BLD2019-0582e *A
0 E DV 0
C) 1)
CITY OF EDMONDS
STATUS: ISSUED 05/30/2019
Expiration Date: 05/3
Parcel No: 00647000000200
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
Pennit#: BLD20190582
Project Address: 724 13TH WAY, EDMONDS
WILLIAM GWESTGARD WILLIAM GWESTGARD WILLIAM G WESTGARD
724 13TH WAY SW 724 13TH WAY SW 724 13TH WAY
EDMONDS, WA 98020 EDMONDS, WA 98020 EDMONDS, WA 98020
(206) 972-4293 (206) 972-4293
LICENSE # EXP:
JOB DESCRIPTION
**TREE DAMAGE" TO ROOF AND KITCHEN AREA. REPLACEROOF, REMODELKITCHEN, ADDITION TO BEDROOMS OVER
GARAGE.
VALUATION: $65,000
PERMIT TYPE: Residential
PERMIT GROUP: 02 - Addition
GRADIN& N CYDS: 0
TYPE OF CONSTRUCTION VB
RETAINING WALL ROCKERY
OCCUPANT GROUP: SFR IRC
OCCUPANT LOAD
FENCE: 0 X 0 FT)
CODE: 2015 IRC[UPC/)A7SEC
OTHER: ------- OT HER DESC
IZONE: RS-6
INUMBER OF STORIES 2
VEST ED DATE-
INUMBER OF DWELLING UNITS I
LOT #:
LXIS'nNG ARF-k
BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR 0
P RO PO S t1) AREA
ANEMEN I � 0 1 ST FLOOR 0 2ND FLOOR 185
3RD FLOOR 0 GARAGE: 0 DECK: 0 OTHER 0
D FLOOR: 0 GARAGE 0 DECK: 0 OTHER: 0
BEDROOMS: 0 BATHROOMS: 0
IBEDROOMS: 0 BATHROOMS: 0
FRONTSLTBACK SIDESETBACK REARSETBACK
REQUIRED: N 5 — PROPOSED: 17.4 1 EQUIRFD: W 5 PROPOSED: 55 IREQUIRED: E 5 PROPOSED: 20.8
HEIGHT ALLOWED:O PROPOSED�O REQUIRED: S 5 PROPOSED 12.8
SETBACK NOTES.
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEIREBY, NO
PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION
INSURANCE AND RCW 18:27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR IJL5/HER DBILD�-4,ND ALL FEES ARE PAID.
ature
By
te
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI I 01IRCI 10
= FIRE = APPLICANT = ASSESSOR CrIFY
woo
I
4e 1%
4 -0
STATUS: ISSUED BLD20190582
CONDITIONS E
• 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 foralternate design, modification, variance or other administrative deviation (hereinafter "variance") from
adopted codes, ordinances orpolicies must be specifically requested in writing and be called out and identified. Processing
fees forsuch request shall be established by Council and shall be paid upon submittal and are non-refundable.
Approval ofany plat orplan containing provisions which do not comply with city code and forwhich avariance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve any items not to code specification.
SoundNoise originating from temporary construction sites as a result of construction activity are exempt from the noise limits
of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00arn and 6:00pm on Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the
noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold
han-nless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever nature, arising directly or indirectly fromthe issuance for this pert -tit. 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.
INSPECTIONS
THIS PERMIT AUTHORIZES 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 ECDC 19.00.005(A)(6)
I TO SCHEDULE INS PECTIONS
BUILDING ENGINEERING (425) 771-0220 EXT. 1326
1. Go to: www.edmondswa.gov Building Department Inspections
.2. Then: Services are now scheduled online. If you FIRE (425) 775-7720
3. Then: Perm its/Developm ent have difficulties, please call the
4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235
5: If you don't have one already, create a assistance during office hours.
login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801
�6: Schedule your inspecti n
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.
