BLD2019-0086OV EI)4
tr
CITY OF EDMONDS
121 5TH A VENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: ISSUED 03/11/2019 Pernit#: BLD20190086
Expiration Date:: 0
�20 Project Address: 8011 TALBOT RD, EDMONDS
.31 cc, -
Parcel No: 00594400000200 n��P'
SILKE & CRAIG JOHNSTONE
CB ANDERSON ARCHITECTS
8011 TALBOT RD
CIO GABI MULLER
EDMONDS, WA 98020
7209 GREENWOOD AVE N
SEATTLE, WA 98103
(571) 426-2934
(206) 782-2911
LICENSE 4 EXP
JOB DESCRIPTION
IN I ERIOR REMODELOF EXISTING SINGLE-FAMILY HOME. REMODEL CONSISTS OF DEN40LISHIGAND ADDING
NON-STRUCTURAL INTERIOR WALLS, OPEN'INGCEILFNGSTRUCFURE IN DINrNGROOM, REPLACING SOME EXISTING
WINDOWS, NEW INTERIOR FINISHES INCLUDED KITCHEN AND BATHROOM.
VALUATION: $200,000
PERMIT TYPE: Residential
PERMIT GROUP: 04 - Alteration[Reinodel
GRADING: N CYDS: 0
TYPE OF CONSTRUCTION VB
RETAINING WALL ROCKERY
OCCUPANT GROUP. R-3
OCCUPANT LOAD
FENCE 0 X 0 FT.)
CODE: 2015
OTHER - ------- OTHER DESC
ZONE:
NUMBER OF STORIE& 0
[VESTED DATE:
NUMBER OF DWELLING UNITS 1
t-\IS'nN(;.%RE%
11 OT #
BASEMENT: 1132 1 ST FLOOR: 3473 2ND FLOOR: 0
PROPOS ED ARE-%
BASEMENT: 0 1 ST FLOOR: 0 YND FLOOR: 0
3 RD FLOOR. 0 GARAGE� 589 DECK: 0 OTHER: 0
3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0
BEDROOMS: 4 BATHROOMS: 3
BEDROOMS: 0 BATHROOMS70
FRONT S MACK SIDESErBACK - REAR S FMACK
REQUIRED: PROPOSED: MQUIRED- PROPOSED: IREQUIRED: PROPOSED
HEIGHT ALLOWED 0 PROPOSED 0 IREQUIRED: PROPOSED:
SETBACK NOTES
I AGREETO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THEWORK AUTHORIZED THEREBY, NO
PERSO L BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMENS COMPENSATION
Mo/vv INSURANCE AND RCW 18:27.
S APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
wi Gcu - SA4,4�--c_ -3fit C4zd&� 1 4A,�zd 311112-01?
Print
Released
Date
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR S-MUCTURE UNTIL A FINAL INSPECTION HAS BEENIMADE AND APPROVAL ORA CERTIFICATE OF
OCCUP4,NCY HAS BEEN GRANTED.UBC109,'IBC 110, IRC 110.
= FIRE = APPLICANT = ASSESSOR = CITY
0
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it
11
STATUS: ISSUED BLD20190086
CONDITIONS
• Final approval on a project or final occupancy approval must be granted by the Building 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.
• 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.
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 iterris not to code specification.
Sound/Noise originating from temporary construction s ites as a result of construction activity are exempt frorn the noise limits
of ECC Chapter 5.30 only during the hours of T00arn to 6:00pm on weekdays and 10:00am and 6:00prn on Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction sites /activities must comply with the
noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold
harrnless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever nature, arising directly or indirectly from the issuance for this pen -nit. 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.
I INSPECTIONS
THIS PERMIT AUTHORIZ_ES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT
TIME LIMIT: SEE BCDC 19.00.005(A) (6)
TO SCHEDULE INSPECTIONS
BUILDING I I ENGINEERING (425) 771-0220 EXT. 1326
Go to: www.edmondswa.gov
2. Then: SeNces
3. Then: Perm its/Devel opment
4. Then: Online Permit Info
5: If you don't have one already, create a
login (upper right hand corner)
6: Schedule your inspection
Building Department Inspections
are now scheduled online. If you
ha\e difficulties, please call the
Building Department front desk for
assistance during office hours.
1(425) 771-0220
FIRE (425) 775-7720
PUBLIC WORKS (425) 771-0235
RECYCLING (425) 276-4801
When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection
being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. —
• B-Preconstruction meeting
• B-Plumb Rough In
• B-Gas Test/Pipe
• B-Mechanical Rough In
• B-Framing
• B-Insulation/Energy
• B- Special Iripsection Site Welding
• B-Building Final
• B-Other
"V. 1b,
BUILDING PERMIT
APPLICATION
Development Services
Building Division
121 5th Ave N / Edmonds, WA 98020
425.771.0220
For handouts, submittal requirements, permit status and inspection
scheduling information go to: http://www.edmondswa.gov/
JOB SITE INFORMATION/LOCATION: (Where the work is taking place)
Job Site Address: 2011 TALSQI f-D -
Parcel: 00`;'7)9.11-000002-00
Lot /Unit/Suite #: Subdivision:
PROPERTY OWNER:
Name: SILKr, CRAK. 10HNSMW�
Mailing Address: 2- 2- 5 H 9 AVE U
City/State/Zip: 6C)MONC61 WA 95040
Phone #: 420- ?O(�-A-
E m a i 1: 6K Lust o COKS - co
OWNER INSTALLATION: *If yes, read and sign*
Will work be performed by the property owner? <Yes 0 No
I own, reside in, or will reside in the completed structure.
This installation is being made on proper that I own which is
not intended for sale, lea or exc ange according to
RCW 18.27.090.
Owner Signature
APPLICANT / CONTACT INFORMATION:
Name of Applicant:
Mailing Address:
--; �U.) 01 G, F—! 5-5f. j W WD AdU6.
City/State/Zip: SFAT-TLE U-4 98l1922
Phone #:
E-mail: ackb� 6V cbo' - q)rc-(A . Com-
Q -
GENERAL CONTRACTOR: (if different from applicant)
General Contractor:
Mailing Address:_
City/State/Zip:
Phone #:
E-mail:
WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE:
CITY OF EDMONDS BUSINESS LICENSE #:
Office Use Only
Permit #:
I L
TYPE OF PERMIT (Provide
Details on Page 2)
Ll Accessory Structure/
7 Addition
Detached Garage
L1 Demolition
0 Mechanical
El New Single Family / Duple�
11 Plumbing
0 Fire Sprinkler
>&oclel
El New Commercial/ Mixed Use
El Re -Roof
El Signs
0 Tank
OTenant Improvement
El Other
Remodel Permit fees are based on:
The value of the work performed. Indicate the value (rounded to
the nearest dollar) of all equipment, materials, labor, overhead,
and the profit for the work indicated on this application.
Valuation: 3 200 'filoo
- - - - -- I ----------- — I
PROPOSED NEW SQUARE [FOOTAGE FOR THIS APPLICATION
Basement scl ft: Finished 11 Unfinished 11
1st Floor, sq ft:
2nd Floor, sqft:
Garage/Carport:, sq ft:
Deck/Covered Porch/Patio:
Othersq ft:
PROJECT DESCRIPTION
NTM 0 P- Z E l`AQ J6 B L OF 15 NA �4 G -
6("( 6 - FA R I LY
(-Owststs 0-� b E h 0 Uk 5A41 Q r,
AbDIUG fQM-,5MUC-T- INT- LOALLS,
0 � U �) I W r. cs I �- I f ') C' GT r- U C-"r , I �j
DIN( L)G VOO R S P L AC I K)& ,S0 14 &
EA(�Alcl �JWDOQ91 WF-I�j (PT.
EJUSH16--:5 1NCCK1tL1tGfJt9AT+tUi
I
I certify that the information I have provided on this form/application is 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.
Print Name: o
Signature: Date
GENERAL COMMERCIAL DATA
Occupancy Group(s): Occupant Load(s):
Type(s) of Construction: Fire Sprinklers: Yes 11 No 11
WA STATE ENERGY CODE: If your project affects the building envelope,
mechanical systems, and/or lighting, you must complete the
appropriate WSEC forms.
DEFERRED SUBMITTALS: All commercial building permits that will require
associated plumbing, mechanical, fire sprinkler, and/or fire alarm
permits are applied for separately.
TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet
MECHANICAL EQUIPMENT COUNTS (New and Relocated)
BTUs Gas / Elec / Other Qty
A/C Unit /Compressor
Air Handler /VAV
Boiler
Dryer Duct
Exhaust Fans
t, Ue CT
Fireplace
Furnace
Heat Pump Unit
Hydronic Heating
Roof Top Unit (Provide eleva-
tions if a Commercial Bldg)
Other:
PLUMBING FIXTURE COUNTS (New, Relocated or re -piped)
Qty QtY
Clothes Washer
Tub/ Showers
Dishwasher
Backflow Device (RPBA, DCDA, AVB)
Drinking Fountain
Pressure Reduction/ Regulator Valve
Floor Drain/Sink
Refrigerator Water Supply
Hose Bibs
Water Heater - Tankless? Y or N
Hydronic Heat
Water Service Line
Sinks
Other:
Toilets
13
1 Other:
I
GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped)
BTUs Qty BTUs Qty
A/C Unit
Outdoor BBQ / Fire pit
Boiler
Stove/Range/Oven
Dryer
Water Heater
Fireplace/ Insert
Other:
Furnace
Other:
MEDICAL
GAS, AIR VACUUM COUNTS
(New,
Relocated or re -piped)
Qty
Qty
Carbon Dioxide
Nitrous Oxide
Helium
Oxygen
Medical Air
Other:
Medical - Surgical Vacuum Other:
DEMOLITION
Type of structure to be demolished:
Square footage of structure to be demolished:
AHERA Survey done? Y/N
PSCAA Case #:
Critical Areas Determination:
Study Required D Conditional Waiver Waiver
I
MEMO="
"W_
Fill in Place El Fill Material:
Removal El
Size of Tank (Gallons)
Critical Areas Determination:
Study Required El Conditional Waiver El Waiver 0
GRADE/FILL/EXCAVATE
Grading: Cut cubic yards
Fill cubic yards
Cut / Fill in Critical Area: Yes El No 0
GENERAL PROVISIONS
APPLICATIONS: Applications are valid for a maximum of 1 year.
ESLHA Applications, 2 years.
LICENSING: All contractors and subcontractors are required to be licensed
with Washington State Department of Labor & Industries and have a
current City of Edmonds Business License.
5
�c
'V UD4f SPECIAL INSPECTION AND TESTING AGREEMENT
A,
Permit 4: BLD2019-0086
Project: Johnstone Remodel
Prior to is=ance of apermft, thisform #wt be conspleted In its endrety and rdarned to the Cft.yfor
approvaL TAvecompleredfornt must kavesigitatures of acbmwiedgment by allpardes.
DIMES AND RES-PONSIBILMES
Svffjal Insuedlon. Firm and Soecial Inspectors.
The Special Inspection firm of
will perform special inspection for the fillowing types of
one finri is to be employed):
—Reinforced Concrete
—Bolting m Concrete
—Prestressed Concrete
—Shoterete
—Strucmiral Masonry
X—Structural Steel/Welding
—High Strungih Bolting
forms must be submitted if more than
—Spray applied Fireproofing
—Smoke Control Systems
—Lateral Wood
—X—Structural Observation by &-sign professional
_--prading/soils
_X—Other
—Other —
All individual inspectors to be employed on rbis project will he WASO certifled for the type of work they are to
inspect. If mspeetion is for work that is not covered by the WABO categories, or the inspector is not WABO
smrUficd, a detailed resume of the kmpector and firm must be submitted. The rtsurne must show Ow the inspector
and the fm are qualified by education and experience to perform the work and testing reqWred by the projeot
desigii and specifications.
The work shall be inspected for conformance with the plans and specifications approved by the City, Rcvisions
and Wenda sheets will not be used for mspecUon, unless they h3ve been approved by the City. Inspection
records 3MI include-
• A daily record to he ipai ntz ined m %ite, itern i zing the inspections perfonncd Ajkv nonconforming work
shah be brought to the immediate attention of the contractor for resolution.
• A weekly report 3hatl be nibmitted to the City,, detailing the inspections and tesung performed, listing any
noncortfi=jing work and resolution of noncoriforming items.
• A final report shail be submitted to the building depament prior to the Certificate of Occupancy being
issued. This repon will indicate that inspection and tening was completed in Conformance with the
aMoved plans, spccifica:ions and approved revision& or addenda. Any unresolved discrepancies must be
detailed in the fivial report
�,FDMSVR4)MFS1btuWu*fflwY.k*tL% Intomauun bN QfJ4;k1V14U N%U%%CM8M]1S- MUMMA Dwimm
Inopechor Fami dw2li V2019
Cootragar.
The conmotor shall provide the special inspector or agency adequate notification of work tequaing 4LSpection.
The City appmved plan and specifications must be made aV?Ul3bte, at thejobsite for the use orthe special
inspector and the City inspector The coninactor shall maintain all daily insveiz-fion repou or) site. for review bY
all parties.
The special Inspection functions are considered to be in aWilion to the normal =pections performed by the City
and the contractor is responsible for contacting the City to schedule rtgulat Lispcvttons No concrete shall be
poured or other work- covered until approval is given by the City Inspector
Building Djggrtm�nt
The building department "I review any revisions and addenda. The City uispecter wiiII monit0f tht sWial
inspevion functions for compliancc with the ugirceinent aild the approved pWis The City inspector shall be
responsible for approving vahous stages of construction to be covered and for work to proceed.
rksilm Puy-fMi
The architect arb&or engineer will clearly indicate on the plans and specifications the specific types 0; Special
inspection required and shall Include a schedule for inspection and testing The architect and/or engineer will
coordinate their revision and addenda process in such a way as to ensure that all required City approvals are
obtained, prior to work shown on the revisions being performed in the field
Owner;
The pj,ojw owner. or the arcluted or engineer acting as tile owners Qgcnt, shall employ the special inspector or
d80nL:V-
ENFORCEMENT
A failure of the special inspector or firm to perform in keeping with the requirements of the IBC� the approved
plans and thii doctunent, may void this agreemew and the Building Official's approval of the special inspector.
In such a case a new special inspector and/or firni woWd netmi to be proposed foi- approval. A fiialure of the
design &-A,or construction parties to Perform in accordance Nvith this agreement, may result in a STOP WORK
notice being posted on the project until nonconformizig Items have been riesolved.
AC"OWLEDGMEN
I have read and agree to comply with the tenns and condi6ons of ee M.
0,n,[� L Date _3AbP
Contractor
Arch.!Eng: ire te:
Special Imp Maya Tutirg En I'L Date: 3AW019
&1=rs. jAc. Signature —
Special Insp Agency
ACCEPTED FOR THE CITY OF EDMONDS BUILDING DIVISION
By:
h1TWwM Form.&O"
Equihbnia,,C�_ Equilibria Structural Engineering, Inc PS
SMUCrURAL ENGINEMM; 9999 Harbour Place Suite 107 email@equilibda-engineedng.com
Mukilteo, WA 98275 Phone: (360) 386-9476
STRUCTURAL CALCULATIONS
1/22/2019
A. Ll
7
AL
NOT VALID WITHOUT SIGNATURE
Project Description: Johnstone Residence Remodel
Project Location: 8011 Talbot Road, Edmonds, WA
Client: Craig and Silke Johnstone
8011 Talbot Road
Edmonds, WA 98026
Project Number: El 366
Date: January 22, 2019
Design Criteria:
Code:
2015 IBC / ASCE 7-10
Wind:
110 mph
Exposure:
D
Kzt:
1.26
Seismic Data:
Design Category D
Site Class D
Spectra:
By Lat/Long - USGS website
Design Gravity Loads:
Snow: 25 psf S
Roof: 15 psf DL
Floor: 40 psf LL
Soil: Allowable Bearing:
Passive Pressure:
Active Pressure:
Friction: (+)
2000 psf
300 pcf
35 pcf (unrestrained)
60 pcf (restrained)
0.35
Equilibria
STRUCrURAL ENGINEERING
10 PST UL
Deck: 60 psf LL
10 psf DL 17"ECEWE m�
F% ij.J
Project: El 366 Sheet No: 1 JAN 2 5 2019 1/22/2019
BUILDING
Equilibria Equilibria Structural Engineering, Inc PS
'STRUCTURAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Scope of Work:
1.) Design truss retrofit for (4) existing california style dropped top chord roof trusses to accommodate
a new tray style ceiling. The gravity load path will not change.
2.) Design new headers for (3) existing window clusters where existing posts are removed for a single
new rough opening but existing shearwalls are not being removed
3.) On the courtyard area there is an existing window being widened. A new header will be sized and
the maximum length of existing wall to be removed will be analyzed in order to avoid a lateral retrofit.
The guidelines are per IEBC 2015.
ROOF FRAMING PLAN
NTS
Project: E1366 Sheet No: 2 1/22/2019
Equilibria Equilibria Structural Engineering, Inc PS
SrRUCrUR&L ENGINEERING 9999 Harbour Place Suite 107 ernail@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
S-50 PLF
TRUSS 4 LOADING DIAGRAM
S-50 PLt
0 PLF 0 PLF
S=1 37.5
1b S=377 lb S=1406[b S=137�51b
D=82.5
Ib D=226 Ib D=843 Ib D=8;!.5
Ib
T=220
Ib T=603 Ib T=2249 Ib T=220
Ib
7
1,F
TRUSS 3 LOADING DIAGRAM
.5 1b S=2030 Ib I�IJ�51,:b
.51b D=12181b NEGLIGIBLE D=5 b
.0 Ib T=3248 Ib T=1 0 b
TRUSS 2 LOADING DIAGRAM
S- 137 5 PLF
D-82,5 -LF
"I Ll� I -�,l
TRUSS 1 (GIRDER TRUSS) LOADING DIAGRAM
S-212.5 PLF
CONSERVATIVE TRUSS LOADING DIAGRAM
TRUSS PROFILES
NTS
5=50 PLF
CONTROLLING DESIGN CASE
Project: E1366 Sheet No: 3 1/22/2019
Equilibria
SrRUCrURAL ENCINFYRLNG
Equilibria Structural Engineering, Inc PS
9999 Harbour Place Suite 107 email@equilibda-engineedng.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Retrofit roof truss connection design for 5.6 kips of ASD (D+S) design load from
worst case Truss 3
C-channel to knife plate (Bolted Connection)
AISC table 10-1 Oa L = 5.5inches w/ (2) 3/4" A325 bolts ASD allowable capacity = 16.3 kips OK
3 IA" A
(21%) / t 1-625 t1hrough b-olts %")K
3/16" fillet welds both sides knife plate to screw plate
Face plate connection to existing girder truss bottom chord (2-2x assumed Doug -Fir)
Simp 1/4" x 3" SDS Screws = 420 lbs/screw * 1.15 Cd = 483 lbs/screw
5600 lbs / 483 lbs/screw = 11.6 screws OK Use 12 screws
Minimum spacing = 3"
Minimum distance between staggered rows = 1 1/2"
Minimum edge distance = 1 1/2"
Note: The face plate connection was designed to transfer 100% of the load but the existing
truss hangers will be left in place and are totally ignored in this calculation. The eccentricity of the
face plate therefore is neglected in the calculation.