E-Engineering Final
B-Preconstruction meeting
B-Footings
B-Foundation Wall
B-Isolated Footings/Piers
B-Plumb Rough In
B-Gas Test/Pipe
lop-
�4
B-Mechanical Rough In
*0
B-Exterior Wall Sheathing
B-Roof Sheathing
B-Framing
B-Wall Insulation/Caulk
B-Insulation/Energy
r . ..
• B-SheetrockNail
• B-Building Final
• B-Other
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.edrn0ndSWaj(ov/
JOB SITE INFORMATION/LOCATION: (Where the work is taking place)
Job Site Address: 724 13th WAY SW
0064700000200
Parcel:
Lot /Unit/Suite #: Subdivision:
PROPERTY OWNER:
WILLIAM WESTGARD
Name:
724 13TH WAY SW
Mailing Address:
City/State/Zip: EDMONDS, WA 98020
206-972-4293
Phone #:
Email: Bitt@autocontrotengineering.com
OWNER INSTALLATION: *If yes, read and sign*
Will work be performed by the property owner? R1 Yes El No
I own, reside in, or will reside in the completed structure.
This installation is being made on property that I own which is
not intended for sale, lease, rent, or exchange according to
RCW 18.27.090.
Owner Signature: A
APPLICANT / CONTACT INFORMATION:
WILLIAM WESTGARD
Name of Applicant:
724 13TH WAY SW
Mailing Address:
City/State/Zip: EDMONDS, WA 98020
206-972-4293
Phone #:
E-mail: Biii@autocontrotengineering.com
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
TYPE OF PERMIT (Provide
El Accessory Structure/
Detached Garage
Details on Page 2)
56 Addition
El Demolition
0 Mechanical
El New Single Family / Duplex
0 Plumbing
El Fire Sprinkler
0 Remodel
0 New Commercial/ Mixed Use
0 Re -Roof
El Signs
El Tank
0 Tenant Improvement
Other REPAIR ROOF
FROMTREE
Remodel Permit fees are based on: DAMAGE
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: 65000
PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION
Basement sq ft: Finished 0 Unfinished El
1st Floor, sq ft:
2nd Floor, scift:
184.9 SF
Garage/Carport:, sq ft:
Deck/Covered Porch/Patio:
Other sq ft:
PROJECT DESCRIPTION
TREE FEEL ON HOUSE AND DAMAGED ENTIRE ROOF AND
IEN.
PART OF KITE! ReeF TeBE REPLAeED.
REMOVE INTERIOR WALLS AT KITCHEN, INSTALL NEW
KITCHEN, ADD ADDITION TO BEDROOMS OVER EXISTFITG—
G-AIRAG-r-=. ADD EXTERIOR STAIR TO EXISTING GARAGE.
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: �AA11;C4,11% Cr, �A�etolk
q
Signature.LAM ---&- LA&P&1Z4— Date
GENERAL COMMERCIAL DATA
Occupancy Group(s): Occupant Load(s):
Type(s) of Construction: Fire Sprinklers: Yes El No 1:1
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 Handier /VAV
Boiler
Dryer Duct
Exhaust Fans
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
Other:
GAS/FLIEL 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)
City 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 El Conditional Waiver 1:1 Waiver El
Fill in Place El Fill Material:
Removal 0
Size of Tank (Gallons)
Critical Areas Determination:
Study Required 1:1 Conditional Waiver 1:1 Waiver El
GRADE/FILL/EXCAVATE
Grading: Cut cubic yards
Fill cubic yards
Cut/ Fill in Critical Area: Yes El No El
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.
PUMA%- -4m
44
W It R 9 N 6 tb V. U, t
eNG1Nr=r:R1NG
250 4'h Ave S Ste 200
Edmonds, WA 98020
MOM (425) 778-8500
Fax: (425) 778-5536
civil &structural
engineering & planning
n' 7f i � � rL 0 V �L:� � DJ
MAY 2 0 20119
"j, N
- ', A $ '
STRUCTURAL CALCULATIONS
Westgard Residence
Remodel
724 13th Way SW
Edmonds, WA 98020
CG Project No- 19055,10
5LD GILO tc(."- 0S �Soc'*)
Proiect Location
724 13th Way SW
Edmonds, WA 98020
Project Description and Scope
A falling tree has damaged an existing single family home. Based on our original investigation the roof trusses will need
to be replaced. The two bedrooms on the upper floor are set back from the exterior wall below. We understand that as
part of the repair the two bedrooms will be extended out to the front of the garage. Our design will include both the
replacement of the trusses and the addition to the two bedrooms. Extending the bedrooms will change the wind and
seismic loads to the building. Upgrades to the walls at the front of the garage will be required. It is likely that the
upgrades will include replacing the footings in that area. As part of this scope of work, we will provide structural
calculations and stamped structural drawings suitable for permit and construction.
GravitV Summary
Design Per 2015 IBC
Gravity Design Loads
Roof DL 1S PSF
Roof ILL (Snow) 25 PSF
Floor DL 15 PSF
Floor LL 40 PSF
Exterior Walls DIL 10 PSF
Lateral Summary
Design Per 2015 1 BC & ASCE 7-10
Seismic Parameters
Soil Site Class D (Assumed)
Scls = 0.843(Lat. 47.7960955, Long. -122.3706687)
R= 6.5 (Light -Frame Wood Sheathed Shear Walls)
I = 1.0 (Non -Essential Facility)
Wind Parameters
110 mph Wind Speed, 3-Sec Gust
Exposure Category B
Kzt = 1.0
Description Project Summary By BTJ Date 04/25/19
Checked Date
ENGINEGRING Scale Sheet No.
250 4th Ave. South Project Job No.
suite 200 Westgard Residence 19055.10 1
Edmonds, WA 98020 1 1 1 1
1#
Gravity Design Loads
Roof DIL
Roofing Material 2.5
psf
5/8 Sheathing 1.8
psf
Insulation 1.0
psf
5/8 Gypsum 2.8
psf
Trusses @ 24" OC 3.0
psf
M/E 1.2
psf
Misc 1.5
psf
13.8
psf
IUSE 15.0
psf
Floor DIL
Flooring Material 2.0
psf
3/4 Sheathing 2.3
psf
Insulation 1.0
psf
5/8 Gypsum 2.8
psf
Joists @ 16" OC 2.8
psf
M/E 1.0
psf
Misc 1.5
Sf
13.4
psf
JUSE 15.0
psf
Exterior Walls
Siding 2.0
psf
1/2 Sheathing 1.5
psf
Insulation 1.0
psf
5/8 Gypsum 2.8
psf
2x6 @ 16" OC 1.7
psf
Misc 1.0
psf
10.0
P-Sf
IUSE 10.0
psf I
Roof LL (Snow) 25.0
psf
Floor LL 40.0
psf
0
Description Gravity Design Loads
By BTJ
Date 04/25/19
Checked
Date
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
Suite 200
Project
Westgard Residence
Job No.
Edmonds, WA 98020
19055.10
HF Column & HF Sill Plate Capacity TABLE
IBC 2015, NDS 2015
Date modifled 10-2-14
6
7
8
9
10
11
12
13
14
15
16
. 2) 2A HFStud
5,149
4,121
:3,311
2,693
2,224
1,862
1,579
1,355
1,175
1,028
906
PSILL
4,784
-
-
-
-
-
-
-
-
-
(3) 2A HF Stud
9,2�0
� 7,723
6,382.
6,281
4,406
3,715
3,166
2,726.
2,369
.2,076
11834
P"L
6,910
6,910
-
-
-
-
-
-
-
-
-
(4) 2A HF Stud
12,294
10,298.
8,510
7,04.1
6,876
4,953
4,221.