Existing truss to new c-channel connection
12 kips of total reaction
33ft of projected truss length
12,000 lbs / 33 ft = 364 lbs/ft
5/8" diameter bolts = 360 lbs/bolt * 1.15 Cd = 414 lbs/bolt
Bolt spacing would need to be 13.6 inches
Using simpson 1/4" x 2" SDS screws (use 1.5" values) = 250 lbs/screw * 1.15 = 287.5 lbs/screw
287.5 lbs/screw / 364 lbs/ft = 9.5 inches/screw
Truss to existing wall - Check shear capacity of channel
Assume a 3" tall section to transfer the shear
Shear in beam = 6.3 kips (D+S)
Design for 7 kips
Shear strength = 0.60 * 36 ksi * 3in * 0.51 Oin * 1.0 / 1.67 = 19.8 kips OK
Required bearing length on exterior wall
7000 lbs / ( 3.5 in * 405 psi ) = 4.94 inches OK use minimum 6" long base plate
Uplift connection
From code search = (-64 psf + 15 ps� * 0.60 * 33ft / 2 * 2ft = -971 lbs
(2) 5/8" through bolts OK by inspection
Project: E1366 Sheet No: 4 1/22/2019
Equilibria Equilibria Structural Engineering, Inc PS
MUCTURAL ENGINEFMNG 9999 Harbour Place Suite 107 email@equilibria-engineedng.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam: HDI
Span:
11.5 ft
Member:
6x8 DF#1
E psi
1.60E+06
I in A 4
175
A in A 2
39.9
Results
M allow =
M max =
R1 =
R2 =
v max =
Deflect. =
x = 5.75
M@x= 1.98
V@X= 0
Uniform Loads
start end (ft)
0 11.5
R
(k-ft)
(k)
Magnitude(plf)i
start end (plf)
120 120
Point Loads
distance(ft)
Magnitude(k)
5.42
(k-ft)
Loading Diagram: HD1
1.98
(k-ft)
1
0.69
(k)
300
0.8 lz
M
0.69
(k)
V 200
0.6
26
(psi)
0 100
0.4 mo
0.2
0.169
(in)
3
0
0
L
0 2 4
6 8 10
816
Beam: HDI King Studs
Span: 14 ft
Member: (3) 2x6 DF SELECT STRUCT
E psi
1.90E+06
X =
I in A 4
62.4
M @ x =
A in A2
24.9
V @ x =
Results
M allow =
5.90 (k-ft)
M max =
4.07 (k-ft)
R1 =
1.16 (k)
400
Uniform Loads Magnitude(plf)
start end (ft) start end (plf)
0 14 166 166
7 (ft)
.07 (k-ft)
0 (k)
Loading Diagram: HDI King Studs
Point Loads
dista ce(ft)
Magnitude(k)
R2 = 1.16 (k) .0 -
200
v max = 70 (psi) 100
Deflect. = 1.213 (in) 0
L 0 2 4 6 8 10 12 14
139
6ft * 46.1 psf * 0.60 = 166 PLF
Beam: HDI King Studs Defl
Span: 14 ft
Member: (3) 2x6 DF SELECT STRUCT
E psi
1.90E+06
x = 7
1 in A 4
62.4
M@x= 2.85
A in A 2
24.9
V @ X = 0
Results
M allow =
5.90
(k-ft)
Load
M max =
2.85
(k-ft)
R1 =
0.81
(k)
300
R2 =
0.81
W
zuu
Uniform Loads Magnitude(plfl
start end (ft) start end (plf)
F-O----l-4-1 1 116 11-6-1
(ft)
(k-ft)
(k)
ing Diagram: HD1 King Studs DO
Point Loads
distance(ft)
1
0.8 1Z
.0
0.6
0.4 mo
0.2
0
Magnitude(k)
M
0 100
v max = 49 (psi) D
Deflect. = 0.849 (in) 0
L 0 2 4 6 8 10 12 14
198
1
0.8 1Z
.0
0.6
0.4 mo
0. 2 C'L
0
0.7 x C&C Design Pressures for deflection check
Project: E1366 Sheet No: 5 1/22/2019
Equilibria
SrRUCnJRAL &N(;INFXMNC;
Beam:
Span:
7 ft
HD2
Member: 6x8 DF#1
E psi
1.60E+06
I in A 4
175
A in A 2
39.9
Results
M allow
5.42
(k-ft)
M max=
5.21
(k-ft)
R1 =
2.98
(k)
R2 =
2.98
(k)
v max =
112
(psi)
Deflect. =
0.164
(in)
L
511
Beam: HD3
Span: 5.25 ft
Member: 4x8 DF#2
E psi
1.60E+06
I in A 4
111
A in A 2
25.4
Results
M allow =
2.99
M max =
2.10
R1 =
1.60
R2 =
1.60
v max =
94
Deflect. =
0.059
L
1071
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
Equilibria Structural Engineering, Inc PS
9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
X
M @ x
V@X=
Uniform Loads Magnitude(pl� Point Loads Magnitude(k)
start end (ft) start end (plfl distance(ft)
0 7 850 850
3.5 (ft)
5.21 (k-ft)
0 (k)
Loading Diagram: HD2
1
2000 0.8
M 0.6
1000 0.4
0
0.2 C-L
0 0
0 1 2 3 4 5 6 7
X
M @ x
V@X=
Uniform Loads Magnitude(pl� Point Loads Magnitude(k)
start end (ft) start end (plf]l dista ce(ft)
0 5.25 610 610
2.63 (ft)
2.1 (k-ft)
0 (k) -J
Loading Diagram: HD3
1
1500 0.8 7
1000 0.6
M
0 0.4 mo
500
n 0.2 f-L
0 0
0 1 2 3 4 5
Note on HD3 with respect to existing "shearwalls"
It's assumed that all existing aspect ratio viable walls are "shearwalls" wether they were designed that
way or not. Therefore, to avoid mandatory lateral retrofit the wall line at HD3 will be checked against the
IEBC 403.4 Exception (10% rule)
The alteration shall not decrease the demand/capacity ratio by more than 10%. It's assumed that the length
of shearwall is directly proportional to the capacity
Existing length = 21 ft total
0.90 * 21 ft = 18.9 ft say 19ft. Maximum reduction in wall before retrofit and analysis is required is 2ft
Field verify not holdown exists
Project: E1366 Sheet No: 6 1/22/2019
Equilibria 0-� Equilibria Structural Engineering, Inc PS
=UCrURALENG[NEMNC 1�9 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam: Existing Girder Truss
Span: 22 ft
Member: Girder Truss
E psi 1.60E+06 X= 11
I in A 4 9999 M @ x = 42.7
A in A 2 999 V@X= 0.01
Results
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) dista ce(ft)
0 22 705 705
(ft)
(k-ft)
(k)
M allow =
999.00
(k-ft) Loading Diagram: Existing Girder Truss
M max =
42.65
(k-ft) 2000
1
R1 =
7.76
(k) 1500
0.8
R2 =
7.76
.5
(k) 1000
0.6
0.4 mo
v max =
12
(psi) 500
02
Deflect. =
0.233
(in) 0
0
L
0 5 10 is
20
1134
Existing simplified load condition (max)
Beam: Existing Girder Truss New
Span: 22 ft
Member: Girder Truss
E psi 1.60E+06 X =
I in A 4 9999 M @ x =
A in A2 999 V @ x =
Results
Uniform Loads Magnitude(plf)
start end (ft) start end (plf)I
0 22 705 705
9 15 250 250
11
49.7 (k-ft)
0. 19 (k)
Point Loads Magnitude(k)
distance(ft)
M allow =
999.00
(k-ft)
Loading Diagram: Existing Girder Truss New
M max =
49.67
(k-ft)
2000 1
R1 =
8.44
(k)
. a 1000 0.5
R2 =
8.57
(k)
M 1 0
0
v max =
13
(psi)
0 0
0 5 10 15 20
Deflect. =
0.267
(in)
L
988
New simplified load condition
(max)
The additional dead load from the retrofit will add significant weight to the existing girder truss
Add C12 x 30 channel to the bottom chord
773 pif required shear transfer between channel and bottom chords
840 lb/bolt (see below) / 773 lb/ft * 12 in/ft = 13 in/bolt
Project: E1366 Sheet No: 7 1/22/2019
Equifibn'a,,� Equilibria Structural Engineering, Inc PS
STRUCTUFL�L ENGINEDUNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
NDS 2015 CONNECTION DESIGN: TABLE 11.3.1A - YIELD LIMIT EQUATIONS PAGE I
Definitions
Fastener Type: B - Enter single letter: N nail, S = screw, B = bolt, L = lag
Bolt Diameter = 5/8 inches Size of fastener (xxd nail, #xx = screw, x/x" = bolt and lag)
D = 0.625 inches Nominal fastener diameter
Dr= 0.625 inches Reduced thread diameter, See NDS Appendix L or choose below
For bolts, Dr = D for "full diameter bolts - matches NDS tables"
NDS Appendix L Table Ll: Standard Hex Bolts
Diameter, D
1/4" 5/16" 3/8" 1/2" 5/8" 3/4" 7/8" V
Dr 0.189" 0.245" 0.298" 0.406" 0.514" 0.627" 0.739" 0.847"
NDS Appendix L Table 1-2: Standard Hex Lags
Diameter, D
1/4" 5/16" 3/8" 1/2" 5/8" 3/4" 7/8" V
Dr .173" 0.227" 0.265" 0.371" 0.471 0.579" 0.683" 0.780"
E 5/32" 3/16" 7/32" 5/16" 13/32" 1/2" 19/32" 11/16"
NDS Appendix L Table 1-3: Standard Wood Screws
Wood Screw Number
6 7 8 9 10 12 14(1/4") 16
D 0. 138" 0.151" 0. 164" 0. 177" 0.1901, 0.216" 0.242" 5.268"
Dr 0. 113" 0. 122" 0.131" 0. 142" 0. 152" 0.171" 0. 196" 0.209"
NDS Appendix L Table 1-4: Common, Box and Sinker Nails
6d
7d
8d
10d
12d
16d
20d
Common: D = Dr 0.113"
0.113"
0.131"
0. 148"
0. 148"
0. 162"
0. 192"
Box: D = Dr 0.0991,
0.0991,
0.113"
0. 128"
0.128"
0. 135"
0. 148"
Sinker: D = Dr 0.092"
0.0991,
0.113"
0. 120"
0. 135"
0. 148"
0. 177"
E=J N/A inches Lag bolts - table above; nails and screws E = 2*D; bolts N/A
E/2 =1 N inches Reduce p (penetration) of tapered by E/2 (NDS 11.3.5)
p (penetration)
E
effective
TAPERED END
PENETRATION
REDUCTION FOR
LAGS, NAILS AND
SCREWS
Project: E1366 Sheet No: 8 1/22/2019
Equilibria Equilibria Structural Engineering, Inc PS
STRUCT-M�L ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
NDS 2015 CONNECTION DESIGN: TABLE 11.3AA - YIELD LIMIT EQUATIONS PAGE 2
SIDE SIDE
MEMBER :)jr� D MEMBERS D
MAIN MAIN
E MEMBER E MEMBER
11 It
E NDS FIG. 11 B E NDS FIG. 11C
Im = 3 inches Main member dowel bearing length (p - E/2 for tapered tips 11.3.5)
Is = 1/2 inches Side member dowel bearing length
0, main member = 90 degrees Angle between load and grain - main member
0, side member = 90 degrees Angle between load and grain - side member
NDS 11.3.4:
Dowel Bearing Strength at an Angle to Grain Calculator (Only required for 0 < 0 < 90)
Specific Gravity =
0.50
For reference only, not used in calculations
Fellm =
5600
psi
Main member parallel to grain strength (NDS table 11.3.3)
Fells =
87000
psi
Side member parallel to grain strength (NDS table 11.3.3)
Fe_Lm =
2800
psi
Main member perpindicular to grain strength (NDS table 11.3.3)
Fe_Ls =
87000
psi
Side member perpindicular to grain strength (NDS table 11.3.3)
*Fem =
2800
psi
Dowel bearing strength adjusted for loading angle (NDS 11.3-11)
*Fes =
87000
psi
Dowel bearing strength adjusted for loading angle (NDS 1111.3-111)
Fyb =
45000
psi
Dowel bending yield strength (NDS table 11)
Re =
0.032
*Fem/*Fes (NDS table 111.3.11A)
Rt =
6.000
Im/Is (NDS table 11.3.1A)
k1 =
0.121
(NDS table 11.3.1A notes)
k2 =
0,600
(NDS table '1111.3.11A notes)
k3=u
8.908
(NDS table 11.3.1 A notes)
Partial NDS Table 11.3.3: Dowel Bearing Strengths, Fe, For Dowel -Type Fasteners in Wood Members
Dowel bearing strength in pounds per square inch (psi) for all D<1/4" & PARALLEL TO GRAIN, Fell, D>11/4"
G Fell & Fe-L Fell
G D < 1/4" 1/4" <= D <= 11,
0.42, SPF 3350 4700
0.43, Hem -Fir 3500 4800
0.5, Doug Fir 4650 5600
Partial NDS Table 11.3.3: Dowel Bearing Strengths, Fe, For Dowel -Type Fasteners in Wood Members
Dowel bearing strength in pounds per square inch (psi) PERPINDICULAR TO GRAIN, Fe-L, D>=1/4
G D=114" D=5/16" D=3/8" D=7/16" D=1/2" D=5/8" D=314" D=7/8" D=111
0.42, SPF
3450
3100
2850
2600
2450
2200
2000
1850
1750
0.43, Hem -Fir
3600
3200
2950
2700
2550
2250
2050
1900
1800
0.5, Doug Fir
4450
4000
3650
3400
3150
2800
2600
2400
2250
NDS Table 1 1.3.3B: Dowel Bearing Strengths, Fe, For Wood Structural Panels and A36 Steel
Dowel bearing strength in pounds per square inch (psi) for D<1/4"
Wood Structural Panel G (typ use 0.42) Bearing Strength, psi
Plywood - Structural 1, Marine 0.50 4650
Other Grades (most common) 0.42 3350
OSB all grades 0.50 4650
A36 Steel Bearing = 87,000 psi (NDS) N/A 87000
Project: E1366 Sheet No: 9 1/22/2019
Equihbria,,O�_ Equilibria Structural Engineering, Inc PS
MUMMALENGINEMNG Vj�� 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
NDS 2012 CONNECTION DESIGN: TABLE 11.3.1A - YIELD LIMIT EQUATIONS PAGE 3
KO (NDS table 11.3.113) =
25
Kd (NDS table 111.3.1113) =
NDS Table 11.3.1 B:
Reduction Term, Rd (depends on fastener size and
yield mode)
Determine case =
a
Fastener Size
Yield Mode
Reduction, Rd
case
IM, Is
5
'4*KO
0.25" <= D <= 1"
11
4.5
3.6*KG
a
IBM, Ills, IV
4
3.2*KO
D >= 0.25" but Dr < 0.25" IM, Is, 11, HIM, Ills, IV
N/A
Kd*KO, note 1
b
D and Dr < 0.25"
IM, Is, II, HIM, Ills, IV
N/A
Kd
c
NDS Table 11.3.1 A:
Sing Shear
IM =
1050
lbs
Is=
5438
lbs
11 =
730
lbs
Illm =
740
lbs
Ills =
959
lbs
IV =
lbs
Yield Limit Equations
(main member bearing 11.3-1)
(side member bearing 11.3-2)
(rigid fastener rotation 11.3-3)
(hinge in main member 11.34)
(hinge in side member 11.3-5)
(hinge in both members 11.3-6)
Z= lbs Unadjusted Z
Double Shear
IM =F_1 -0 5-0-11 b s
I s = F - 1-0 8-7-5 - I I b s
Ills = 1918 lbs
IV = 1762 Ilbs
Z = F_ —10-5-0--1 1 b s
(main member bearing 11.3-7)
(side member bearing 11.3-8)
(hinge in side member 11.3-9)
(hinge in both members 11.3-10)
Unadjusted Z, double shear
Appli able adjust ent factors for dowel -type fasteners
Cd =
1.15
Load duration adjustment
Cm =
1.00
Wet service factor per table 10.3.3
Ct =
1.00
Temperature factor (sustained exposure to elevated temperatures)
Cg =
1.00
Group action factor (D<1/4" always 1.0) NDS 10.3.6
CA =
1.00
Geometryfactor (D<1/4" always 1.0) otherwise NDS 11.5.11
Ce
.00
End grain, Ceg = 0.67 for end grain conditions NDS 11.5.2
1) d�,,
.00
q]
Diaphragm factor, nails or spikes in diaphragms: Cdi = 1.10
Ctn
1.00
Toe -nail factor, Ctn = 0.83
Z' = lbs Single Shear
Design Summary:
Bolt Diameter =
5/8
inches
Specific Gravity =
0.50
-
Minimum Penetration, p =
N/A
inches
Mirn Fastener Length =
N/A
inches
Main Member Grain Angle:
90
degrees
Side Member Grain Angle:
degress
Notes:
Z' =r-11-2-0871lbs Double Shear
Type of fastener
Specific gravity of wood members being connected
Penetration into main member required for full capacity
Based on connection geometry, min fastener length (single shear)
(Is + p min + E/2 (1/2 thread taper))
Project: E1366 Sheet No: 10 1/22/2019
EQUILIBRIA STRUCTURAL ENGINEERING INC PS
Jason Lindquist, P.E., S.E.
P:\E1366 Johnstone Remodel - CB Anderson (Gabi)\Visual Analysis\Truss 1.vap
Monday, January 21, 2019 3:28 PM
Result Cases
Name
ID
Design Checks
Result Type
P-Delta?
Seismic Type
:D+H+F 3 Allowable (ASD)
Static
No N.A.
Steel V Brace G 1: Results
Axial
Deflections
Manual Kz: False
Constraints
Strong (dy): None
Kz Sidesway?: False
Limit Depth?: False
Weak (dz): None
Manual Ky: False
Limit Width?: False
Ky Sidesway?: False
,6—ver-ride-s-
Override Fy?.: False
Override Cb?: False
Override HSS t des?: False
7
Advanced Torsion: False
Material: ASTM A36
Specification: AISC ASD (2016)
Composite Bearn?: False
Bracing
Torsional Bracing
Seismic Compactness: Not Ductile
Lateral Top (+y): Unbraced
Lateral Top (+y): True
Check Constrained Axis FTB?: False
Lateral Bottom (-y): Unbraced
Lateral Bottom (-y): True
Overstrength?: False
Strong (z): Unbraced
Strong (z): True
Live Load Reduction: None
Disable Checks?: False
Check Level: Each Limit State
Steel Beam X G 1: Results
Axial
Deflections
Manual Kz: False
Constraints
Strong (dy): None
Kz Sidesway?: False
Limit Depth?: False
Weak (dz): None
Manual Ky: False
Limit Width?: False
Ky Sidesway?: False
Overrides
Override Fy?: False
Override Cb?: False
Override HSS Ldes?: False
Advanced Torsion: False
Steel
Material: ASTM A36
Specification: AISC ASD (2016)
Composite Beam?: False
Bracing
Torsional Bracing
Seismic Compactness: Not Ductile
Lateral Top (+y): Quarter Points
Lateral Top (+y): True
Check Constrained Axis FTB?: False
Lateral Bottom (-y): Unbraced
Lateral Bottom (-y): True
Overstrength?: False
Strong (z): Unbraced
Strong (z): True
Live Load Reduction: None
Disable Checks?: False
Check Level: Each Limit State
Member Forces
Member Fx Min Fx Max Vy Mz Min Mz Max
I I K I K K K-ft K-ft
BmXO01 0.0(3) 0.0(3) 1.1(3) 10.6(3) 15.5(3)
AI A �isualAnalysis 18.00.0007, With Design
E www.iesweb.com
s Page 1 of 2
EQUILIBRIA STRUCTURAL ENGINEERING INC PS
Jason Lindquist, P.E., S.E.
P:\E1366 Johnstone Remodel - CB Anderson (Gabi)Wisual Analysis\Truss; 1.vap
Monday, January 21, 2019 3:28 PM
Member Forces (continued)
Member
Fx Min
Fx Max
Vy
Mz Min
Mz Max
K
K
K
K-ft
K-ft
V001 -0.8(3) -O.S(3)
1.7(3)
0.0(3)
10.6(3)
-0.8(3) -0.5(3)
-1.7(3)
0.0(3)
10.6(3)
Node Reactions
Node
Result Case
FX
FY
FZ
MX
MY
Mz
I
K
K
K
K-ft
K-ft
K-ft
N001 D+H+F
0.0
1.9
0.0
0.0
0.0
0.0
N004 D+H+F
0.0
1.9
0.0
0. - 0
0.0-
- 0 . . 0
Node Results
Result Case
DX
DY
DZ
FX
FY
FZ
MX
MY
MZ
F`
I
I in
I in I
in
K
I
K
K
K-ft
K-ft
K-ft
N001 D+H+F
0.0 0.0
0.0
0.0
1.9
0.0 0.0
0.0
0.0
N002 D+H+F
0.2 -0.4
0.0
0.0
0.0
0.0 0.0
0.0
0.0
�N003 D+H+F
0.2 -0.4
0.0
0.0
0.0
0.0 0.0
0.0
0.0
,NO04 D+H+F
0.4 0.0
0.0
0.0
1.9
0.0 0.0
0.0
0.0
Member Connection Forces
Member
Result Case
Location
Fx
Py
Rz
Torsion
My
Mz
K
K
K
K-ft
K-ft
K-ft
BrnXOO 1 D+H+F
End
0.0
1.1
0.0
0.0
0.0
10.6
BmXO01 D+H+F
Sta rt
0.0
1.1
0.0
0.0
0.0
10.6
V001 D+H+F
End
-0.5
-1.0
0.0
0.0
0.0
10.6
V001 D+H+F
Sta rt
-0.8
1.7
0.0
0.0
0.0
0.0
V002 D+H+F
End
-0.8
1.7
0.0
0.0
0.0
0.0
V002 D+H+F
Sta rt
-0.5
-1.0
0.0
0.0
0.0
10.6
Ry and Rz reactions are positive when in
the direction of member
local
y and z (i.e. in typical situations uplift is negative)
visualAnalysis 18.00.0007, With Design
E
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EQUILIBRIA STRUCTURAL ENGINEERING INC PS
Jason Lindquist, P.E., S.E.