3,636
3,159
2,769
2,446
PSILL
8,606
8,606
8,506
-
-
-
-
-
-
-
-
1
(2) 3A HF Stud
10,245
8,581
7,091.
5,868
4,896
4,128
3,029
2,632.
2,307
2,038
PSILL
7,619
7,619
-
-
-
-
-
-
-
(3) 3A HF Stud
15,W7
12,872
.10,637
8,802
7,343
6,191
5,277
4,su
3,948
3,461
3,057
PsILL
10,631
10,631
10,631
-
-
-
-
-
-
-
-
,(2) 2x6 HF Stud
7,951
61405,
5,164
4,210:
3,481
2,476
2,125,
1,843
1,613
1 423�
PSILL
7,618
-
7
(3) W HF Stud
730
15,297
13,636
11,927
10,333
-8,934
7,746
.6,750
5,918
5,221
4,634
PSILL
10,859
10,859
10,859
10,859
-
-
-
-
-
-
-
(4) 2x6 HF Stud
23,902
22j755
21,314
19,614
17,764
15,903
14,146
12,558
11,168
9,942
8,891
PsILL
13,365
13,365
13,366
13,365
13,365
13,366
13,366
-
-
46 HF #2
14,4og
11,327
9,009
7,286
5,993
6,006
4,239
3,633
3,147
2,751
2,425
PSI1L
8,328
8,328
8,328
-
-
-
-
-
-
-
-
48 HF #2
18,744
14,808
11,809
9,666
7,876
6,683
5,57T
4,782
4,142
3,622
3,193
PSI,
10,277
10,277
10,277
-
-
-
-
-
-
-
-
410 H.F #2
23,562
18,717
14,972
12,180
10,015
8,377
7,101 .
6,090
5,277
4,615,
4,069
PILL
13,112
13,112
13,112
-
-
-
-
-
-
-
-
6x6 DF #2
19,595
18,889
17,99.5
16,908
15,659
14,315
12,960
11,665
9,407
8,463
PIILL
13,087
13,087
13,087
13,087
13,087
13,087
-
-
-
6x8 DF #2
25,830
24,899
23,721
22,288
.20,642
18,870
17,083
15,377
13,808
12,400
il,156
P,,LL
16,149
16,149
16,149
16,149
16,149
16,149
16,149
-
-
-
-
6A 6 DF #2
28,621
27,790
26,739
25,450
23,929
22,224
20,420
18,614
16,885
15,285
13,835
PSILL
20,604
20,604
20,604
20,604
20,604
20,604
Description
By BTj
Date 04/26/19
Wood Column Capacity Table
Checked
Date
0
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
Suite 200
Project Westgard Residence
Job No.
19055.10
(75)J?wj ,
r- 7 - T -
L -,
rlrl%
9-JA
'10-
Vk4t;Z
1151
, -11F CPJ
��Jlf (u)
q iffe ta')
�OUIVAMA/ WV
;c4t,e .9 lvlr5
_ 4
61
..........
.... . ..... .
96o4! P&+r
..... ... . .
.... ......
... . .. . .........
4_ ..............
i-- j.
....... ...
UAM "VI
I.... . .....
Cot,
....... . .. ...
4.-
/A -A
. .........
Ak
J_. J...
�11_
. . .. ...... ....
MOM �T_
!A'
0.1�-k ('90
....... ... ..
k, 5L
Ap_�
Description
-
,y
Date
Checked
Date
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
Suite 200
Project
Job No.
Edmonds, WA 98020
425.778.8500
www.cgengineering.com
'A;;71 F 0 R T E' MEMBER REPORT Roof, BMI
1 piece(s) 6 x 10 Douglas Fir -Larch No. 2
Overall Length: 8'3 1/2"
0
0
..... ... ....
81
N H
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing Is Conceptual
beidign Results:.
Actaia 0 Locatipn::
::Allovied
' . .