P:\E1366 Johnstone Remodel - CB Anderson (Gabi)\Visual Analysis\Truss 2.vap
Monday, January 21, 2019 3:27 PM
Result Cases
Name
ID
Design Checks
Result Type
P-Delta?
Seismic Type
D+H+F 3 Allowable (ASO)
Static
No N.A.
Steel V Brace G 1: Resufts
Axial
Deflections
Manual Kz: False
Constraints
Strong (dy): None
Kz Sidesway?: False
Limit Depth?: False
Weak (dz): None
Manual Ky: False
Limit Width?: False
Ky Sidesway?: False
Overricles
Override Fy?: False
Override Cb?: False
Override HSS t des?: False
Advanced Torsion: False
Material: ASTM A36
Specification: AISC ASD (2016)
Composite Beam?: False
Bracing
Torsional Bracing
Seismic Compactness: Not Ductile
Lateral Top (+y): Unbraced
Lateral Top (+y): True
Check Constrained Axis FTB?: False
Lateral Bottom (-y): Unbraced
Lateral Bottom (-y): True
Overstrength?: False
Strong (z): Unbraced
Strong (z): True
Live Load Reduction: None
Disable Checks?: False
Check Level: Each Limit State
Steel Beam X G 1: Results
Axial
'Deflections
Manual Kz: False
Constraints
Strong (dy): None
Kz Sidesway?: False
Limit Depth?: False
Weak (dz): None
Manual Ky: False
Limit Width?: False
Ky Sidesway?: False
!Overrides
I Override Fy?: False
Override Cb?: False
Override HSS t des?: False
Advanced Torsion: False
7§teel
Material: ASTM A36
Specification: AISC ASD (2016)
Composite Beam?: False
Bracing
Torsional Bracing
Seismic Compactness: Not Ductile
Lateral Top (+y): Quarter Points
Lateral Top (+y): True
Check Constrained Axis FTB?: False
Lateral Bottom (-y): Unbraced
Lateral Bottom (-y): True
Overstrength?: False
Strong (z): Unbraced
Strong (z): True
Live Load Reduction: None
Disable Checks?: False
Check Level: Each Limit State
Member Forces
Member
Fx Min
Fx Max
Vy
Mz Min
Mz Max
I K
K
K
K-ft
K-ft
BmXO01 0.0(3)
0.0(3) 1.1(3)
6.8(3) 13.6(3)
VisualAnalysis 18.00.0007, With Design
E www.iesweb.com
S
Page 1 of 2
EQUILIBRIA STRUCTURAL ENGINEERING INC PS
Jason Lindquist, P.E., S.E.
P:\E1366 Johnstone Remodel - CB Anderson (Gabi)\Visual Analysis\Truss 2.vap
Monday, January 21, 2019 3:27 PM
Member Forces (continued)
Member
Fx Min
Fx Max
Vy
Mz Min
Mz Max
K
K
K
K-ft
K-ft
V001 -0.7(3)
-0.5(3)
1.5(3)
0.0(3)
10.0(3)
V002 -0.5(3)
-0.3(3)
-1.1(3)
0.0(3)
6.8(3)
Node Reactions
Node
Result Case
FX
FY
FZ
MX
MY
M'7Z
K
K
K
K-ft
K-ft
K-ft
ft
N001 D+H+F
0.0
1.6
0.0
0.0
0.0
0.0
N004 D+H+F
0.0
1.2
0.0
0.0
0.0
0.0
Node Resullts
Node
Result Case
DX
DY
DZ
FX
FY
FZ
MX
my
Mz
in
in I
in
I K
K
K
K-ft
K-ft
K-ft
�NO01 D+H+F
0.0
0.0 0.0
0.0
1.6
0.0 0.0
0.0
0.0
N002 D+H+F
0.2
-0.4 0.0
0.0
0.0
0.0 0.0
0.0
0.0;
N003 D+H+F
0.2
-0.3 0.0
0.0
0.0
0.0 0.0
0.0
0.0
�N004 D+H+F
0.3
0.0 0.0
0.0
1.2
0.0 0.0
0.0
0.0
Member Connection Forces
Member
Result Case
Location
Fx
Ry
Rz
Torsion
My
Mz
K
K
K
K-ft
K-ft
K-ft
BrnXOO 1
D+H+F
End
0.0
0.7
0.0
0.0
0.0
6.8
BnnXO01
D+H+F
Start
0.0
1.1
0.0
0.0
0.0
10.0
vool
D+H+F
End
-0.5
-1.0
0.0
0.0
0.0
10.0
V001
D+H+F
Start
-0.7
1.5
0.0
0.0
0.0
0.0
V002
D+H+F
End
-0.5
1.1
0.0
0.0
0.0
0.0
,VO02
D+H+F
Sta rt
-0.3
-0.7
0.0
0.0
0.0
6.8
Ry and R z reactions are positive when in
the direction of member local y
and z (i.e. in typical
situations uplift
is negative)
AI VisualAnalysis 18.00.0007, With Design
E www.iesweb.com
S
Page 2 of 2
EQUILIBRIA STRUCTURAL ENGINEERING INC PS
Jason Lindquist, P.E., S.E.
P:\E1366 Johnstone Remodel - CB Anderson (Gabi)\Visual Analysis\Truss 3.vap
Monday, January 21, 2019 3:24 PM
Result Cases
Name
ID
Design Checks
Result Type
P-Delta?
Seismic Type
:1. 1.41)
�3
Strength (LRFD)
Static
No
N.A.
',2.1.2D+1.6L+0.5Lr
4
Strength (LRFD)
Static
No
N.A.
'Tl.2D+1.6L+0.55
5
'Strength (LRFD)
Static
No
N.A.
13. 1.2D+1.6S+L
---- - - , --- -
6
"St rength (LRFD1,
-
Static
No
N.A.
- ---- .
r--
i5.0.9D+W
- — -- - -
7
-- - I
Strength (LRFD)
- - I -
Static
No
N A.
r--
i6. 1.2D+E+L+0.2S
8
Strength (LRFD)
Static
No
N.A.
Steel V Brace G 1: Results
Deflections
Strong (dy): None
Weak (dz): None
!Overrides
Override Fy?: False
Override Cb?: False
Override HSS t_des?: False
Advanced Torsion: False
�-Steel'
Material: AS77M A36
Specification: AISC LRFD (2016)
Composite Beam?: False
Seismic Compactness: Not Ductile
Check Constrained Axis FTB?: False
Overstrength?: False
Live Load Reduction: None
Disable Checks?: False
Check Level: Each Limit State
V Brace G 1: Combined Check
Member Section Offset Result Cz
ft
:V001 �C12X30 8.0 3. 1.2D+1.6S+L
IV002 C12X30
0.0 3. 1.2D+1.6S+L
Steel—V Brace—G 1: Axial Check
Membe Section I Offset Result Case
r I ft
�Vooi C12X30 0.0 3. 1.2D+1.6S+L
I --V-isu-a-1Analysis 18.00.0007, With Design
E www.iesweb.com
-111-is
Axial
Manual Kz: False
Kz Sidesway?: False
Manual Ky: False
Ky Sidesway?: False
Bracing
Lateral Top (+y): Unbraced
Lateral Bottom (-y): Unbraced
Strong (z): Unbraced
Constraints
Limit Depth?: False
Limit Width?: False
Torsional Bracing
Lateral Top (+y): True
Lateral Bottom (-y): True
Strong (z): True
Deman Capacity Code Reference Unity Check
d I I I
KLz = 8 ft, KLy = 7 ft,
KL(torsion) 8 ft, Lb = 8 ft,
Axial Unity 0.02,
0.6 1.0 H1-1b 0.6 Mz Unity = 0.59,
My Unity = 0, Kz = 1,
Ky = 0.87, K(torsion) = 1,
Cb = 1.6
KLz = 8 ft, KLy = 8 ft,
KL(torsion) 8 ft, Lb = 8 ft,
Axial Unity 0.03,
0.7 1.0 1-11-1b 0.7 Mz Unity = 0.66,
My Unity = 0, Kz = 1,
Ky = 1, K(torsion) 1,
Cb = 1.6
Demand Capacity Fx Code Unity Details
Fx
K Reference I Check
KLZ = 8 ft, KLY = 7 ft,
3.5 152.0 E3-2 0.0 KL(torsion) = 8 ft, Fcr = 19 Ksi,
Fe (E3-4) = 24 Ksi, Kz = 1,
Ky = 0.87, K(torsion) = 1
Page 1 of 3
EQUILIBRIA STRUCTURAL ENGINEERING INC PS
Jason Lindquist, P.E., S.E.
P:\E1366 Johnstone Remodel - CB Anderson (Gabi)\Visual Analysis\Truss 3.vap
Monday, January 21, 2019 3:24 PM
Steel_V Brace-G 1: Axial Check (continued)
Membe Section Offset Result Case Demand Capacity Fx Code Unity
r ft Fx K Reference Checl
K
:VO02 C12X30 8.0 3.1.2D+1.6S+L 3.9 124.7 E3-2
Steel V Brace G 1: Stronq Flexure Check
Details
KLz = 8 ft, KLy = 8 ft,
0.0 KL(torsion) = 8 ft, Fcr = 16 Ksi,
Fe (E3-4) = 18 Ksi, Kz = 1,
Ky = 1, K(torsion) = I
Membe
Section
Offset
Result Case
Demand
Capacity Mz
Code
Unity
Details
r
I
ft
I
Mz
I
K-ft
I
Reference
I
Check
I
I I
K-ft
V001 C12X30 8.0 3. 1.2D+1.6S+L
!VO02 C12X30 0.0 3. 1.2D+1.6S+L
Steel V Brace G 1: Strona Shear Check
53.6 91.3 FZ-1
59.9 91.3 F2-1
0.6 Lb = 8 tt, Cb = 1.6
0.7 Lb = 8 ft, Cb = 1.6
Membe
Section
Offset
Result Case
Demand
Capacity Vy
Code
Unity
Details
r
I
ft
I
Vy
K
I
Reference
�
Check
I
I I
K
001 !CIZX30 U.0 :3. 1.2D+1.65+L
7.2 119.0 UZ-1
u. 1 bnear Area = b.1 in^Z, Uv = I
!VO02 C12X30 8.0 3.1.2D+1.6S+L
-8.0 119.0 G2-1
0.1 Shear Area = 6.1 in A 2, Cv = 1
Steel Beam X G 1: Resufts
Axial
Deflections
Manual Kz: False
Constraints
Strong (dy): None
Kz Sidesway?: False
Limit Depth?: False
Weak (dz): None
Manual Ky: False
Limit Width?: False
Ky Sidesway?: False
Overrides
Override Fy?: False
Override Cb?: False
Override HSS t-des?: False
Advanced Torsion: False
Material: ASTM A36
Specification: AISC LRFD (2016)
Bracing
Composite Bearn?: False
Lateral Top (+y): Set Lu
Torsional Bracing
Seismic Compactness: Not Ductile
Length: 4 ft
Lateral Top (+y): True
Check Constrained Axis FTB?: False
Lateral Bottom (-y): Unbraced
Lateral Bottom (-y): True
Overstrength?: False
Strong (z): Unbraced
Strong (z): True
Live Load Reduction: None
Disable Checks?: False
Check Level: Each Limit State
Steel -Beam X-G 1: Strong Flexure Check
Member
Section
Offset
Result Case
Demand
Capacity Mz
Code
Unity
Details
I
ft
Mz
K-ft
I
Reference
I I
Check
I I
K-ft
BmXOOI C12X30 10.8 3. 1.2D+1.6S+L
87.6 88.8 F2-2
1.0 Lp = 3.2 ft, Lr = 15 ft,
Lb = 4 ft, Cb = 1
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Pagie 2 of 3
EQUILIBRIA STRUCTURAL ENGINEERING INC PS
Jason Lindquist, P.E., S.E.
P:\E1366 Johnstone Remodel - CB; Anderson (Gabi)\Visual Analysis\Truss 3.vap
Monday, January 21, 2019 3:24 PM
Steel -Beam X-G 1: Strong Shear Check
Member
Section
Offset
Result Case
Demand
Capacity Vy
Code
Unity
Details
I
I
ft
Vy
K
I
Reference
I
Check
I
K
BmXOO 1 C12X30
18.8 3.1.2D+1.6S+L
-7.5 119.0 G2-1
0.1
Shear Area 6.1 in A 2, Cv
1
Member Forces
Member
Fx Min
Fx Max
Vy
Mz Min
Mz Max
K
K
K
K-ft
K-ft
BmXO01
0.0(6),
0.0(3)
-7.5(6)
14.3(7)
87.6(6)
vool
-3.5(6)
-0.8(7)
7.2(6)
0.0(6)
53.6(6)
V002
-3.9(6)
-0.9(7)
-8.0(6)
0.0(7)
59.9(6)
Node Reactions
Node
Result Case
FX
FY
FZ
MX
My
MZ
K
K
K
K-ft
K-ft
K-ft
;NO01 5. 0.9D+W
0.0
2.2
0.0
0.0
0.0
0.0
N004 3. 1.2D+1.65+L
0.0
8.9
0.0
0.0
0.0
0.0
Node Results
Node
Result Case
DX
DY
DZ
FX
FY
FZ
MX
MY
MZ
in
in
in
K
K
K
K-ft
K-ft
K-ft
NOOI 5. 0.9D+W
0.0
0.0
0.0
0.0
2.2
0.0 0.0
0.0
0.0
NO02 5. 0.9D+W
0.3
-0.6
0.0
0.0
0.0
0.0 0.0
0.0
0.0
N003
1.1
-2.4
0.0
0.0
0.0
0.0 0.0
0.0
0.0
'NO03 5. 0.9D+W
0.3
-0.6
0.0
0.0
0.0
0.0 0.0
0.0
0.0
3-.l.-2-D-+1.6'S+L
2.3
0.0
0.0
0.0
8.9
0.0 0.0
- 0 .0
0 . .0
Member Connection Forces
Member
Result Case
Location
Fx
Ry
Rz
Torsion
M
M z
K
K
K
K-ft
K-1
ft
K-ft
3. 1.2D+1.6S+L
End
0.0
7.5
0.0
0.0
0.0
59.9
1Bn,X--0-0-1----- 3. l-.,2D+1.6S+L
Sta rt
0.0
6.6
0.0
0.0-,
-0.0
53.6
vool 3. l.2D+l.6S+L
End
-3.0
-6.2
0.0
0.0
0.0
53.6
3. 1.2D+1.6S+L
Start
-3.5
7.2
0.0
0.0
0.0-
0.0
IV001
V002 3. 1.2D+1.6S+L
End
-3.9
&0
0.0
0.0
0.0
0.01
v- 6-0- 2 3. 1.2D+1.6S+L
Start
-3.4
-7.0
0.0
0.0
0.0
59.9
Ry and Rz reactions are positive when in the direction of member local y and z (i.e. in typical situations uplift is negative).
,i ISI VisualAnalysis 18.00.0007, With Design
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S Page 3 of 3
EQUILIBRIA STRUCTURAL ENGINEERING INC PS
Jason Lindquist, P.E., S.E.
P:\E1366 Johnstone Remodel - CB Anderson (Gabi)\Visual Analysis\Truss 4.vap
Monday, January 21, 2019 3:26 PM
Result Cases
Name
I ID
Design Checks
Result Type
P-Delta?
Seismic Type
D+H+F .3 Allowable (ASD)
Static
No N.A.
Steel_y BraceLG 1: Resullts
Axial
1 Deflections
Manual Kz: False
Constraints
Strong (dy): None
Kz Sidesway?: False
Limit Depth?: False
Weak (dz): None
Manual Ky: False
Limit Width?: False
Ky Sidesway?: False
6-Ve'rride's
Override Fy?: False
Override Cb?: False
Override HSS t—des?: False
Advanced Torsion: False
Material: ASTM A36
Specification: AISC ASD (2016)
Composite Beam?: False
Bracing
Torsional Bracing
Seismic Compactness: Not Ductile
Lateral Top (+y): Unbraced
Lateral Top (+y): True
Check Constrained Axis FTB?: False
Lateral Bottom (-y): Unbraced
Lateral Bottom (-y): True
Overstrength?: False
Strong (z): Unbraced
Strong (z): True
Live Load Reduction: None
Disable Checks?: False
Check Level: Each Limit State
Steel Beam X G 1: Results
Axial
Deflections
Manual Kz: False
Constraints
Strong (dy): None
Kz Sidesway?: False
Limit Depth?: False
Weak (dz): None
Manual Ky: False
Limit Width?: False
Ky Sidesway?: False
-6ve-rrides---
Override Fy?: False
Override Cb?: False
Override HSS t—des?: False
Advanced Torsion: False
Material: ASTM A36
Specification: AISC ASD (2016)
Composite Beam?: False
Bracing
Torsional Bracing
Seismic Compactness: Not Ductile
Lateral Top (+y): Quarter Points
Lateral Top (+y): True
Check Constrained Axis FTB?: False
Lateral Bottom (-y): Unbraced
Lateral Bottom (-y): True
Overstrength?: False
Strong (z): Unbraced
Strong (z): True
Live Load Reduction: None
Disable Checks?: False
Check Level: Each Limit State
Member Forces
Fx Min
Fx Max Vy
Mz Min Mz Max
IMember
I K
K K
K-ft K-ft
BmXO01 0.0(3)
0.0(3) 0.3(3)
4.5(3) 5.8(3)
VisualAnalysis 18.00,0007, With
Design
V E www.iesweb.com
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Page I of 2
EQUILIBRIA STRUCTURAL ENGINEERING INC PS
Jason Lindquist, P.E., S.E.
P:\E1366 Johnstone Remodel - CB Anderson (Gabi)\Visual Analysis\Truss 4.vap
Monday, January 21, 2019 3:26 PM
Member Forces (continued)
Member
Fx Min
Fx Max
Vy
Mz Min
Mz Max
K
K
K
K-ft
K-ft
V001 -0.4(3)
-0.2(3)
0.8(3)
0.0(3)
4.5 (3)
V 0 02 -0.4(3)
-0.2(3)
-0.8(3)
0.0(3)
4.5(3)
Node Reactions
I I ;
Result Case
FX
FY
FZ
MX
MY
MZ
K
K
K
K-ft
K-ft
K-ft
;NOO1 D+H+F
0.0
0.8
0.0 0.0
0.0
0.0
N004 D+H+F
0.0
0.8
0.0 0.0
0.0,
0.0
Node Results
Node
Result Case
DX
DY
DZ
FX
FY
FZ
MX
MY
MZ
I I
in
in
in
K
K
K
K-ft
K-ft
K-ft
N001 D+H+F
0.0
0.0 0.0
0.0
0.8 0.0 0.0
0.0
0.0
�N002 D+H+F
0.1
-0.2 0.0
0.0
0.0 0.0 0.0
0.0
0.0
N003 D+H+F
0.1
-0.2 0.0
0.0
0.0 0.0 0.0
0.0
0.0
N004 D+H+F
0.2
0.0 0.0
0.0
0.8 0.0 0.0
0.0
0.0
Member Connection Forces
Member
Result Case
Location
Fx
Ry
Rz
Torsion
My
Mz
I
I
I
K I
K I
K
K-ft
K-ft
K-ft
BmXO01
D+H+F
End
0.0
0.3
0.0
0.0
0.0
4.5
�Brnxool
D+H+F
Sta rt
0.0
0.3
0.0
0.0
0.0
4.5
V001
D+H+F
End
-0.2
-0.4
0.0
0.0
0.0
4.5
V001
D+H+F
Sta rt
-0.4
0.8
0.0
0.0
0.0
0.0
Y002
D+H+F
End
-0.4
0.8
0.0
0.0
0.0
0.0
D+H+F
Sta rt
-0.2
-0.4
0.0
0.0
0.0
4.5
ky and Rz reactions are positive when in the direction of member local y
and z (i.e. in typical situations uplift is negative)
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Page 2 of 2
GENERAL NOTES LIFE SAYETY NOTES (continued) FRAMING NOTES (continued
Nothing 'in this permit approval process shall be interpreted as
allowing or permitting the maintenance of any currently existing
illegal, nonconforming, or unpermitted building, structure, or site
condition which is outside the scope of the permit application,
regardless of whether such building, structure, or condition is
shown on the site plan or drawing. Such building, structure, or
1condition may be the subject of a separate enforcement action.
Sound/noise originating, from temporary construction sites as a
result of construction activity are exempt from the noise limits
only during the hours of 7:00am to 6:00pin 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,
unless a variance has been granted. ECC Chapter 5.30
All changes in plans and field modifications shall be approved by
the local jurisdiction. The design professional shall prepare
drawings as required for approval. IBC 107.4
Temporary address shall be clearly visible from street during all
phases of construction. Failure to properly post house/building
numbers may result in no inspection by the City Inspector.
Curb signage is not acceptable.
Address numbers (4" min. lit. & 1/2" min. stroke width) shall be
posted to be plainly visible from the street or road fronting the
property. IRC R319
LIFE SAFETY NOTES
Smoke alarms shall be installed in each sleeping room, outside of
each separate sleeping area in the immediate vicinity of the
bedrooms, and on each level (including basements and habitable
attics) in new construction and in existing dwellings when
alterations, repairs or additions requiring a pen -nit occur. Smoke
alarms shall be hard -wired with battery backup, and when more
than one smoke alarm is required within an individual dwelling
unit, they shall be interconnected. Discuss exceptions to the
power source requirements with the Building Inspector.
11RC R314 IBC 907.2.11.2
Carbon monoxide alarms shall be installed outside of each
separate sleeping area in the immediate vicinity of the bedrooms
and on each level in new construction and in existing dwellings
when alterations, repairs or additions requiring a permit occur, or
when one or more sleeping rooms are added or created. IRC R315
Handrails and guards must be capable of resisting a concentrated
load of 200 pounds per square foot applied in any direction at any
point along the top. Guard in -fill components must be capable of
resisting 50 pounds per square foot.
IRC Table R301.5 IBC 1607.8
Handrails shall be continuous through stair flights of four or more
risers, without interruption by newel posts (unless at a turn) or
other obstructions, and return to a wall, newel post, or safety
terminal. The grip -size shall be Type I or Il or of equivalent
Igraspablity. IRC 311.7.8
Provide one operable escape window in the basement, habitable
attic and in each sleeping room meeting all of the following
requirements:
-An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade
floor opening)
-A minimum clear opening height of 24 inches
-A minimum clear opening width of 20 inches
-Not more than 44 inches between the finished floor and the
bottom of the clear opening
Escape windows located under decks or porches must have a path
36 inches in heiaht to a vard or court. R310 IBC 1029
The greatest riser height within any flight of stairs or the greatest
tread depth within any flight of stairs shall not exceed the smallest
by more than 3/8 inch.
IRC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4
FOOTINGS/FOUNDATIONS
Footing drains are required around concrete/masonry foundations
that retain earth and enclose habitable or usable spaces located
below grade, or for crawl spaces when a minimum 6 inch slope
within the first 10 feet of the foundation wall is not achieved. A
separate footing drain inspection by the Building Inspector is
required. IRC R401.3 IRC R405.1
Slab -on -grade floors shall be a minimum 3.5-inch thick concrete
over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc.
There shall be a thermal -break for slabs inside a foundation wall,
and if the slab is less than 24" below the exterior grade, 24" wide
R-10 perimeter insulation must be provided. Slabs used as part of
a hydronic heating system shall have R- 10 insulation provided
throughout the entire slab area.
IIRC R506 WSEC R402.2.9 WSEC Table R402.1.1
Vertical rebar must be hooked and tied in place at time of footing
inspection. Maintain minimum 3" clearance to earth, 1-1/2" to
form -work for reinforcement. R403.1.3 R404.1.2.3.7.4
Anchor bolts shall be at least 1/2 -Inch ' Ln diameter and extend 7
inches into concrete. There shall be a minimum of two bolts per
plate, with one bolt within 12 inches but not closer than seven bolt
diameters from the end of the plate. The bolt spacing shall not
exceed 6 feet o.c. and shall have a nut and 3"O"xO.229" washers
unless engineered. IRC R403.1.6
FRAMING NOTES
Hardware and fasteners in contact with preservative -treated wood
shall be of hot -dipped zinc galvanized steel, stainless steel, silicon
bronze or copper. IRC R317.3.1 IBC 2304.9.5.1
Joists less than 18" and beams less than 12" to grade and all wood
exposed to weather shall be preservative -treated or naturally
resistant to decay. IRC R317 IBC 2304.11
Joists shall have not less than 1.5 inches bearing on wood or metal
and 3 inches on concrete. Joists shall be prevented from rotating
at the ends and at intermediate support by approved hangers, 2
inch nominal blocking, or attachment to a rim board.
IRC 502.6/502.7 IBC 2308.8
Foundation cripple walls shall be framed of studs not less in size
than the studs above. Walls over 4 feet 'in height shall be framed
of studs having the size required for an additional story. Cripple
walls studs less than 14 inches in height shall be sheathed on at
least one side with a wood structural panel that is fastened to both
the top and bottom plates in accordance with Table R602.3(l), or
cripple walls shall be constructed of solid blocking. Cripple walls
Ishall be supported on continuous foundations. IRC R602.9
Prior to the framing inspection, the building must be dried in with
a minimum of roofing, windows, and siding paper installed.
Truss layouts showing girder truss/hip-master locations are not
pennitted to change and must be followed correctly. If the truss
manufacturer requests to change, in part or in whole, the layout
shown, they must contact the architect/designer to ensure that the
structural design of the building is maintained. If the layout
shown is changed, in part or in whole, the Building Division
requires new engineering calculations and must approve the
changes prior to the installation of the roof sheathing.
Exterior and bearing wall studs may be notched <25% and bored
<40% of the stud width. Non -bearing wall studs may be notched
<40% and bored <60% of the stud width. Any bore located <5/8"
from the stud face is considered a notch. Rafters and joists may
be notched in the outer thirds of the span with a maximum notch
depth 1/6th and a notch width 1/3rd the depth of the member.
Rafters and joists may be bored up to 1/3rd the depth of the
member no closer than 2" to each edge or to another bore. Top
plates notched or bored >50% of the width must have a l6ga.
strap, 6 inches past and fastened with 8-10d nails at each side of
,the op ning. IRC R502.8 IRC R602.6 IBC 2308
Attic access openings are required for buildings with combustible
ceiling or roof construction over an area >30 sq. ft. and with a 30"
vertical space between ceiling and roof framing members. The
rough -framed opening shall be 22"00" and located in a hallway
or other readily accessible location. The access cover shall be
weather-stripped and insulated to a level equal to the surrounding
,surfaces. IRC R807.1 WSEC 402.2.4
Attic ventilation openings shall not be less than 1/150 of the area
of the space ventilated. It may be reduced to 1/300 if at least 50
percent and not more than 80 percent of the required openings are
at least 3 feet above the cave vents with the balance provided by
the cave vents. The net free cross -ventilation area may also be
reduced to 1/300 when a Class I or 11 vapor barrier is installed on
the warm -in -winter side of the ceiling. IRC R806.2
ADDITIONAL REQUIREMENTS
A survey may be required prior to the foundation wall inspection if
the Building Inspector is unable to verify setbacks. Lot line stakes
should be in place at the time of the foundation inspection and
established property pins should be made visible.
MECHANICAL N WES
.FLUMBIINU INUTL�i
P1Kh-KA*1'hL) UUNNTRUCTWIN
Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4
A 30"x3O" level working space shall be provided in front of the
control side to service appliances. In attics and underfloor areas,
a passageway a minimum of 30 inches high and 20 inches wide
traveling not more than 20 feet from the access shall be provided.
A 24 inch wide solid pathway shall be provided in attics. A
switch -controlled luminaire is required at the passageway opening
and a receptacle outlet at or near the appliance. A means of
electrical disconnect is required within sight of the appliance or
the breaker is to be capable of being locked in the open position.
IRC M1305 IMC 306 NEC 422.31(B)
Provide the combustion air required for the proper operation of the
appliance(s). The minimum required volume per the standard
method is 50 cubic feet per 1000 BTU/hr. Where exhaust fans,
clothes dryers, and kitchen ventilation systems interfere with the
operation of appliances, makeup air shall be provided. Fuel -fired
appliances shall not be located in sleeping rooms, bathrooms,
toilet rooms, or storage closets unless specific installation
requirements are met. IRC G 2406.2 G2407.4 G2407.5.1
IIFGC 303.3 304.4 304.5
An exhaust hood/system of >400cfm installed or required by the
range or cooktop manufacturer must be provided with makeup air
equal to the exhaust air rate. IRC M1503.4 IMC 505.2
Provide required makeup air in the laundry room. Louvered doors
or openings/grilles into other spaces may be used to meet the
requirements. Other limitations may arise if a gas dryer is
,installed. IMC 504.5 G2407.4 G2407.9.1
Dryer ducts shall terminate outside of the building, 3 ft. from any
openings into the building. The termination shall have a backdraft
damper and no screen. The dryer duct shall be a minimum
.016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a
smooth interior finish, have sections joined with the insert end in
the direction of airflow without the use of fasteners, be supported
at 4 ft. intervals, and secured in place and protected by nail plates
that extend 2" above/below bottom/top plates. The joints shall be
sealed with UL181A listed mastic or tape. Dryer duct maximum
lengths are 25 ft. for electric and 35 ft. for gas with deductions for
fittings (or sized/length per manufacturer). If concealed, the
equivalent length of the duct shall be permanently labeled or
tagged within 6 ft. of the dryer connection.
IRC M1502 M1601.4.1 G2439 IMC 504 1FGC 614
Hydronic heating system piping shall be tested at 100 psi water
pressure or 1 1/2 times the operating pressure, whichever is greater,
for a minimum of 15 minutes. Piping embedded in concrete shall
be pressure tested prior to the placing of concrete and be
maintained at operating pressure during concrete placement. The
test must be observed by the Building Inspector prior to concrete
placement. Note: a means of providing outdoor air per IRC
R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209
Refrigerant circuit access ports located outdoors shall be fitted
with locking -type tamper- resistant caps.
IRC M1411.6 IMC 1101.10
Fixtures installed on a floor level that is lower than the next
upstream manhole cover of the public or private sewer shall be
protected from backflow of sewage by installing an approved type
of backwater valve. Fixtures on floor levels above such elevation
Ishall not discharge through the backwater valve. UPC 710.1
Vent all plumbing fixtures through the roof per UPC 906.0 or
with a loop vent per UPC 909.0. Air admittance valves are not
permitted unless first approved by the Building Inspector on a
case by case basis.
Water heaters installed in attics, attic -ceiling assemblies,
floor -ceiling assemblies or a floor/sub-floor assembly, where
damage may occur from a leak, shall be installed in a watertight
pan made of corrosion -resistant materials. The pan shall have a
minimum 3/4" drain and the drain shall terminate in a visible
location. The drain cannot empty into the crawlspace beneath a
building. Discharge from a relief valve into a water heater pan
shall be prohibited. UPC 507.4 UPC 507.5
Access will be required for the whirlpool/jetted tub pump and the
tempering valve for all tubs. The tempering valve may also be
installed at the water heater. UPC 409
Showers shall be a minimum of 900 square inches and be capable
of encompassing a 30 inch circle. The shower receptor shall have
a finished dam, curb, or threshold between 2" and 9" above the
top of the drain. The floor of the shower shall slope a minimum ol
1/4" and a maximum of 1/2". Lining materials for built-up showers
and shower seats shall be sloped, extend upward 3" above the
horizontal surface, and over the top of the dam or threshold.
Shower receptors shall be tested by filling with water to the top of
the rough threshold while plugged at the drain. Protect the weep
in the sub -drain clamping ring from clogging.
JUPC 408.5 - 408.7 1
I Main building shut-off required on water supply line. UPC 606.2
Pressure reduction valve on main water supply line required by
City code.
Vent hot water tank relief valve directly to the outside.
UPC 608.5
Hot water heater must be seismically anchored or strapped at
points within the upper one-third and lower one-third of its
vertical dimensions. At the lower point, a minimum distance of 4"
must be maintained above the controls with the strapping.
UPC 507.2
All pressure absorbing devices (e.g. air chambers, mechanical
devices, hammer arrestors) shall be accessible or installed per
manufacturer. UPC 609.10
I Minimum I" air -gap required at dishwasher. UPC414.3 I
Hose bibs (exterior faucets) are required to have a permanently
affixed anti -siphon device installed. UPC 603.5.7
Soaker and jetted tubs shall be installed and supported per the
manufacturer's installation specifications. UPC 409.6
Dwelling/garage separation shall be maintained by installing 1/2" gypsum
wallboard on the garage side from the foundation to the underside of the
roof sheathing. Ceiling of garages with habitable space above shall have
5/8-inch Type X gypsum wallboard attached with 1-7/8 inch 6d coated
nails or equivalent drywall screws and the structural elements supporting
the ceiling protected with 1/2 gypsum wallboard. Enclosed accessible space
under stairs shall have walls, under -stair surface and any soffits protected
on the enclosed side with 1/2" gypsum wallboard. Water resistant gypsum
shall not be used as a tile backing board where there will be direct
exposure to water, or in areas subject to continuous high humidity
(showers, etc.). IRC R302 IRC R702.3.8.1
Fireblocking shall be provided to cut off all concealed draft openings (both
vertical and horizontal) and to form an effective fire barrier between
stories, and between a top story and the roof space. Fireblocking shall be
provided in wood -frame construction in the following locations:
1) In concealed spaces of stud walls and partitions, including furred spaces
and parallel rows of studs or staggered studs as follows:
1. 1 Vertically at the ceiling and floor levels.
1.2 Horizontally at intervals not exceeding 10 feet.
2) At all interconnections between concealed vertical and horizontal spaces
such as occur at soffits, drop ceilings and cove ceilings.
3) In concealed spaces between stair stringers at top and bottom of the run.
4) At openings around vent, pipes, and ducts at ceiling and floor level,
with an approved material to resist the free passage of flame and products
of combustion. For additional requirements see IRC 302.11
lDraftstons shall be installed in combustible construction where there is I
usable space both above and below the concealed space of a floor/ceiling
assembly, so that the area of the concealed space does not exceed 1000 sq.
ft. and shall divide the space into approximately equal areas. Where the
assembly is enclosed by a floor membrane above and a ceiling membrane
below, draftstopping shall be provided in floor/ceiling assemblies under
the following circumstances:
l.Ceiling is suspended under the floor framing.
2.Floor framing is constructed of truss -type open -web or perforated
members.
Draftstopping materials shall not be less than 1/2 inch gypsum board, 3/8
inch wood structural panels or other approved materials adequately
supported and installed parallel to the floor framing membersIRC R302.12
ADDITIONAL REQUIREMENTS
Height verification shall be done by the applicant's agent/contractor and
observed by the Building Inspector on site. The agent/contractor shall set
up the equipment (transit/builders level), establish the datum point, and the
point of average grade. These items must be consistent with the approved
plans. If the proposed height of a building (as shown on the plans) is
within 12 inches of the maximum height permitted for the zone, an
elevation survey is required. An elevation survey consists of three
components to be conducted by a licensed surveyor. 1) Prior to
construction, the surveyor shall establish average grade as specified in
ECDC 21.40.030, and shall establish a reference datum point that will be
undisturbed and can be freely accessed. 2) The surveyor shall locate the
elevation of the first floor prior to the City under -floor inspection. 3) A
final letter of height confirmation shall be provided upon completion of the
structure.
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JOHNSTONE RESIDENCE REMODEL
PROJECT DATA
SITE ADDRESS
8011 Talbot Rd.
Edmonds, WA 98026
LEGAL DESCRIPTION TAX PARCEL NUMBER
Talbot Park Blk. 000 D-00 - Lot 2 00594400000200
SCOPE OF WORK
Interior remodel of existing single-family home. Remodel
consists of demolishing and adding interior non-structural
walls.opening ceiling in Dining Room, adding one new
window, replacing some existing windows and applying new
interior finishes including kitchen and bathrooms.
CONSTRUCTION TYPE OCCUPANCY
V-13, WOOD FRAME R-3
ZONE LOT SIZE
Single -Family RS-20 0.98 acres 42,688.8 SF
FRONT, REAR AND SIDE YARD SET BACKS:
No change to existing setbacks
HEIGHT LIMIT
25-0" base height limit, 30'-9'with 4:12 pitch
No change to existing roof
LOT COVERAGE
No changes to existing lot coverage
ECA INFO ALL WORK SUBJECT
Steep Slope: Yes TO FIELD
Potential Slide: Yes INSPECTION FOR
CODE COMPLIANCE
CODES
Edmonds Community Development Code, 2015 International
Residential Code, 2015 Washington State Energy Code, 2015
Internation,al Mechanic(96 ode, and codes from other
applicable Local and National Agencies.
VICINITY MAP
DRAWING INDEX
A-1 SITE PLAN & PROJECT DATA
A-2 AS -BUILT & DEMO FLOOR PLANS
A-3 BASEMENT PLAN
A-4 FIRST FLOOR PLAN ary copy
A-5 ELEVATIONS
A-6 BUILDING SECTION & WINDOW SCHEDULE
A-7 ARCHITECTURAL DETAILS
A-8 BUILDING ENCLOSL RE DETAIInTy OF EDMONDS
S1 STRUCTURAL GENff Cq%DING DEPARTMENT
S2 ROOF FRAMING PL&
KD�FRES
S3 STRUCTURAL DET/ I
APPROVED DATE: [1931v�
BLDG. OFFICIAL: _,7.
PERMIT NUMBER
B) DZ01!j- 00K('9
21
K
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I E
C13 ANDERSON
ARCH ITECTS Put:
7209 Greenwood Avenue North
Seattle, Washington 98103
206-782-2911
Fax 782-5624
CLIENT:
Silke & Craig Johnstone
22511 96th Ave W
Edmonds, WA 98020
Phone: (571)426-2934
CONSULTANT:
Equilibria Structural
Engineering Inc.
Aft. Jason Lindquist
12308 Mukilteo Speedway,
Suite 5
WA 98275
Phone (360) 386-9476
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----------- -------
-------------------
-------------------
-------------------
-------------------
-------------------
-------------------
DRAWN BY: ------- GM/LS_
S'CAW --------- 11_1�rcr
-------------------
JANUARY 2019
-------------------
JOB NUMBER: ------ 1732.0
---------------
SHEET NUMBER:
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A-1
JAN 2 5 2019
BUILDING
T-1 T-1
bo
(y)
'1^1 ell,
I/A2 RSW I/A2 RSW
Foundation
3/4" APA rated OSB CD int,w/ext,glue, nail 6" edge, 10" field
2x F.J, 9 16" o,c, Solid blocking 9 support
4x4 or 4x8 Wood columns as required MAB15 anchor
2x4 or 6 ties nailed with 4 16d each
Set wood columns on 90# felt protectors
Anchor column to footing with MA615
F.J. N-1 24"
Be Solid blocking (2) 44 e. way
"—M41,34 scabs
w/4- 16d nail BM & post
P.T, Post
-__—MAB15
Z�Mftf black vapor barrier, edges lapped 12"
Ti = concr, Footing
INITSWEXATE BEARN3 SIJ*'0RT
2' 0" min
2x Top plate
width
Nall shthg to Hdr
Q 3" o,c. e.w,
[an
Header Per, P11
Ar
extend over SW
(3) 2x studs UA0.
--�Nail shthg to ea stud
APA rated shthg
SW sched,
per
(Both Sides)
8d Nails 9 3" o,c,
-W Holdown per plan
plates, hdrs, studs
7X::
1—.11
X
0
(2) 5/8"x12* A,B, embed 7" min
Conc slab
Conc ftg w/(2)#4 top & btm
R AIISED SHEARWALL DETAIL
RSW 1/2" - V 0"
(3)2x plates
Nail shthg to ea plate
8" conc stem wall
(2*4 vert ea face
#3 ties 0- 8" o,c.
-TGrade
i. 8" min,
2x #2 HF Studs 1/2x10 AB, per Schd w/3' sq x 1/4" washer
#4 18" o.c, Horz, & Vert. min
10.1 o.c, Horz,
4" DS t g ne 16" o,c, Vert, w/5" ftg hook
o Btm bars-1/2 of max spacing
8 16 1 " min (2) #4 Cont. Horz.
f 4' ftg drain
rn-� summo FamATioN wALL c)ETAL
1/2'= T 9
12 Story - 2 Car - 42x38.5 - 2597 sf - GL - Lots 2, 4, 9, 11
ANCHOR BOLT WASHERS shall be
3 x 3' x 1/4' thick per R602.11A
Bolts shall be not less then 7 bolt diameters
and not more then 12' from the ends
of each individual foundation sill plate.