Result
Iiiilr
. ..
Loact: Combination Pattern)_,,.:_�:
... (
Member Reaction (lbs)
2961 @ 2"
7796 (3,50")
Passed (38%)
--
1.0 D + 1.0 S (All Spans)
Shear (lbs)
2187 @ I' V
6810
Passed (32%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)
5655 @ 4' 13/4"
6937
Passed (82%)
1.15
1.0 D + 1.0 S (All Spans)
Uve Load Defl. (In)
0.077 @ 4' 1 3/W'
0.398
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Total Load Deft. (in)
0. 126 @ 4' 13/4"
0.531
Passed (L/757)
__
1.0 D + 1.0 S (All Spans)
Deflection criteria: LL (1.1240) and TIL (L/180).
Top Edge Bracing (Lu): Top compression edge must be braced at 8'4" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8'4" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
Supoorts, . ... .....
3 ring
Arcusaiii
Total
A flabie.
kequired
�..4)ead
Snow
til.��
- Stud wall - HF
3.51Y'
3.50"
1
1.50"
1145
1816
2961
Blocking
-1
2 - Stud wall - HF
3.50"
375 0 "
1.50"
1145
1816
2961
Blocldng
- Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed.
q
Tributi! rT
q. Dea A
now
Lii catio (Side)..
Wid
_:. ..
(0.90)
(1.isy
Ciim*Amenis'
0 - Self Weight (PLF)
0 to 8' 3 1/2-
N/A
13.2
1 - Uniform (PLF)
0 to 8' 3 1/2-
(Front)
N/A
263.0
438.0
Roof
yediaeuser Notes
.... . . ......
Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible With the overall project Accessories (Rim Board, Blocking Panels and Squash Block5) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC ES
under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and installation details refer to www,weyerhaeuser.comlwoodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Forte Software Operator
Job Notes
BenJames
CG Engineering
(425) 778-8500
benj@cgengineering-com
PASSED
System : Roof
MemberType : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology: ASD
Member Pitch: 0112
SUSTAINABLE FORESTRY INITIATIVE
4/25/2019 11:11:39 AM
Forte v5.4, Design Engine: V7.1.1.3
Westgard Residence. 4te
Page 2 of 7 9
I MEMBER REPORT Roof, HDR1
[�A`j F 0 R T E I piece(s) 4 x 6 Hem -Fir No. 2
Overall Length: 6'7 1/2"
+
0
0 9
All locations are measured from the outside face of left support (or left candlever end).All dimensions are hodzontal.;Drawing Is Conceptual
DesIgn 1116ullts
Actuaki i on.,'
:.�Allovved
Result
: LDF
Load: . Combinatlon'�Oattern)
Member Reaction (Ibs)
483 @ 0
2126 (1.50")
Passed (23%)
1.0 D + 1.0 S (All Spans)
Shear (lbs)
398 @ 7"
2214
Passed (18%)
1.15
1.0 D + 1.0 S (AJI Spans)
Moment (Ft-lbs)
800 @ T3 3/4"
1869
Passed (43%)
1.15
1.0 D + 1.0 S (All Spans)
Uve Load Defl. (in)
0.060 @ 3' 3 3/4"
0,331
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl. (In)
0.100 @ 3- 3 3/4"
0.313
Passed (L/793)
__
1 1.0 D + 1.0 S (All Spans)
Deflection criteria: LL (LI240) and TIL (5/16").
Top Edge Bracing (Lu): Top compression edge must be braced at 6' 8" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 8" c/c unless detailed otherwise.
Applicable calculations are based on NDS.
Supports
fleanng�
Loads to Supports Qbs)
Accessories.
To6f.
::Available
Required
Dead
Snow
Total.
1 -Trimmer - HF
1.50"
1.50"
1.50"
192
292
484
1
None
2 - Trimmer - HF
1.50"
1.501,
1.50"
192
292
484
None
Tributary
Dead
Snow
Loads
Location (Side)
Width �1
(0.90)
(1.15)
Comments.