Min, 7 inches embedment.
Min (2) per sill plate
ANCHOR BOLT Placement per Structural Calcs
and/or R403.1.6
Any changes to floor framing
(i.e. I Joist from solid sawn)
will require new floor framing plans,
18' min. crawl space
12' min. clearance 9 beams
6 mil black visq. vapor barrier
R-19 FG, insulation up to subfloor
Column & Beam Notes,
Col.s to be 4x4 u.n,o.
Col. Bases 8' abv gr or P.T,
Protect Col Base w/FHA 12 or equiv,
Col-Bm posi. connect per R407.3
I' min air space betwen wood &
concrete or use pres. trid.
Laminate multi joists w/ 2 rows
18d Q 15' o.c. stagger top/bot
Stub -out #4 rebar @ IS' oc,
at concr. porch to resist
dIffererrile] willing
Provide p.t, rim Joist 9 patio
REBAR REQUIREMENT&
0#4 Continuous In ftg, (1) Q top of wall,
#4 vert. R/F 9 18". R/F Stl to be ASTM A-615 Grade 40
21' max height for std fnd wall
24'-provide #4 rebar 10' o,c. horz./16' o,c, vert,
2' 6" max height for 6' wall, 'I' max for 8' wall
Footings to rest on 2000 psf undisturbed soil,
CRAWL SPACE VENTIALTION per R408.1
Provide 1185 sq in min net (1/150)
Install (21) 6'xI6' screened vents at 67,2 sq in each
net (70%) - 1470 sq in total provided
Install in Rim Joist (typ)
1470 sq ft *144/150-1402 sq in required
Min I vent within 3' of each end
UNDER FLOOR INSPECTION REQUIRED
ALL Holdowns, Framing, Anchors and Shearwalls
must be inspected before covering.
Provision shall be made to prevent
water from collecting In crawl spaces
and from leaking ont basement floors.
STRUCTURAL REVIEW
THISDRAWINrHAS EENREVIEWEDFOR
STR CTURALREQUREMENTS ONLY PER
THE ATTACHED RELEVANT DOCUMENTS
JOB# o
-aLo4- DATE -7,12,Jt
REVIEWED BY -C I "
UPSTATE ENGINEERIN.
C206) 28'-4715 - _
VOID IF STAMP INK NOT RED.
2x4 RT. Nailer In oono. pour
16* oc.
Form nall pins @ 12' o.c,
to hold nailer In wall
f'-*'\ Siding Naller In Oorio. WWI - Plan View
1/2'= 1' V
2x Floor Joist
ist
2x #2 HF Stutds
9 16" O'c.
4" DS tightline
1/2x 10 A.B. per Schd w/2" sq x 3/ 16" washer
4" concr, slab
8
8�,o,c, Horz,,�.Vert, min
#04ver 2 Hi #4 1 c. Horz.
#4 1 O-C i
' H _
1 1 1 1 L
15' o,c, Vert, w/6" ftg hook
0 Btm bars-1/2 of max spacing
8x 16
I min
(2) #4 Cont, Horz,
4" ftg drain
f 7 GARAGE & STEM FWDATICN WALL DETAL
y2PB4y4 slab
Fnd
12"
sono
tube
----4-/ ',24x24xlO pad
_�� / w/(2*4 as way
I V /
@Sorp Tube Fig DETAL
) NTS.
0#4 Cont. w/8' end 4' min conc slab
hooks to grade beam w/#S @ 12- oc. E.W.
or
,/6>(614WxIAW WWF
- 4 wwhed pear gravel
12". 0#4 cont.
TypkW Foundation @ Gasp Door
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ENT
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T-1 T-1 T-1
5x15 conic patio
no loser than 6' 8" from PL 42' 0"-
-16, 0.1
7'
/- 4- - A - - I Y - � - - -�( ---- 1-�� - � -- ----- — ----------------
- - - - - - - - - - - - - - - - - - - - -
E- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
J13210
3: 0
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I 1 1 04 L 101 6mil v,b. (blIk)
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- - - - - - - - - -
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I - - - - -- 7-- 1
- - - - - - - - - - - - - - - -
-141 L - - - - - - -
8' 4" 10' 2'
- -- - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - -
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M 10#4 as way
10- 5"
Car Garage T-I I I
slab on grade t-I I I 10/A2 Typ
,i/tamped fill 4-[11
Jill
I to Garage Door r-I 1111
LL11 - - 11')4�1
1�2 0
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10
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c ."c
onc
continous ftg
j J9/Q T
—22' 0"
1111� 111�
J/A2 RSW J/A2 RSW
Foundation
T-1
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Typ
------------ ------ -------------
2� Floor Joist
2
'
2x' #2 HF Studs
1/2x10 A,13, per Schd w/3' sq x: 1/4" washer
9 115" o.c.
4"
" 2x15 p.f. s.. plate
-144
//4" DS tighfline
1/2xl0 A,13. per Schd w/2" sci x 3/16" washer
conc slab
18" o,c. Horz, & Vert. min
4"
#4 18'�'o.cjorz &oVert. min
concr. slab
Over Hi #4 161, c, Horz,
4" DS tightline
16" o,c, Vert, w/6" ftg hook
R- 10
18"
min
t;'
/Btm bar -1/2 of max spacing
0 lvg spc
8v. 16
(2) #4 Cont. Horz,
8x 16
min
—(2) #4 Cont. Horz.
ttg
ftg
�--4" ftg drain
6 B'STAMAID FOU0ATION STEM WALL M7AL
TEM RXMATM WALL DETAIL
-------------------------------
1/2"= 1' 0'
2' 0" min width
2x Top plate
Nail shthg to Hdr
9 3" o.c. em.
Header Per Plan
�v -' �
extend over SW (3) 2x studs J,N.O.
APA rated shthg --Nail shthg to ea stud
it per SW sched,
113oth Sides) 8d N ils 9 3" o,c,
In all p8lates, hdrs, studs
Holdown per pla
x
(2) 5/8"xl2" A,B, embed 7" min
Conc, slab
(3)2x plates
Nail shthg to ea plate
8" conc stem wall
(2)#4 vert ea face
#3 ties 9 8" =,
F Grade
1' 6" min.
it
Conc 7tg w/(2)#4 top btm
RA15E1:U SHEARWALL DETAIL
RSW 1/2" - V 0" REVISED PLAN APPROVED
V
CITY OF EDMONDS BUILDING DIVISION
PLANS EXAMINER��
-3
DATE =
0#4 Cont. w/8' end 4' min conc slab
hooks to grade beam Iwl#S @ 12. oo. E.W.
or
6x6 I AWx1 AW VANF
24' V washed. pea gravel
min
0#4 cont.
12'
ro"� Typk)BJ RMMM @ G38P DOO,
1/2'= 1' 0-
2 Story - 2 Car - 42x38.5 - 2597 sf - GL - Lots 2, 4, 9, 11
EP134�,/ slab
cl
12'
sono
tube
/r-----.4-/.",24x24xlO pad
2�� w/(2*1 as way
- - - V
Som Tube RD DIETAL
NTS.
ANCHOR BOLT WASHERS shall be
3. x 3' x 1/4' thick per R602.11,1
Bolts shall be not less than 7 bolt diameters
and not more than 12' from the ends
of each Individual foundation sill plate.
Min. 7 Inches embedment.
Min (2) per sill plate
ANCHOR BOLT Placement per Structural Cellos
and/or R403.1.6
Any changes to floor framing
(i.e. I Joist from solid sawn)
will require new floor framing plans.
18' min, crawl space
12' min. clearance 9 beams
6 mil black visq. vapor barrier
Column & Beam Notes,
CoLs to be 4x4 u.n.o.
Coll, Bases �8* abv gr or P,T,
Pr,otect Col Base w/FHA 12 or equiv.
CoI-Bm post connect per R407.3
P min air space betwen wood &
concrete or use pres. trtd.
Laminate multi joists w/ 2 rows
18d 9 16' o.c. stagger top/bot
Stub -out #4 rebar @ 18' GO.
at Donor. porch to resist
differential settling
Provide pt, rim Joist 9 patio
E
ID
a)
CD D
CID
16
>
A
CD
REBAR REQUIREMENTS,
0#4 Continuous in ftg, (1) 9 top of wall.
#4 vert. R/F Q 18". R/F Stl to be ASTM A-615 Grade 40
a)
I-L
REVISIONS
24N max height for stc! fnd wall
2,1'-provide #4 rebar 10" o.c, horz./16' o.c. vert,
2' 6N max height for 6' wall, 4' max for S' wall
Footings to rest on 2000 psf undisturbed soil.
CRAWL SPACE VENTIALTION per R408.1
Provide 1185 sq In min net (1/150)
is
�n screenedd van �s.�q in each
0
(70%) i470 '%rvided
Ins!,sll in Rj��(typ)-"`��
14-/ pR-ff *144/150-1402 sq in required
1�1� vent within 3' of each end
_j
UNDER FLOOR INSPECTION REQUIRED
<
ALL Holdowns, Framing, Anchors and Shearwalls
must be Inspected before covering.
W
0
Provision shall be made to prevent
U)
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water from collecting in crawl spaces
0
and from leaking ont basement floors.
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a IP STANIP INK NO Rp Uri I
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-.1
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16 Oc.
Form nail pIns @ 12'oc.
_j
(6
4- ICY)
0 L0
to hold nailer In wall
W
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Naller In 0=. Weill - Pli View
1/2'= 1' 9
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Ftg to bear on firm
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C
-------------------------- CM
RD jr,�j�."j 'T_guC A�
THIS DRAWING HAS BEEN REVIEWED FOR
�T�Ln, REQUiREMFN S ONLY PER
_ gANT
DOCUMENTS.
T-1 T-1 T-1 T-1
4/A5
4xI6 cono patio 42, 0't__ / IV
3 1' 6"— It -10, 511-
I A' 84— 51 0" 04t__61 0.1 01--4' 0"Ssf:t-,4- 0" 7- 7- 1/be - 41 0.1 _7
5050 6080 sgd �740510 hs
W:21 he 4060 Ins 4060 hs7l SW-3
4x12 3 1/8x9 GLB 4x10 $-4x10,, \*'-' 60 4xl@
vented frame FP '__10' -1/2
13 8! hdro
egress
'�,,abv vented tam
match hdrs - 8'
DR/Nook
zn
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0 self closing
16/A3 solid core ?8 Linen 42"
20 min rated
Pin wall
Type X GW8 all steel clad
common surfaces 4Q I Bea Ing wa it
with living space beams, posts up 17r, , - I
min 1/2" on wall�
min 5/8' on lid
7- All -Al
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2 Car Garage 0 c ;�_ :6 0
Concrete C4 Z73r_4_',- 3' 4"a-- 01) DID
Slope to Door 0 0
Den
8' hdr ---
02xq 0 ass 60,
(3)24 3080 '6
(806 _1 t �,XW frarr,
9' 4"-
2nd FIr Abv 4xI2
IF - - - - - - - - - - - 5050 h!
01 1�)� VIN .5- 0"-
F-- 4XIO
7- 5". 4' 44!;11� 10' 3� --,T- I
42' 0"
T-1 Section A/A3
I/A2 RSW I/A2 RSW
First Floor
(2) Carbon Monoxide Dectector per 315
@ Smoke Dectector per 314
3:� Surface mount light
13 Recessed can light
Xw 60 ofm exhaust fan to ext.
X_ >o(x cfm spot/whole he exhaust
vtos Vent To Outside
X Fan/Llght Combo
Single pole switch
8 way switch
Duplex outlet
220 volt outlet
on Ground Fault Intgrupt
HBH Rost Proof Hose Bibb
All walls indicated
I to be 1 1
STRUCTURAL LEGEND
Headers 4x10 OF2 UI list Floor
GLBI 24F V4 U.N.O.
— - — - — -- DbI F.J.
Beam
sw- I
Shearwall
I Hold Downs
NOTS All metal in contact with treated wood
Shall be approved for such contact
Additional Specs on Sheets AM & Stuctunal Wigs attached
NOTS Notching and Boring holes in studs
For Interior and Exterior walls
per 2012 IRC R1502.15 (1) & R602.6 (2)
2 Story — 2 Car — 42x38.5 — 2597 sf — GL — Lots 2, 9
'aallISIld, to .11 9 RA DODRS
W�
4 Doar
. .11 43 2
3 2
91 H .
L Install bwt- ldawrffl-d 5, A
14�3/8 bead Top 900 Sealsett a Itetall wirdow, par eef, s,
2. followed 4.wkWater8lock =Iards ft rAll fl.,g. 7. lasts" ok 1laI
a Feal & S W sill, 2 1/7 over Ift ttp0`w1`n%1!SfP1.N.
4. Install side Waterillock flaseldrg both sidars
d=
M Follow the sars,
a as or eddows I=a.
The MoistZ strip w the bo
ftell flat . the ftestIold
and folded .1 — It,
wrep d—
strip goes WPf__f1V`z
the wase as with wk1do. fl.MD
All otber steps and details rwain
0
S. Pl— 60 ed. under aft Far doors twlths;�� all arOUrKh
So
S. N ad. — W
;rg—lap w LJBC 10. Feel&= ard paper 13, Install .11= . eter
edge of --P=w F-19—StI a Shit wirooenrg the door is ft wirdows.
'Id top & paper, tig in
2' —t. erltip IL Irtstall setal lop flhbv
Vor SF Condo-18- 0_1-0) 12 ==joutsdd. OF the DISTALL EXTERIM DOS WITH TWO1
"arlp - per code BEADS OF T- 900 CAL"
WR=W/D1DDR FLASMG DWAUAnON DETAM — NW
L
18'
Engd Truss 9 2,V o.c,
CID
0i
q-
X
CN
18' Floor Truss
STRUCTURAL REVIEW 16 Gas HW Tank DETAIL
THIS DRAWING HAS BEEN REVIEWED FOR
STRUCTURAL REQUIREMENTS ONLY PER
THE ATTACHED RELEVANT DOCUMENT
JOB# 001 DATE
_�4
REVIE ED B CM _ A .. ER
L,MTE E�G� EEIIIG BEAM 2x4 WALL 2xB WALL
(206) 2804715 - "'i ... @,p,ts cL 4x (SAWN) (2) 2x4 --T2—)2xB
VOID IF STAMP INK NOTRED. 6x (SAWN) (3) 2X4 (3) 2XI3
3 1/8 (GILS) (2) 2x4 (2) 2XO
1/8 (OLED (3) 2.4 (3) 24
3 1/2 (MANI (2) 2x4 (2) 2x13
w/(M led
5 1/2 (MANF) (3) 2X4 (3) 2X5
1800 SV�I GIRDER TRUSS (3) 2x4 1 (3) 24
WADR PER
9_A,I
6
CN
x
C4 =1 D& ff RIM 0,aata, 06ts
6
6
b
0i
CID (N
X I
04 M
Section A
Crawl space
6 mil v.b, (blk)
HEADER
2X4 WALL
2xIl WALL
4x (SAWN)
2X4
2X6
as 'SAWN)
----
2x6
3 1/11 (GIL111
(2) 20
245
5 1/8 (GLE)
(2) 2XB
3 1/2 IMANF)
(2) 2x4
2x8
5 1/2 (MAW)
----
(2) 2x5
POST / STUD@ POINT LOADS
E1.01. View
.1
header W
equal
(0 IS)
CO
5060 Ins
0080 sgd
SGO & Window R.0, Ist Floor
Elev, View
ROUGH OPENING FRAMING DIMENSIONS
—
LA VENTA DE PUERTAS
LAS MEDIDAS DE LAS ABERTURAS CONSTRUIDAS
TYPE
WIDTH
ROUGH
TIPO Do PUERTA
De ANCHURA
La
Abartura
EXTERIOR DOORS
OPENING
LAS PUERTAS EXTERIORES
sin
IS Forma
METAL- SINGLE HANDICAP
DOOR WIDTH PLUS 2'
81 5/8'
PUERTA DE METAL PARA LAS SILLAS CON RUEDAS
ANCHURA DE
LA PUERTA MAS 2'
81 5/8'
METAL - SINGLE
DOORS WIDTH PLUS 2'
82 1/2'
UNA PUERTA DIE METAL
ANCHURA OE
I PUERTA MAS 2'
82 1/2'
METAL - DOUBLE W/ASTG
DOOR WIDTH PLUS 2 1/2'
82 1/2'
PUERTAS DOBLES DE METAL CON ASTG
ANCHUAA DE-LAS PtIERTAS MAS 21/2'
82 1/2'
METAL SWING OUT (BUMPER SILL)
DOOR WIDTH PLUS 2'
81 1/4'
PUERTA OE METAL QUE ASHE POR AFLERA
ANCHURA DE
LAS PUERTA MAS 2'
81 1/4,
METAL W/SIDELITE 14'
3/0 DOOR W/1 S/L 53'
PUERTA DE METAL CON VENTANA
PUERTA 3/0
CON UNA VENTANA 53'
3/0 DOOR W/2 S/L 88'
82 1/2'
PUERTA 3/0
CON DOS VENTANAS 68"
82 1/2'
WOOD DOOR SINGLE W/B
DOOR WIDTH PLUS 2'
83'
UNA PUERTA DE MADERA
ANCHURA DE
LA PUERTA MAS 2'
83"
WOOD DOUBLE W/ASTG W/B
DOORS WIDTH PLUS 2 1/2"
83'
PUERTAS DOBLES DIE MADERA CON ASTIG
ANCHURA DE
LAS PUERTAS MAS 2 1/2'
83'
WOOD SWING OUT (BUMPER SILL)
DOOR WIDTH PLUS 2'
83'
PUERTA DE MADERAQUE ABRE POR AFUERA
ANCHURA OE
LAS PLERTA MAS 2'
83'
WOOD W/SIOELITE W/B
3/0 DOOR W/1 14' S/L 53'
PUERTA DE MADERA CON VENTANA
PUERTA 3/0
CON UNA VENTANA 53'
3/0 DOOR W/2 1/4 S/L 68'
83 1/4'
PUERTA 3/0
CON DOS VENTANAS 68'
83 1/4'
INT. PRE -HUNG DOORS
LAS PUERTAS PRECOLGADAS INTERIORES
SINGLE PREHUNG
DOOR WIDTH PLUS 2*
82 1/2'
PUERTA PRECOLGADA CLASICA
ANCHURA DE
LAPUERTA MAS 2'
82 1/2'
INT OBIL W/ASTG
DOOR WIDTH PLUS 2 1/2'
82 1/2'
PUERTAS DOBLES CON ASTG Y CERROJOS
ANCHURA OE
LAS PUERTAS MAS 2 1/2'
82 1/2'
INT: DEIL W/ROLLER CATCHES
DOOR WIDTH PLUS 2'
82 1/2'
PUERTAS DOBLES SIN ASTG
ANCHURA DE
LAS PUERTAS MAS 2'
82 1/2'
HOUSE TO GARAGE WB
DOOR WIDTH PLUS 2'
83'
PUERTA SOLIDA (ENTRE LA CASA Y EL CARAJE)
ANCHURA DE
LAPUERTA MAS 2'
83"
POCKET DOORS FRAME TYPE
LAS PUERTAS ESCONDIDAS
ACME �LAODER TYPE)) SINGLE
OBL DOOR WIDTH PLUS 2'
84 3/8'
UNA PUERTA ACME
ANCHURA DE
LA PUERTA COBLE MAS 2'
84 3/8'
ACME LADDER TYPE DOUBLE
OBL DOOR WIDTH PLUS 1 1/2'
84 3/8'
ACME PUERTAS OOBLES
ANCHURA DE
LAS PUERTAS MAS 1 1/2'
84 3/8,
JOHNSON (VERT. STUD) SINGLE
DEL DOOR WIDTH PLUS P
84 3/8'
UNA PUERTA JOHNSON
ANCHUAA DE
LA PUERTA GOBLE MAS V
84 3/8'
JOHNSON (VERT. STUD) DOUBLE
OBL DOOR WIDTH PLUS 0'
84 3/8'
JOHNSON PUERTAS DOBLES
ANCHURA DE
LAS PUERTAS MAS 0'
84 3/8'
BIPASS
LAS PUERTAS DUE SE PASAN
BIPASS W/DRYWALL JAMBS
DOOR CALL -OUT SIZE -1'
83 1/8'
CON JAMBAS DE YESO
TAMANO DE
LA PUERTA -V
83 1/8'
BIPASS WIWOOD JAMI
DOOR CALL -OUT SIZE PLUS P
84'
CON JAMBAS DE MADERA
TAMANO DE
LA PUERTA MAS 1'
84'
BIFOLDS
LAS PUERTAS De DOS HOJAS
BIFOLD WITH WOOD JAMES
DOOR CALL -OUT SIZE PLUS 2'
82 1/2'
DE HOJAS CON JAMBAS DE MADERA
TAMANO DE
LA PUERTA MAS 2'
82 1/2'
BIFOLD WITH '1/2' JAMES
DOOR CALL -OUT SIZE PLUS 1 1/4'
81 1/2' ON VINYL
DE HOJAS CON JAMEAS DE YESO
TAMANO DE
LA PUERTA MAS 1 1/4' 81 1/2' an vinflo
BIFOLD W/ORYWALL JAMES
DOOR CALL -OUT SIZE PLUS 1 1/4'
82' ON CARPET
DE HOJAS CON 1/2' JAMSAS
TAMANO OE
LA PUERTA MAS 1 1/4' 82' on alembro
CD
0) '0
REVISIONS
= I —
0
W W
(n (S)
0
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WN
RESUB
JUL 2 5 20118
1"W DEP ENIT
OF EDMLMDS
T-I T-I T-I T-1
I/A2 IRSW
Carbon MonoxIcle Dectector per 815
Smoke Dectector per 314
Surface mount Ight
03 Recessed can lIght
Xw 50 cfm exhaust fan to eA
X- xxx cfm spot/whole he exhaust
vtos Vent To OultsIde
X Fan/Llght Combo
Single pole switch
3 way swItch
Duplex outlet
220 volt outlet
Ground Fault Interupt
Frost Proof Hose BIbb
,-, T- I
I/A2 RSW
First
All walls Indicated
to be SW -I, U.N.O.
STRUCTURAL LEGEND
Headers 4x10 DF2 LIAR Ist Floor
GLB, 24F V4 U.N,O.
— - — - — -- DbI F.J.
Beam
SW I
--- Shearwall
-1 Hold Downs
NOTEs All metal in contact with treated wood
Shall be approved for such contact
Additional Spew on Sheets A" & Structural Wtss attached
NOTEr Notching and Boring holes In studs
For Interior and Exterior wells
per 2012 IRC R602.8 (1) & R1502.6 (2)
2 Story — 2 Car — 42x38.5 —
Floor
2597 sf —
GL — Lots 2, 9
7 DODRS
4
Dow
ro"Ot,
3 2 Wet"
P'.
2
1. Install bolloa, Waterillock F1 S. =Ig 3/8 b.4 T_ 900 Sealant a, It.11 el�. W ..F. Vecs
2 f.r._d b W.t.,Bl k �a_ �bll flarge, 7. 1-1111 top PeellStIck flddrg
peal & Stly
ok .1117
3. 2 fl f_t _r top Wkd_ flwQ.
4. In,tall side Water5lock fleshbV both addes
Fl%?Rg d� Follow its sass
dms ex
details as fw wir �t C%W�
Th. I
- ; ib-z
I= fIts1tIPw`1haha=1d1
C, too
&W /9;.kfrt%1td ,d
so
L 0 Strip goes m before the d—
All = gteutherZ details remain
the rdow fleamro
S. PI.. 60 make= ,,d1h on f�
I& P-10,11.1k w" nan,;s ,d Pepw 13. 1-t.11 asting al .1rdo—
I—P=. P.I&Stik S. 80 I.P Par ISO
edge of 6-I&T. Mail � aid. tisidi wirslow 11,e door I
It 1_ d & pq— ght 7g. freas
7 .,t. .—tap ". tell aet.1 flashi,,g INSTALL EXTERIOR DOORS WITH TWO
(f. SF �IT _1 ste't "o" of fts BEADS OF TOPP 900 CAL"
fl.hirg as 6- —lp - par .d.
WHIMOW/110OR FLASMG MIffAUATION DETAM — NM
------- Section A
Gas IHW Tank DETAIL
16 N.T.S.
BEAM
2x4 WALL
24 WALL
4x (SAWN)
(21 214
(21 211
Bx (SAWN)
(3) 2x4
(3) 2x6
3 1/8 (GUB)
(2) 2x4
(2) 24
5 1/8 (GLB)
(3) 2x4
(3) 2x8
3 1/2 (MANF)
(2) 20
(2) 2x8
5 1/2 (MANF)
(3) 20
(3) 24
GIRDER TRUSS
(3) 2x4
(3) 24
HEADER
2X4 WALL
24 WALL
4x (SAWN)
2X4
20
x Will
__
20
3 1/8 (OLB)
5 1/8 MLB)
(2) 2x4
2x6
(2) 24
3 1/2 (MANF)
(2) 2x4
2x6
5 1/2 (MANF)
----
(2) 24
@POST STUD 9 POINT LOADS
_L S
) E2- L
header
jq
(o CS)
CY)
5060 hs
5080 sgd
SOD & Window RA let Floor
Elev. View
ROUGH OPENING FRAMING DIMENSIONS
LA VENTA DE PUERTAS_
LAS MEDIDAS DE LAS ABERTURAS CONSTRUIDAS
TYPE
WIDTH
ROUGH
TIPO Do PUERTA
De ANCHURA
La
Abarture
EXTERIOR DOORS
OPENING
LAS PUERTAS EXTERIORES
sin
Is Forma
METAL- SINGLE HANDICAP
DOOR WIDTH PLUS 2'
81
5/8'
PUERTA DE METAL PARA LAS SILLAS CON RUEDAS
ANCHURA DE
LA PUERTA MAS 2'
81
5/8'
METAL _ SINGLE
DOORS WIDTH PLUS 2'
82
1/2'
UNA PUERTA DE METAL
ANCHURA DE
LA PUERTA MAS 2'
82
1/2'
METAL - DOUBLE W/ASTG
DOOR WIDTH PLUS 2 1/2'
82
1/2"
PUERTAS DOBLES DE METAL CON ASTG
ANCHUAA DE-LAS
PtIERTAS MAS 21/2"
82
1/2"
METAL SWING OUT (BUMPER SILL)
DOOR WIDTH PLUS 2'
81
1/4'
PUERTA DE METAL QUE ASHE POR AFUERA
ANCHURA DE
LAS PUERTA MAS 2'
81
1/4"
METAL W/SIDELITE 14'
3/0 DOOR W/1 S/L 53"
PUERTA DE METAL CON VENTANA
PUERTA 3/0
CON UNA VENTANA 53'
3/0 DOOR W/2 S/L 68"
82
1/2'
PUERTA 3/0
CON DOS VENTANAS 68'
82
1/2'
WOOD DOOR SINGLE W/B
DOOR WIDTH PLUS 2'
83*
UNA PUERTA DE MADERA
ANCHURA DE
LA PUERTA MAS 2'
83'
WOOD DOUBLE W/ASTG W/B
DOORS WIDTH PLUS 2 1/2'
83'
PUERTAS DOBLES DE MADERA CON ASTG
ANCHURA DE
LAS PLERTAS MAS 2 1/2'
83
WOOD SWING DUT (BUMPER SILL)
DOOR WIDTH PLUS 2'
83,
PUERTA DE MADERAQUE ABRE POR AFUERA
ANCHURA DE
LAS PUERTA MAS 2'
83"
WOOD W/SIDa_ITE W/B
3/0 DOOR W/1 14' S/L 53'
PUERTA DE MADERA CON VENTANA
PUERTA 3/0
CON UNA VENTANA 53'
3/0 DOOR W/2 1/4 S/L 68'
83
1/4'
PUERTA 3/0
CON DOS VENTANAS 68"
83
1/4'
INT. PRE -HUNG DOORS
LAS PUERTAS PRECOLGADAS INTERIORES
SINGLE PREHUNIG
DOOR WIDTH PLUS 2'
82
1/2'
PUERTA PRECOLGADA CLASICA
ANCHURA DE
LA PUERTA MAS 2'
82
1/2'
INT. DBL W/ASTG
DOOR WIDTH PLUS 2 1/2'
82
1/2'
PUERTAS DOBLES CON ASTG Y CERROJOS
ANCHURA DE
LAS PUERTAS MAS 2 1/2'
82
1/2"
INT. DBL W/ROLLER CATCHES
DOOR WIDTH PLUS 2"
82
1/2'
PUERTAS DOBLES SIN ASTG
ANCHURA DE
LAS PUERTAS MAS 2'
82
1/2'
HOUSE TO GARAGE WS
DOOR WIDTH PLUS 2"
83"
PUERTA SOLIDA (ENTRE LA CASA Y EL GARAJE)
ANCHURA DE
LA PLERTA MAS 2'
83'
POCKET DOORS FRAME TYPE
LAS PUERTAS ESCONDIDAS
ACME (LADDER TYPE) SINGLE
DBL DOOR WIDTH PLUS 2'
84
3/8'
UNA PUERTA ACME
ANCHURA DE
LA PUERTA DOBLE MAS 2'
84
3/8'
ACME (LADDER TYPE) DOUBLE
DBL DOOR WIDTH PLUS 1 1/2'
84
3/8"
ACME PUERTAS DOBLES
ANCHURA DE
LAS PUERTAS MAS 1 1/2'
84
3/8,
JOHNSON (VERT. STUD) SINGLE
DBL DOOR WIDTH PLUS 1'
84
3/8'
UNA PUERTA JOHNSON
ANCHUAA DE
LA PUERTA DOBLE MAS
84
3/8'
JOHNSON (VERT. STUD) DOUBLE
OBL DOOR WIDTH PLUS 0'
84
3/8'
JOHNSON PUERTAS DOBLES
ANCHURA DE
LAS PUERTAS MAS 0'
81
3/8'
BIPASS
LAS PUERTAS QUE SE PASAN
BIPASS W/DRYWALL JAMBS
DOOR CALL -OUT SIZE -1'
83 1/8'
CON JAMBAS DE YESO
TAMANO DE
LA PUERTA -1'
83
1/8'
BIPASS W/WOOD JAMBS
DOOR CALL -OUT SIZE PLUS 1"
84"
CON JAMBAS DE MADERA
TAMANO DE
LA PUERTA MAS 1'
84'
BIFOLDS
LAS PUERTAS De DOS HOJAS
BIFOLD WITH WOOD JAMBS
DOOR CALL -OUT SIZE PLUS , 2"
82
1/2'
DE HOJAS CON JAMBAS DE MADERA
TAMANO DE
LA PUERTA MAS 2'
82
1/2'
BIFOLD WITH '1/2" JAMBS
DOOR CALL -OUT SIZE PLUS 1 1/1'
81 1/2' ON
VINYL
DE HOJAS CON JAMBAS DE YESO
TAMANO DE
LA PUERTA MAS 1 1/4' 81 1/2' on
vinito
BIFOLD W/DRYWALL JAMBS
DOOR CALL -OUT SIZE PLUS 1 1/4'
82' ON CARPET
DE HOJAS CON 1/2' JAMSAS
TAMANO DE
LA PUERTA MAS 1 1/4' 82"
on alambro
I
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16
42
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THE ATTACHED RELEVANT DOCUMENTS.
,1013#0900 '?,,/ 114
1 DATE
REVIEWED BYAAIC,�-
UPSTATE ENGINEERING
(206) 2804715 -,,,1 ... @18 co,
VOID IF STAMP INKNOT RED.
42'
15- 7-1/2" 13'
,5t�3' 0-1 —7 9. 4—
* Carbon Monoxide Dectector per 316
* Smoke Dqctector per 314
)Z( Surface mount light
13 Recessed can light
)(w 60 cfm exhaust fan to ext.
X- >ocK cfm spot/whole hs exhaust
vtos Vent To Outside
X Fan/Llght Combo
Single pofe switch
8 way switch
Duplex outlet
220 volt outlet
m Ground Fault Interupt
m� Frost Proof Hose Bibb
IAll wells indicated
to be SW-11 �530.-
STRUCTURAL LEGEND
Headers 4xS OF2 U.N.O. 2nd floor
GLB, 24F V4 U.N.O.
— - — - — -- DbI F.J.
Beam
sW-1
Shearwall
-1 Hold Downs
NOTS All metal In contact with treated wood
Shall be approved for such contact
Addiflonal Specs on Sheets A" & Structural Nlotss attached
NOTEt Notching and Boring holes In studs
For Interior and Exterior walls
per 2012 IRC R602.6 (1) & R6028 (2)
2 Story — 2 Car — 42x38.5 — 2597 sf — GL — Lots 2, 9
resist 200 lb load any direction
Reecew
Into floor
w/sol-ldblocking
UnclerlaymenL
I-) t
2x Joist
7 RAIL WALL END STUDS
SectlonMew, 1/2" - V 0"
(8) 16d as
Roof Plan
R CT RAL rVI OR
THI MVU7VNGHUAS"EENRRE�1[LVEV;F
SDi
STRUCTURAL REQUIREMENTS ONLY PER
THE ATTACHED RELDIVAANT D('
J013#-aLO-q-- TE
REVIEWED l3y---Lg4-
UPSTATE ENGINEERING
,AM,,i,e
INK or
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M
REVISIONS
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JUL 2 5 2018
3 Q4N
U&I OG EP
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_ 4OR E
.ALL MR "
FIT 90-110 BM
MY RA" MR
SHEATHING MR
W MIR PLAN
(OR ROOF � W
STJ]
TRUSSIES OR RAFTERS PARALLEL TO WALL
SHEARdALL PER SEARWALL PER "
no� PIT SOUD BIXG new FIT SOLM SLOG
BOU43ARY RULS MR PLAN BOUNDARY RK113 PER PLAN
RDOF �TH[NG -R RDOF SWATHING MR PLAN
:--T
TRUS3 INW) PER
c 7
DaWAS
FRANDIG MR souff, am W/
Rd EA
2X LEDGM W
M EA STUD
'MUSSIPS PERPENDICULAR TO WALL
2 LOW ROOF �SH ErA �RT R AN S F E R — �TY P
�1/ 2 " — 1- 0"
resist 200 lb load any direction
Pacess
Into floor
w/solid blocking
Underla t
�Jol-t.
RAIL WALL END STUDS
Section Mew 112" - V 0"
(3) 16d ea
2 Story — 2 Car — 42x38.5 — 2597 sf
Shearwall per I
Kin tud continuous from
botioSm to top plates LSTA21 w/ 10d Center & Edge
each side of opening —
(typ 2) 1/ of opening (tjjp 4)
11
"-L
Hd, par plan
an
edge n.ffin
panel g�
Full Height
WINDOW DIFE11"11;
flat blocking
tween studs
required QUp 1)
oldown per plan
Holdown per plan PERFORATED SHEAR WALL DETAIL
THEDRAL CEILING FALSE BEAM DETAIL
1/2" - V 0"
12
20+ yr F.G, oofing
6
15#,roofing
2x1 R af'ers P
:thing 2x8 Rafters P 2
711 OSB sh! o.c.
24- o'c'
Insul.11 Insul.tJ
Insulation baffles Insulation baffles
Eng'dc Truss (twp
R-49 F,G, Insula:Ption
:4,
li Framed roof
id Blocking I I I I I I / 1
olid Blocking
--4
1x8 Fascia 2xb U.J. 10" 0.0,
Dbl 2x fop plate
26g Alum, Gutter
4x8 #2 OF header
8d Galv. 9 6" o,c.
or as noted
diaph, to top plate)
ithin 5' setback
a)
�ifnw vented blocking
use Cor A vent/Smartvent ODt
CL
a)
S.
2x F,J. per plan r
Insul Hdr R-10
8" Horz. Hardboard Lap Siding on 7# felt
7/16 OSB corner sheath nail 8d 9 6" edge/12" field (typ)
or per engineer calcs for shear
2.5 studs 16" o.c. #2 HF or better
R-21 FG, insulation attach stub or use 4 mil vb
1/2" GWB
2x8 base plate, w/16d 8" o.c, & l6d Q 6" o,c, slant nail
2x 10 Rim joist with 3 18d each joist
2x6 pressure treated sill plate
Simpson A35 9 32" o,c,
Mudsill Anchor per schedule
2x F,J. per plan R-30 #4 18" o.c. horz, & vert, min
6" & 8" pc fnd wall #4 10" o.c, horz., 16" o.c. vert,
6xl2 & 8x16 footer R�4 .0 Over 2' Hi
4" perimeter drain in sto-- Slope grade 9 1/4" per foot away from foundation
ne, connect to approved discharge to daylight
4' die. tightline roof drain separate from perimeter footing drain to daylight
18' min Crawl space, 12' min under beams
6 mil black vapor barrier with 12' lap seams
TYPICAL 2 STORY SECTION
1/4" - V 0"
Eng'd Truss / Site Frame
If open rail Is used then space balusters
so a 4' sphere will not pass through
LSU 2 10 Hngr or A35
each stringer (typ)
6' 8' min. clearance
to nose of tread
Firestop adjacent walls per 708.21
At all stair locations
1 1/4" - 2" dia, continuous full length
handrail with 1 1/2' min. space to wall
Return ends to wall or terminate at
post per R311.7 , 8,2
Rail 34"-38" above stair
2x treads and Ix risers���
6" sphere does 'n
Guard/Handrail to sustain pass through
200 lb load 4" sphere does
Balusters to sustain 50 lb load pass through
Hdr
0
-0
C
co
or
from nose of tread
20 16" o,c. studding
anchored to stringers and floor
GWB both sides continuous
36" wide min, landing
LSU 210 Hngr or A35
2x 12 Stringers
10., t ... d (min 10")
Max, 7 3/1" rise
w/ 3/4' to 1 1/4" nosing
Fireprotect enclosed under stair walls
and soffits with 1/2 GWB
Firestop Adjacent walls per R302.11
TYPICAL STAIR DETAIL
Per R311,5
1/4" - V 0"
TYP WALL /
WINDOW SECTION
2nd Floor
1/4" - 1' 0"
STRUQTURALPEVIEVV
THIS DRAWING HAS BEEN REVIEWED FOR
STRUCTURAL REQUIREMENTS ONLY PER
H�, ATTACHED RELEVANT DOCUMENTS
,j0B#_aKog_ DATE:�P
REVIEWED BY C' -/
UPSTATE ENQINEER�NG
(?06 280-4715 . "_i_@Upt8 4.
V 10 16 STAMP INX N07 RED,
NOTE,
Splice and nail top plates as shown at all
Exterior walls, shear wells and at each
floor level and at roof.
TOP PLATE SPICE ELEV,
1/4�. - 1. 0.1
CD
A
'E�' log
REVISIONS
0
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W
N 0
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--RESUS
JUL 2 5 2018
BUNINOGF DEPOPAJ
MR NMD ENT
WALL MR
M SU-ID SIXG
MY PALS MR MAN
S�THW PER MM
W PER PLAN
(OR ROOF �) W
STLK)
TRtJSSES OR RAFTERS PARALLEL TO WALL
�RWN_L MR _RWk_L MR
71� M � 8= TIGHT M SOLM KXG
a0U0MY �S MR MM 5(X)MARY HAVII-S PE "
RDOF SlEATIOG PER MM WOF SHEATHmW3 MR MM
aHT MK'
y
&C:
;-T
NW) PER FILM
CWTI)LK)US
MW MR MAN SOLID BUM W/
� M a s`IU0
-JAA,,P- 2X LEM W/
Im a sm
� ICULAR TO WALL TRISS.S P.IP.NDICULAR TO WALL
0 �FSOH rA �RT R A �NS �E R �-T Y P
�1/20 _ 1. "
reslst 200 lb load any d1rectlon
Recess
Into floor
w/solld blocklng
Underlayment
2x Jo,t
RAIL WALL END STUDS
Section Vlew 1/2" - 1' 0"
(3) 16d ea
Shearwall per p
'In, stud continuous from
b .... . o top plates
each aid. of opening LSTA21 wl led Center & Edge
(tup 2) (�� of opening (tUp 4)
LHdr
par plan
panel edge natllng�
rull Height
WINDOW OPENING
F
L
:tflet bl..ki.9
—n studs
i required (typ
oldown per plan
___J
Hold— per plan PERFORATED SHEAR WALL DETAIL
,�A
Ey� �1/2 1. 01.
REVISED PLANAPPIR
CITY OF EDMONDS BUILDING
PLANS
CATHEDRAL CEILING FALSE BEAM DETAIL
1/2" - P 0"
2 Story — 2 Car — 42x38.5 — 2597 sf — Lots 2 4 9 11
12
20+ yr F.G. roofing
15#,roofing f� x8 Rafters@ 2 4" o.c,
7/1 ) OSB she:tthing
24" O.C.