0 - Self Weight (PLF)
0 to 6 7 1/2'
N/A
4.9
1 - Uniform (PLF)
0 to V 7 112"
N/A
53.0
88.0
Residential - Living
Areas
Wey�erhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is
compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1 153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, Input design k)ads, dimensions and support information have been provided by Forte Software Operator
Forte Software Operator
Job Notes
Ben James
CG Engineering
(425) 778-8500
benj@cgengineedng.com
PASSED
System : Wall
MemberType : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
0 SUSTAINABLE FORESTRY INITIATIVE
4/25/2019 11:11:39 AM
Forte v5.4, Design Engine: V7.1.1.3
Westgard Residence. 4te
Page 3 of 7 1
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. .. . .. ..... ...........
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..... . .... . ... ..... . ........... ........ ..
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. .. . .... ..... ............. ... . ... .......
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........ .....
'T -7 ----------
......... . .
. .... .....
.. .... .............. .
Description By Dateq/
�- el
4
Chi!cked Date
ENGINEERING Scale Sheet No.
250 4th Ave. South
Suite 200 Project Job No.
Edmonds, WA 98020
425.778.8500
www.cgengineering.com
'Fid"11 F 0 R T E` MEMBER REPORT 2nd Floor, BM2
I piece(s) 3 1/8" x 10 1/2" 24F-V4 DF Glulam
Overall Length: 12'3 1/2"
bi
0
0
12'
0 E
All locations are measured from the outside face of left support (or left cantliever end).All dimensions are hodzontal.;Drawing Is Conceptual
Design Results
Actuil,OLocatlo.n
:Allowed .
Result
LDF
Load: Combination . (Pattern)
Member Reaction (lbs)
3910 @ 3 1/2"
3910 (1.93")
Passed (100%)
--
1.0 D + 1.0 L (All Spans)
Shear (lbs)
3326 @ 1'2"
5797
Passed (57%)
1.00
1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)
11446 @ 5' 10 1/4"
11484
Passed (100%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (In)
0.374 @ 6' 13/4"
0.390
Passed (L/376)
—
1. 0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0,520 @ 6' 13/4"
0.585
Passed (L/270)
--
1 1.0 D + 1.0 L (All Spans)
Deflection criteria: UL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at V 1" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 9" o/c unless detailed otherwise.
Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 8 1/2".
The effects of positive or negative camber have not been accounted for when calculating deflection.
The specified glularn Is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer.
Applicable calculations are based on NDS.
Supports
Bearing
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor
Live
Total
I - Hanger on 10 1/2" HIF beam
3.50"
Hanger'
1.93"
1153
2950
4103
See note 1
2 - Hanger on 10 1/2" HF beam
3.50"
Hanger'
1.93"
1153
2950
4103
See note I
At hanger supports, the Total Bearing dimension is equal to the width of the material that Is supporting the hanger
L See Connector grid below for additional Informabon and/or requirements.
PASSED
System : Floor
member Type: Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology ; Aso
Connector: Simpson Strong-Tilei Connectors
Support
Model
SeatLength
Top Nails
Face Nails
Member Nails
Accessories
1 - Face Mount Hanger
connector not found
N/A
N/A
N/A
N/A
2 - Face Mount Hanger
Connector not found
N/A
N/A
N/A
NIA
'Tributary
Dead
FloorVive
Loads
Location (Side)
. Width
(0.90)
(1.00)
Comments,
0 - Self Weight (PLF)
3 Ilr to 12'
NIA
8.0
1 - Uniform (PLIF)
0 10 12' 3til/2"
N/A
180.0
480.0
Residential - Living
tFron
Areas
-Weyerhadwer Notes
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is
compabble with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, Input design loads, dimensions and support Information have been provided by Forte Software operator
SUSTAINABLE FORESTRY INITIATIVE
Forte Software Operator 4125/2019 11:11:39 AM
Forte v5.4, Design Engine: V7.1.1.3
Westgard ResidenceAte
Page5of7
Job Notes
Ben James
CG Engineering
(425) 778-8500
benj@cgengineering-corn
L2`1 F 0 R T E il MEMBER REPORT 2nd Floor, HDR2
1 piece(s) 4 x 12 Hem -Fir No. 2
Overall Length: 10'3 1/2"
U1 0
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing Is Conceptual
Oesign Results:
....:Actual.@ Loca I tion .