I Tu:
Eng'd Truss (typ)
:F.G.
InsulatJ
Insulation baffles Insulation baffles
R-49 Insulation
f oli
oo�
lid Blocking Framed roof olid Blocking
lx8 Fascia 2xI5 ai� '16" '.C.
7
Dbl 2x top plate
26g Alum. Gutter C
4x8 #2 DF header
8d Galv. 9 5" o.c, C
C
or as noted
diaph. to top plate)
ithin 5' setback
a)
CL
�nw vented blocking
I
use Cor A vent/Smartvent opt
I hr con5f per IRC
8" Horz, Hardboard Lap Siding on 7# felt
7/16 OSB corner sheath nail 8d 9 5" edge/12" field (typ)
2x F.J. per plan
or per engineer calcs for shear
2x6 studs 16" o.c, #2 HF or better
Insul Hdr R-10
R-21 F,G, insulation attach stub or use 4 mil vb
1/2" GWB
2x6 base plate, w/115d 8" o,c. & 16d Q 6" o,c, slant nail
2x10 Rim joist with 3 l6d each joist
2x6 pressure treated sill plate
-Simpson A35 9 32" o.c.
MM6dsill Anchor or A,B, per schedule
Slab on rade
#4 18" o,c, horz. & vert. min
a
8" pc fnd w , 611
8x1l5 footer�
Over 2' Hi - #4 10" o.c. horz., 15" o.c. vert.
Slope grade Q 1/4" per foot away from fnd
4' cla. tightline roof drain seperate'from perimeter footing drain to daylight
8 mll black vapor barrier
with 12' lap seams
TYPICAL 2 STORY SECTION
1/4" - P 0.1
Eng'd Tr U ss / Site Frame
If open rail Is used then space balusters
so a 4' sphere will not pass through
LSU 210 Hngr or A35
each stringer (typ)
6' S' min. clearance
to nose of tread
Firestop adjacent walls per 708.2.1
At all stair locations
1 1/4" - 2" dia, continuous full length
handrail with 1 1/2" min. space to wall
Return ends to wall or terminate at
post per R311.7 , 8.2
Rail 34"-38" above stair n
2x treads and 1x risers':!!��
or
from nose of tread
2x4 16" o,c. studding
anchored to stringers and floor
GWB both sides continuous
36" wide min. landing
LSU 2 10 Hngr or A35
�x trIngers;
10"'2trS..d (min 10")
Max, 7 3/4" rise
w/ 3/4" to 1 1/4" nosing
5" sphere does not\ ' Fir�protect enclosed under stair walls
G ard/Handrail to sustain pass through k ano soffits with 1/2 GWB
u 0 1 Firestop Adjacent walls per R302.11
20 lb load 4" sphere does not
Balusters to sustain 50 lb load pass through
20 TYPICAL STAIR DETAIL
Per R3115
1/4" - P 0"
Hdr
0
OD
TYP WALL /
WINDOW SECTION
2nd Floor
1/4" - 1- 0"
NOTE.
Splice and nail top plates as shown at all
Extertor walls, shear wells and at each
floor level and at roof.
b5 8
CD
CE
REVISIONS
IN
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TOP PLATE SPICE ELEV, � n
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'S E'
STF1u`1T1WR=R' UMENM_ge_�
STRM_C. �UAL RR" '
_,I VE-�I.R
TH ""E
T, (),L,
_ R
ATTA L Doc�
THE '�L'��_ '1; 11 A
JUbTF Le5 061 I�yl' -;�=J
REVIEWED _a
uPSTATE ENG"EE�'�.
(206) 2804715 - Si@-PI8
�Jo IF STAmp INKNOTRED,
Upstate Engineering Services
PO Box 952 Lynnwood, Wa 98046
(205) 280-4715 UpstateEngineerL)gmail,com
General Structural Notes - Unless Noted Otherwise
GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE
(IBC), 2016 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED
BY LOCAL JURISDICTION.
DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS.
INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT
FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION,
FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 1600 PSF BEARING CAPACITY.
BOTTOM OF EXTERIOR FOOTING SHALL BE 1'-6' MINIMUM
BELOW OUTSIDE FINISHED GRADE.
COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE
OF ORGANIC MATERIAL AND DEBRIS, FILL SHOULD BE
PLACED IN MAXIMUM 8' LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE
MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED
BY ASTM D-1557 TEST PROCEDURES.
CONCRETE fc = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF
CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB
SACK OF CEMENT. MAXIMUM SLUMP IS 4", SEGREGATION OF MATERIALS TO BE PREVENTED,
REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3
AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH A
STM A-615. LAP SPLICES 32 BAR DIAMETERS, WELDED WIRE FABRIC SHALL CONFORM TO
ASTM A-185 AND SHALL BE 6X8 W1 A X W1 A. LAP ONE FULL MESH AT SPLICES
TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
BEAMS AND POSTS (4x- AND GREATER): DF-L#2
JOISTS / STUDS (2x-): HF#2 / STUD
GLUE LAMINATED BEAMS GLB) 24F-V4 (241748 @ CANTILEVERS)
2x- TIMBER SHALL BE KILN DRIED, GRADES SHALL CONFORM TO ?WWPA GRADING RUI FS FOR
WESTERN LUMBER?, LATEST EDITION, ROOF TRUSSES SHALL
BE DESIGNED IN ACCORDANCE WITH THE TP,I, AND THE IBC. ALL CONNECTIONS PER
IBC TABLE 2304.9.1.
ROOF DIAPHRAGM INSTALL MINIMUM 1/2' CDX PLYWOOD (32/16) OR 7/16' OS6 SHEATHING.
NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d
AT 6' O.0 AND INTERIOR SUPPORTS WITH 8d AT 12' 0,C., BLOCKING NOT REQUIRED,
FLOOR DIAPHRAGM INSTALL MINIMUM 23/32" T&G STURD-1-FLOOR (24oc) SHEATHING.
GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH
10d AT 6" O.C., AND INTERIOR SUPPORTS WITH 10d AT '100C, BLOCKING NOT REQUIRED,
MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE.
THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING
AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFIENINGS HAVE BEEN INSTAU ED.
DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO
BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
WIND DESIGN CRITERIA:
NOMINAL WIND SPEED - 85 MPH RISH CATEGORY 11
ULTIMATE WIND SPEED - 110 MPH IMPORTANCE, 1=12
WINDOW EXPOSURE, B KZt = 1.00
SEISIMIC DESIGN CRITERIA:
EQUIVALENT LATERAL FORCE PROCEDURE
IMPORTANCE, le = 1.0
SS = 1260
Site Class, D
S1 = OA93
SEISMIC DESIGN CAT, D
SIDS = 0.84
SEIS. FORCE RES, SYS, A.15.
SDI = 0.60
DESIGN BASE SHEAR = 8324 lbs
CS = 0.13
RISK CATEGORY 11
R = 6,5
2 Story — 2 Car — 42x38.5 — 2597 sf
SHEARWALL & HOLDOWN NOTES (U,N.O,) Upstate Engineering Services
PO Box 952 Lynnwood, Wa 98046 Date: 9/8/2017
(206) 280-4715 UpstateEngineerggmail.com Job # 0809
(1) Simpson or equal, Locate at end of shearwall u,n,o, Install
per manufacturer recommendations for foundation min end
distance and embedment, deepen foundation as required,
(2) Construct cripple wall same as shearwall (SW) above, and
gabel-end same as shearwall (SW) below,
(3) Requres 3x or (2)2x foundation sill plate
(4) Threaded rod and couler as required,
(5) Common nails, UNO: 8diO,131"X2 1/2", 10d=0,148x3",
12d=0,148"x3 1/4", 15d=0.152"x3 1/2", 1153d Sinkers=0,148"x3 1/4"
(5) Install Hl's on all trusses/rafters, A35's at 24" o,c, gables &
rim joist (or solid blkg) to top plate (sill plated at fnd) UN01 When
specified spacing is less than 24" o.c., install A35's at roof solid
blk'ing to SW top plate, and install H 1 or H2,5 on all trusses/
rafters. LTP4, LTP5, or LS50 can be substituted for A35, Conn,
per Simpson Strong -Tie or equal.
(7) Min 3x or dbl=2x stud lam'd w/ (2)= 15d 9 5" o,c, at
abutting panel edges.
(8) Anchor bolts shall be embedded at least 7" into concrete�
there shall be a min of 2 bolts per piece with one bolt
located not more than 12" or less than seven bolt diameters from
each end of the piece. 2x min PT, UNO.
HOLDOWN SCHEDULE SIMPSON U.N.O.
Mark
Vertical
Hortz,
Hold down /
Strap *(D
Fasteners to
(2)-Studs Min UNO
Foundation
Anchorage X(l)(4)
Comments
T-1
STHD 14/14RJ
(38)/(30) - 115d
N/A
SHEARWALL
SCHEDULE
Sheathing -Applied to
Sheathing
Edge Nails #5
Roof to Top Plate
Sill
Plate
Anchors
w/
Mark
2x HF
studs 9 15" o,c,
All
Edges Blocked
Base Plate
Floor
to Top Plate
3" x
3" x
1/4"
washers
X(2)
U.N,O, Below
(do
not
penetrate past flush)
Nailing
#5
& Sill
Plate *(15)
see
note
X(8)
SW-1
7116"
OSB
8d
9 5"
o,c, (12" o,c. f1d)
16d 9
12" o.c,
H i Q
24" o,c,
5/8"
dia
x 10"
AB's
9 60" o.c,
or A35
9 24" o,c,
SW-2
7116"
OSB
8d
Q 4"
o,c. (12" o.c. fld,)
115d 9
8" o.c.
A35 9
20" o.c.
5/8"
dia
x 10"
AB's
9 48" o.c.
SW-3
7115"
CSB (-X7)
8d
9 3"
o,c. (12" o.c. fld,)
115d 9
155" o,c.
A35 9
ib" o,c.
5/8"
dia
x 10"
AB's
9 48" o,c.
SW-4
7/ 15"
OSB 0(7)
8d
Q 2"
o,c. staggered
15d Q
4" o,c.
A35 Q
12" o,c,
5/8"
dia
x 10"
AB's
Q 15" o,c,
(12" o,c. fld,)
I
RSW
7116"
OSB Both Sides (*7)
8d
Q 2"
o,c, staggered
See Detail 1
/ A2
(12" o.c. f1d.)
8TFjUCTURAL REVI
THIS ORAWINCI HAS BEEN REVIL
8TRIJtTURAL rIEQUIREMENTS ONLY PER
THE ATTAt�HED RELEVANT DOCUMEN
joB#_QjLq_ DATE !� PP'—T, -Is
REVIEWED BY - -
�PSta com
VOIO IP $VAMP INK NOT RW.
�SD
REVISIONS
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—RESUS
JUL 2 5 2018
W&D
,r,r8FL&AjR
IMEN1
SPECIFICATIONS
VENTILATION AND INDOOR AIR QUALITY CONTROL-2015 CODE
Sizei per IRC 2015
Where ceilings are applied direct to the underside of
rafters, cross ventilation shall be provided by maintaining a
an unobstructed ? air space on the underside of the roof
sheathing for save to peak inlet/outlet air flow.
Vent Blocksi three (3) 2" diameter holes = 6.59 square
inches net (70% locate at corners and evenly between
for attics, and at each cavity for cathedral roofs
Not Venti 1/150 of attic spacei 1/300 if half of
required ventilation area is three feet above the save
vents, or if warm side vapor barrier is present,
Screeni 1/4' corrosion resistant metal mesh required.
Gable and Roof Ventst locate as high as possible. Crawl
space ventsi minimum I square foot per 150 square foot
of foundation area,
Source specific ventilation systemst required in kitchen,
baths, separate toilet rooms, spa, and other rooms with
excess moisture, Source specific fens must be controlled
by a manual switch and dehumidstat, timer or automatic
control which must be readily accessible, Kitchensi
minimum 100 cfm Bathroomsi minimum 50 cfm
Whole house ventilation sgstemsi required with automatic
and manual overide controls capable of allowing
continuous and Intermittent operationj 24 hour automatic
control must provide minimum of two 2 hour ventilation
cycles each day. AC/Ht minimum .35 and maximum 5 air
changes per houri CFMi minimum 15 cfm in each
bedroom plus 15 cfm for combined living area Sone
ratingi maximum 15 at 0.1 inch water gauge. Fan ofm flow
ratingi 0,25 inch water gauge static pressure. Duct
terminationst terminate outside the building with back
draft dampers; Exhaust ducts: insulated with R-4 within
uncondif ioned spaces. Supply ductsi insulated with R-4
within conditioned spaces
Interior doorst not to impede air flow to whole house
exhaust fan.
Air Inletst outdoor fresh air to be screened and
protected from entry of Insects, leaves and debris
Locate away from noise and air pollutionj do not
connect to attic, crawlspace, hazardous or unsanitary
areas, fuel burning appliance areas, minimum 10' from vent
opening of plumbing drainage system, appliance vent
outlet or other source of odors, fumes or flammable
vapors unless inlet is at least 3' below such vent
openingi Each habitable area shall have outdoor air
inlets with controllable secure opening of at least 4
square Inches at top of wall or windows with back draft
dampers, Alternate fresh air supplyi integrated with
furnacej with 8" diameter duct from exterior to return
air plenum with manually adjustable flow damper; furnace
f an to be operated by 24 hour clock. Proof of
performance testing and letter of compliance required
for inspection,
Mechanical Penetrationst to be caulked/foamed and sealedi
with firestops as requiredj exterior wall electrical
boxes sealed or gasket provided at device plates.
Rim Joisti to be sealed at heated floors or covered with
exterior Infiltration wrap such as tyvek and fully insulated,
Recessed Light Fixtures: to be type IC rated with no
penetrations to ceiling cavity and sealed, or gasketed to
prevent air infiltration, or any type rating located within
an air tight enclosure, or type IC labeled to be maximum
2 cfm at 75 pascals.
Joint seals, gaskets, weetherstrippingi required around all
openings such as doors windows and access panels, and
at all structural joints such as sill plates and roof/wall
joints to limit air leakage. All operable doors and windows
to be made to be tight fitting to limit/omit infiltration in
or out of the building.
Vapor Barrieri required at exterior walls, stick framed
rafters, vaulted ceilings, attics less than 12", and roof
space cavities used as duct spacej use well stapled
(maximum 8" o.c. with less than 1/ 16" gaps) faced
insulation, 4 mil poly vapor barrier with sealed or 66
lapped joints, or low perm rated (I or less) interior
paint (show proof).
Crawl Space Vapor Barriert cover exposed ground with 6
mil black poly or equivalent with 12" overlaps extended
to foundation walls,
INSULATION (heat calculations and wall and ceiling R
values by others) fill open and isolated exterior
cavities with uncompressed insulation (not to be
compressed by mechanicals)j used properly stapled
faced batts or separate vapor barrier as described
aboval use rigid insulation board behind recessed wall
fixturesi under floor insulation support by twine, lathe
or other means not relying on batt compression; attic
access cloon insulate, weatherstrip and baffle. concrete
grade slabi insulate 24" perimeter with R-10 rigid foam
board with interior and exterior thermal breakj alternate
basement wall insulationt interior furring for insulation
batts or protected R-10 rigid foam board or permissable;
supply duct insulation: R-8 in open areaj R-5 in slab;
installed according to WSEC table 4- 161 pipingi hot
water, steam heat and recirculating hot water pipes to be
insulated with R-3 according to WSEC table 4-1
R312.6 Freeze Protection
No water, soil, or waste pipe shall be installed or permitted
outside of a building or in an exterior wall unless, where
necessary, adequate provision is made to protect such pipe
from freezing, All hot and cold water pipes installed outside
the conditioned space shall be insulated to a min R-4.
R802.3 Framing Details,
At all valleys and hips there shall be a valley or hip rafter
not less than 2 inch (51mm) nominal thickness and not less In
depth than the out end of the rafter,
R312,2,1 Window Sills,
In dwelling units, where the opening of an operable window
is located more than 72 inches (1829mm) above the finished
grade or surface below, the lowest part of the clear opening
of the window shall be a min of 24 inches (810mm) above the
finished floor of the room in which the window is located.
Operable sections of windows shall not permit openings that
allow passgae, of a 4 inch diameter (102mm) sphere where such
openings are located within 24 inches (610mm) of the finished
floor,
Exceptions:
1. Window whose openings will not allow a 4 inch diameter
(102mm) sphere to pass through the opening when the
opening is in its largest opened position,
2. Openings that are provided with window fall prevention
devices that comply with ASTM F 2090,
WSEC R4013 Certificate
A permanent certificate shall be completed and posted on or
within 3 feet of the electrical panel by the builder or
registered design professional. The certificate sahll list the
R values of the insulation installed in or on ceilling/roof,
walls, foundation, and ducts outside of conditioned spacesi
U-factors and solar heat gain coefficient of glazing, and
the results of required duct testing and building envelope air
leakage tests. The certificate shall list the types and
efficiencies of heating, cooling and service water heating
equipment
2 Story — 2 Car — 42x38.5 — 2597 sf
GENERAL SPECIFICATIONS
ADDRESS SIGNSt prominently displayed In contrasting
color, plainly visible from the street,
SAFETY GLASSt comply with IRC R308, Federal and
State regulations,
SKYLIGHT& double dome, shatter resistant, plastic, type
CC2, with 5" minimum crown or double glazing laminated
saf ety glassi self flashing assembly or provide minimum
curb.
FRAMING DETAIL INSPECTION all holdowns, framing
anchors, and shear wall nailing to be exposed until after
inspection. R314
EGRESS WINDOWSo Per R310-1 maximum 44" fromfloorto
finished sillj net opening minimum5 sf 9 grade,5,7square
feet abv) minimum sash width 20" and minimum sash height
24",
TUB & SHOWER firestop showers minimum
30" D. with surfaces of 1024 S.I. smooth non-absorbant
wainscot up 70" with water proof gypsum wallboard
backing with no vapor barrier allowed behind at exterior
walli 2.5 gpm shower flow restrictors; Safety Glass
enclosures,
STAIRSi (perR311,5) risers 7 3/4" maximum; treads 10"
minimum; handrail height between 34" and 38" above
nosing with diameter of 1 1/4" to 2" andends returned to
wall or newel postl 1/2" GWB on walls and
ceilings under stairs, firestop between
studs and stringers; provide minimum 6' 8" clearance
height from tread nosing to ceiling vertically.
TRUSS DRAWING& by truss manufacturers/supplier
Shall conform to the design specs for light metal plate connected
wood trusses as adopted by the Truss Plate Institute (TR),
All trusses shall be preservative treated DF meeting min
siresses as specified for structural Lumber above.
Shall be designed for the following min, loads:
Coupled w/ A concentrated load of 250 lbs
ENERGY CALCULATION& and insulation R values by others
FOOTINGSi exterior footings to extend 18" below grade,
Inferior crawlspace footings to extend 8" below grade;
strip all decomposable forming material before backfilling,
GARAGE APPLIANCE& all electrical devices (swithces,
burners, and pilots) minimum 18" above floori appliances
to be LIL approved with auto shutoff switchl protection
bollard ducting in to garage to be 26 guage galvinized
(w/no openings) secure HW tank w/2 steel straps top&btm
and set on R-10 insulation board basei extend pressure
relief line from valve to exterior; HW tank to be labeled
1987 NAECA.
HARDWAR6
All finish hardware shall be Schalge or approved equal.
GARAGE FIRE SEPERATION WALLs Type X"
5/8 GWB protection on all structure common to living
space and all bearing walls - sills, walls, columns, beams,
floor joists - from foundation to roof sheathing or over
entire ceiling. Type IN" 5/8" GWB on common ceiling with
living space above,
REQUIREMENT& Contractor shall verify all site conditions,
building dimensions, prior to procceding with the work,
Any variations from conditions and dimensions shown on
the derawings shall be reported to the desinger f or
resolution prior to proceeding with the work. Written
dimensions shall have precedence over scaled dimensions.
FIREPLACEi UL Approved with label displayed; installed
according to manufacturers specifications, glass doors
installed with tight fit.
OPTIONAL GAS FIREPLACE Must be UL approved with label
displayed. Install per manufacturers specifications and
UMC. Provide tight fit glass doors,
SMOKE DETECTORS Provide smoke detectors per
with 110 volt and battery backup interconnected in each
bedroom and level, Locate near the high point in rooms
with sloped ceilings,
Carbon Monoxide Dectors required outside as sleeping area
per R315
TYPICAL ROOF SHEATHINGi
1/2" CDX Plywood index 32/16, unblocked, w/ face grain
perpendicular to framing below, stagger end joints, Nail as
f ollows:
Diaphragm Boundary and over
exterior walls and shear wallsi 8d 9 Wo.c.
All supported edgesi 8d 9 6"o,c,
Field: 8d 9 12"o,c,
TYPICAL FLOOR SHEATHINGi
3/4" T&G, COX Plywood, index 40/20, unblocked, laid up w/
face grain perpendicular to framing below, stagger end joints,
Nail as follows:
Diaphragm Boundary and over
exterior walls and shear wallst 8d 9 6"o.c,
All supported edgest 8d 9 6"o.c.
Fieldi 8d LO 10"o,c.
Structural I Grade, conforming to U.S. Product Standard PS I
and shall be pressure treated
FRAMING/SHEATHING LUMBERs
Reld protect all cut surfaces of lumber with preservative which
shall be applied In accordance with manuf.'s remmmendatlons,
Contractor to provide adequate bracing and shoring for all structural
members during all phases of construction.
All structural lumber shall be DF/L, #2 or better and treated In
accordance to Sec R320 IRC 201E
All new framing members, rafters, joists, and beams shall be fastened
with 'Slmpson' metal connectors or approved equal to provide a continuous
load path from roof to foundation to resist high wind forces.
All finish surfaces shall receive 1 coat prime and 2 coats finish paint,
Provide 5/8' Ext plywood w/BIdg wrap underlayment behind Ext Siding thruout.
Structural Timber shall be DF/L Species meeting following min grades/stresses
as established by the Western Wood Products Association:
Beam #1
Joists & Rafters #2 SMI��
Studs & Plates Construction THIFORAWING HAS BEEN REVIEWED FOR
STRUCTURAL REQUIREMENTS ONLY PER
THE ATTACHED RELEVAN
ic Cocur�r
)B# 09 061 DATE
IREEVI�-W—ED By ��R
UPSTATE ENG�11.1% ING
('K
VOID IF S—P INK NOTRED-
244-42,Fcd
REVISIONS
0
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a)
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= -9-Z N
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LLI i— I
0 11
W ;t- 3:
EL 0-
U) -0
(4-
0
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(n LQ
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W 0
Lr)
W 0 C6
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0 —
= 0 X
IL L. CNI
IL
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= -0
W C:
E 0 <
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0 -0
CO W
W U)
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F-
W U)
X: C,4 N
RESUB
JUL 2 5 2018
"U&RNG -pAR7-Mr
=N,
Fry OF EIDMom
Window, Skylight and Door Schedule
Window, Skylight and Door Schedule
Project Information Contact Information
Mietzner Home Builders, ULC Mike Mletzner
244th at Edmonds Mlken-�@mletznergroup.com
42' plan 426 212-2491
WIdthHeIght
Ref. U-factor OtFeeInFeelnch Area UA
Exempt Swinging Door (24 sq. ft, max.) 020 .1 2 86 8 178 533
Exempt Glazed Fenestration (15 sq. ft, max,) 0.0 0.00
Vertical Fenestration (Windows and doors)
Component
WIdthHeIght
Description
Ref. Li -factor QtFeeInFeelnch Area UA
5040 he
030
1 5
4
20.0 6.00
4040 he
020
2 4
4
322 9.60
4046 he
030
1 4
4 6
18.0 6A0
5040 he
0.80
1 5
4
20.0 6.00
4050 he
030
1 4
6
20.0 6.00
40M he
030
2 4
6
48.014AO
5060 he
030
1 5
6
3010 9.00
3050 sh
030
2 3
5
30.0 9.00
2020
030
6 2
2
24.0 720
2640
030
1 2 64
1010 3.00
3016
"o
2 3
1 6
9.0 2.70
8080 store
020
1 3
8
24.0 720
6080 sgd
030
1 6
a
48,0 `14A0
Sum of Vertical Fenestration Area: 333.0 UA: 99.90
Vertical Fene 030
Overhead Glazing (Skylights)
Component WIdthH91ght
Description Ref, U-factor QtFe9InFseInch Area UA
0.0 0.00
Sum of Overhead Glazing Area 0.0 UA: 020
Overhead Glazing Area Weighted: 020
Total Sum of Fenestration Area and UA (for heating system sizing calculation Area� 3508 UA: 10523
2 Story - 2 Car - 42x38.5 - 2597 sf
Simple Heating System Size: Washington State
This heating system sizing calculator Is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC)
Contact Information
Mike Mletzner
mikem@mletznergroup.com
425 212-2491
Instructions Design Temperature Difference (?T) 46
?T = Indoor (70 degrees) - Outdoor Design Temp
Conditioned Floor Area
Instructions Conditioned Floor Area (sq M 2,697
Average Gelling Haight Conditioned Volume
Instructions Average CellIng Height (ft) 8B 22,075
U-Factor X Area = UA
Instructions 030 361 10530
U-Factor X Area = UA
Instructions 050
Attic
U_Factor X Area = UA
Instructions
01028 1,460 8798
Single Rafter or Joist Vaulted Ceilings
U-Factor X Area
UA
Instructions
No selection
Above Grade Walls (sea Figure 1)
U-Factor X Area
UA
Instructions
0.066 2,368 13281
Floors
LI-Factor X Area UA
Instructions
O.M 1,460 4234
Below Grade Walls (see Figure 1)
U_Factor X Area
UA
Instructions
0,042 ---
Slab Below Grade (see Figure 1)
F-Factor X Length
UA
Instructions
0570
Slab on Grade (a% Figure 1)
F-Factor X Length
UA
Instructions
OB40
Instructions
Duct Leakage Coefficient
1,00
Sum of UA 31821
Envelope Heat Load 14,638 Btu Hour
Sum of UA X ?T
Air Leakage Heat Load 10,987 Btu Hour
Volume X 0.6 X ?T X 018
Building DesIgn Heat Load 25)604 Btu / Hour
Air Leakage + Envelope Heat Loss
Building and Duct Heat Load 25)N4 Btu / Hour
Ducts in unconditioned space: Sum of Building Heat Loss X 110
Ducts In conditioned space: Sum of Building Heat Loss X I
Maximum Heat Equipment Output 36,846 Btu / Hour
Building and Duct Heat Loss X 1A@ for Forced Air Furnace
Building and Duct Heat Loss X 126 for Heat Pump
Prescriptive Energy Code Compliance -All Climate Zones in Wa
Project Information Contact Information
Mletzner Home Builders, ULC Mike Mletzner
244th St Edmonds mikem@mletznergroup.com
42' Plan 425 212-2491
This project will use the requirements ' of the Prescriptive Path below and Incorporate the
the minimum values listed. In addition, based on the size of the structure, the appropriate
number of additional credits are checked as chosen by the permit applicant,
Authorized Representative ------Date
All Climate Zones
R-Valuea U-Factora
Fenestration U-Factorb n/a 1 030
Skylight U-Factor n/a 050
Glazed Fenestration SHGC n/a n/a
Oelllngk 49J 01026
Wood Frame Wallgpn 21 Int 0.0w
Mass Wall R-Valuel 21/21h 0.056
Floor 80g 0.029
Below Grade Wallcm 10/16/21 Int + 0.042 ' C9
'r
Slabd R-Value & Depth 10, 2 It n/a
*Table R402.1.1 and Table R402,13 Footnotes Included on Page 2.
Each dwelling unit In a residential building shall comply with sufficient options from Tabl
1. Small Dwelling Unit: 15 credits
Dwelling units less than 1500 square feat In conditioned floor area with less than
2. Medium Dwelling Unit: 85 credits
All dwelling units that are not Included In #1 or #3. Exception: Dwelling units ser
3. Large Dwelling Unit: 4b credits
Dwelling units exceeding 6000 square feet of conditioned floor area. I
4. Additions less than 500 square feet: 5 credits REVISIONS
Table R4062 Summary
Option Description Credlt(s)
la Efficient Building Envelope ta 05
lb Efficient Building Envelope lb 110
to Efficient Building Envelope to 20
Id Efficient Building Envelope ld 05 -
2a Air Leakage Control and Efficient Van Ob
2b Air Leakage Control and Efficient Van 1.0 4-
2c Air Leakage Control and Efficient Ven is 0
Sa High Efficiency HVAC 3a 110 Q -
3b High Efficiency WAO 3b 10
So High Efficiency WAC So 15
Sd High Efficiency HVAC Scl 1.0
4 High Efficiency HVAC Distribution Sys Q 10
6a Efficient Water Heating 5a 05 05 a) cD
5b Efficient Water Heating 6b 10 110 -C N
5c Efficient Water Heating 5c is N,
6d Efficient Water Heating 6d 05
6 Renewable Electric Energy 05 1200 kwh 0.0
Total Credits 350
*Please refer to Table R4062 for complete option descriptions (S) 0)
-1 1
Table R402.1.1 Footnotes 0
For % 1 foot � %As mm, cl � continuous Insulation, Int � In W
U)
Q_
WSEC 2015 Energy Code Comphance Sect. R401
Glazing Is less then 259/6 of conditioned floor area
Zone 5 climate zone
Prescriptive Option 1: Windows U%%, Walls R-21; Calling R-49, Floor R-M Slab 10/15/21+TB per Table R402.1.1
Provide depth markers for blown attic Insulation
Windows will be U 30 or better. Overhead glazing: U 50, Doors: U20 _J
Ducts outside of conditioned space will be sealed and tested to RS-38 per IRC _J 00
Ducts In conditioned space will be Insulated to R_%, or as close as possible U� Ln C')
4-
8% total, 6% to exterior or lam W 0
Ducts tested per R4033
A continuous air barrier shall be Installed on the bldg envelope, sealling all gaps, W (7)
Comers and Headers shall be Insulated IL a) M
0 -
Seal Garage walls to conditioned space, recessed lights, envelope jambs, knee walls, top plates and sills, = 0 X
EL L. N
Insulate around all plumbing, wiring and devices, shower stalls, register boots, fire places (w/gasketed doors). EL CY)
A 5-2 day proprammable thermostat will be provided for primary HVAC system per R4031.1 - all other adjustable U)
= tn
W -a
C:
ENERGY CREDITS () <
3a - Gas Furnace - 94% efficiency - Max 85,846 BTU - 1 energy credit E
4 - Furnace/ducts Inside conditioned space - 1 energy credit -0
6a - flow restrictions 1.75/1 gpm - 5 energy credit Co W C14
Sic - Tankless Gas HW will be provided with min EF. 74% rating for I energy credit W U)
Vapor Retarder for Bldg Fnvelope per R7027 - class I or 11 unless exceptions met
N -a 0
Lighting: 75% of all Interior lighting will be High Efficiency bulbs per R44.1 F-
Ext Lighting will all be High Efficiency per IRC W
All Rourescent tubes will be R8 0' diameter) per IRO CN
Energy Code Compliance Certificate posted per R4013 @ Furnace, In Utility rm, or other approved location
No wall stacks will be contained In any exterior wall cavities
All return air will be clucted (no joist bays)
Blower door test Is manditory per 2016 WSEC to <= 5 ACH @ 2 In pressure (50 Pascals) w/sIgned report
Water Supply piping shall be Insulated to min R3
Exhaust openings must be 3' away from all openings.
Max equivalent length of Dryer vent Is 35' (excluding vert trandtions)(reductlons for 45d and 90d elbows)
Ventilation: 150 cfm @ 5W16 run time per M`1507,33 located upstairs Hall Bath
RESUS
JUL 2 5 2018
BURNG QFPAR1-M
ITY OF EDMON§t'
Window, Skylight and Door Schedule
Window, Skylight and Door Schedule
Project Information Contact Information
Mletzner Home BuIlders, ULC Mike Mletzner
244th st Edmonds Mlkem@mletznergroup.com
42' plan 425 212-2491
WldthPolght
Ref, U-factor QtFeeInFeelnch Area UA
Exempt Swinging Door (24 sq. ft, max.) 030 11 2 86 8 17B 5,33
Exempt Glazed Fenestration (15 sq. ft. max) Ole 0.00
Vertical Fenestatlon (Windows and doors)
Component
WIdthHe1ght
Description
Ref, U-fector QtFeeInFeeinch Area UA
6040 he
020
1 6
4
20.0 6.00
4040 Ins
030
2 4
4
82.0 9BO
4048 he
020
1 4
4 8
18.0 6AO
5040 hs
000
1 6
4
20.0 6.00
4050 he
020
1 4
5
20.0 6.00
4060 he
030
2 4
6
48.014.40
6060 he
030
1 5
6
30.0 9.00
3050 sh
020
2 3
5
30.0 9.00
2020
0.90
6 2
2
240 720
2640
020
1 2 64
`102 3.00
3016
020
2 3
`1 6
9.0 2.70
3080 store
000
1 8
8
24.0 720
6080 sgd
020
1 6
8
48.0 `14AO
Sum of Vertical Fenestration Area: 3330 UA: 99.90
Vertical Fane 030
Overhead Glazing (Skylights)
Component WIdthHeIght
Description Ref. U-factor QtFesInFeaInch Area UA
010 0.00
Sum of Overhead Glazing Area 0.0 UA: 0.00
Overhead Glazing Area Weighted: 0.00
Total Sum of Fenestration Area and UA (for heating system sizing calculation Area: 3508 UA: 10523
Simple Heating System Size: Washington State
This heating system sizing calculator Is based on the Prescriptive Requirements of the 2015 Washington State Energy Code lWSEC)
Contact Information
Mike Mletzner
mikem@mletznergroup.00m
426 212-2491
Instructions Design Temperature Difference PT) 46
Tr = Indoor (70 degrees) - Outdoor Design Temp,
Conditioned Floor Area
Instructions Conditioned Floor Area
(sq ft) 2,697
Average Ceiling Height
Conditioned Volume
Instructions Average Ceiling Height
(ft) 22,076
U-Factor X Area = UA
Instructions
030, 851 10530
U-Factor X Area = UA
Instructions
Attic
U-FaCtor X Arse UA
Instructlons
OM 1,460 37.96
Single Rafter or Joist Vaulted Collings,/ U-Factor X Area UA
Instructions
No selection
Above Grade Walls (see Figure 1)
UFactor X Area UA
Instructions
M6 2X8
Floors
U-Factor X Area UA
Instructions
0.029 383 JIM
Below Grade Walls (see Flguro 1)
U-Factor X Area UA
Instructions
0242
Slab Below Grade (see Figure 1)
F-Factor X Length UA
Instructions
0570
Slab on Grade (see Rgure,�)
F-Factor X Length UA
Instructions
0.640 157 84.78
Instructions
Duct Leakage Coefficient
1.00,
Sum of UA 371.76
Envelope Heat Load 17,101 Btu / Hour
Sum of UA X ?T
Air Leakage Heat Load 10,967 Btu / Flour
Volume X OB X ?T X 018
Building Design Heat Load 28,067 Btu / Hour
Air Leakage + Envelope Past Loss
Building and Duct Heat Load 28,067 Btu / Hour
Ducts In unconditioned space: Sum of Building Heat Loss X 1.10
Ducts In conditioned space: Sum of Building Heat Loss X I
Maximum Heat Equipment Output 39294 Btu / Hour
Building and Duct Heat Loss X 1.40 for Forced Air Furnace
Building and Duct Heat Loss X 125 for Heat Pump
--------------
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
PLANS MINE. ��F
r
DATE Za (to(
2 Story - 2 Car - 42x38.5 - 2597 sf - Lots 2 4 9 11
Prescriptive Energy Code! .Compliance -All Climate Zones in Wa
Project Information Contact Information
Mletzner Home Builders, ULC Mike Mletzner
244th St Edmonds mIkem@mIetznergroup=m
42' Plan '425 212-2491.t
This project will use the requirements of the Prescriptive Path below and Incorporate the
the minimum values listed, In additlon,'based on the size of the structure, the appropriate
number of additional credits are checked as chosen by the permit applIcant.
Authorized Relxesentative -----Date
All Climate Zones
RValuea U-Factora
Fenestration U-Factorb n/a 030
Skylight U-Factor n/a 050
Glazed Fenestration SHGC n/a n/a
Colllngk 49J 0.026
Wood Frame Wallg,mn 21 Int 0256
Mass Wall R-Valuel 21/21h 0.056
Floor 309 OjO29
Below Grade Wallcm 10/16/21 Int + 0.042
Slabd R-Value & Depth 10, 2 ft n/a
'Table R40211 and Table R402.13 Footnotes Included on Page 2.
Each dwelling unit In a residential building shall comply with sufficient options from Tod
1. Small Dwelling Unit: 15 credits
Dwelling units less than 15M square feet In conditioned floor area with less then
2. Medium Dwelling Unit: 3b credits
All dwelling units that are not Included In #1 or #3. Exception: Dwelling units ser
3. Large Dwelling Unit: 45 credits
Dwelling units exceeding 6000 square feet of conditioned floor area,
4. Additions less than 600 square feet: 5 credits
Table R4082 Sumrnary
Option Description Creditfs)
la Efficient Building Envelope Is 05
lb Efficient Building Envelope lb 10
to Efficient Building Envelope to 22
ld Efficient Building Envelope Id 05
2a Air Leakage Control and Efficient Van 05
2b Air Leakage Control and Efficient Van 10
2c Air Leakage Control and Efficient Van 15
So High Efficiency HVAC 3a 1.0
Sib High Efficiency WAC 3b 12
So High Efficiency HVAC So 1B
3d High Efficiency FIVAC 3d 110
4 High Efficiency HVAC Distribution Sys 1.0 1.0
5a Efficient Water Heating 5a 05 Ob
5b Efficient Water Heating 5b 1.0 1.0
5o Efficient Water Floating 6c 15
6d Efficient Water Heating 5d 05
6 Renewable Electric Energy Ob *1200 kwh 0.0
Total Credits 350
'Please refer to Table R4W2 for complete option descriptions
Table R402.1.1 Footnotes
For 81: 1 foot � 804.8 mm, cl � continuous Insulation, Int � In
WSEC 2015 Energy Code Compliance Sect. R401
GlazIng Is less than 25% of conditioned floor area
Zone 5 climate zone
Prescriptive Option `1: Windows UOO, Walls R-21; Ceiling R-49, Floor R_30, Slab 10/15/21+TB per Table R40al.1
Provide depth markers for blown aftIc Insulation
Windows will be U 30 or better. Overhead glazing: U 50. Doors: U20
Ducts outside of conditioned space will be sealed and tested to F&W per IRC
Ducts In condltlonedgpaoe will be Insulated to R-30, or as close as possible
80/o total, 6% to exterior or less
Ducts tested per R4033
A continuous air barrier shall be Installed on the bldg envelope, sealing all gaps.
Corners and Headers shall be Insulated
Seal Garage walls to conditioned space, recessed lights, envelope jambs, knee walls, top plates and sills.
Insulate around all plumbing, wiring and devices, shower stalls, register boots, fire places (w/gasketed doors),
A 6-2 day proprammable thermostat will be provided for primary FIVAC system per R40311 - all other adjustable
ENERGY CREDITS I -------- 11
3a - Gas Furnace - 94% efficiency - Max 39,21M B)FIJ -I energy credit
4 - Furnace/clucts Inside condItIcneds
,1?�q�.7_1-onergy credit
5a - flow restrictions 1,75/1 gpm - B energy credit
5b - Tankless Gas HW wIll be provided with min EF: 741/o rating for 1 energy credit
Vapor Retarder for Bldg Envelope per R7027 - class I or 11 unless exceptions met
Lighting: 76% of all Interior lighting will be High Efficiency bulbs per R404.1
Ext Lighting will all be High Efficiency per IRC
All Flourescent tubes will be R8 (T diameter) per IRC
Energy Code Compliance Cerflflcate posted per R4M @ Furnace, In Utility rm, or other approved locatIon
No wall stacks will be contained In any exterior wall cavities
All return air will be clucted (no joist bays)
Blower door test Is manditory per 2015 WSEC to <= 6 ACH @ 2 In pressure (50 Pascals) w/sIgned report
Water Supply piping shall be Insulated to min R-3
Exhaust openings must be S' away from all openings.
Max equivalent length of Dryer vent Is 35' (excluding vert transitlons)(reductlons for 45d and 90d elbows)
Ventilation: 150 cfm @ 50% run time per NM50733 located upstairs Hall Bath
t� E
C cm
LO
W -00
M
REVISIONS
0
a) 0)
CS) cr)
L)
W
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L)
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OD
(fi - En M
LLJ 0 0)
F- _j
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0
E)f 0 X
CL C_ N
IL CY)
U)
Qf M I
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0 <
E
Co W (4
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