...,:.Allowed
Result
i
Load. 6imbination .. (Pattern)
Member Reaction (Ibs)
2107 @ 3 1/2"
2126 (1.50")
Passed (99%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ilos)
1637 @ V 2 3/4"
3938
Passed (42%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
4924 @ S' 13/4"
5752
Passed (86%)
1.00
1.0 D + 1.0 L (All Spans)
Uve Load Defl. (in)
0.080 @ 5' 13/4"
0.324
Passed (L/999+)
--
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (In)
0. 161 @ 5' 13/4"
1 0.485
Passed (L/725)
1.0 D + 0.75 L + 0.75 S (All Spans)
Deflection criteria: LL (11360) and TL (L/240).
Top Edge Bracing (Lu), Top compression edge must be braced at 9' 9" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9'9" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
'.: . .. . .. .... ...
supp!:
0 ift (lb S
Irl
Acmso as
Available:
:��j Requl
Dead :i
Floor
via
1!i ow
11
-Tiqft:.
I - Hanger on 11 1/4" HF beam
3.50"
Hanger'
1.50"
1119
1029
453
2601
See note
2 - Hanger on 11 1/4" HF beam
3.50"
Hanger�
I.So"
1119
1029
453
2601
See note
At hanger supports, the Total Bearing dimension is equal to the width of the material that Is supporting the hanger
I See Connector grid below for additional information and/or requirements.
PASSED
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology: ASD
Connector. Slhi�on Stirv.6!
ffie Connectori
support
�eitl.enqth
Face Nails; ember Nalls
Access ones
I - Face Mount Hanger
HHUS48
3.00"
NIA
22-10d 8-10d
None
2 - Face Mount Hanger
HHUS48
3.00"
NIA
22-10d 8-10d
None
T Iributari,
Dead,:
Floor Live
snow.,
Loads
Location (Side)
Width.
(0.9 0):
(1.00)
(1.15).-
Comments..
0 - Self Weight (PLF)
3 1/2- to 10'
N/A
10.0
1 -Uniform (PLF)
0 to 10- 3 112!'
N/A
208.0
200.0
88.0
Residential - Living
(Front)
Areas
Weyeirhaeusier. Notes.
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and Installallon details refer to %Yww.weyerhaeuser.com/woodproducts/document-libraty.
The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator
Forte Software Operator
Job Notes
BenJames
CG Engineering
(425) 778-8500
benj@cgengineering.com
SUSTAINABLE FORESTRY INITIATIVE
412512019 11:11:39 AM
Forte v5.4, Design Engine: V7.1.1.3
Westgard Residence. 4te
Page 6 of 7 1 R,
F 0 R T E' MEMBER REPORT 2nd Floor, HDR3
1 piece(s) 4 x 8 Hem -Fir No. 2
+
0
0 H
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
Design Results
Actiiial Olmadon
Allowed
Result
Load: Combination0attern)
Member Reaction (lbs)
190S @ 3 1/2"
2126 (1.50")
Passed (90%)
--
1.0 D + 1.0 S (All Spans)
Shear (lbs)
1502 @ 10 3/4"
2918
Passed (51%)
JLDF
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)
2719 @ 3' 13/4"
3247
Passed (84%)
1.15
1.0 D + 1.0 S (All Spans)
Uve Load Defl. (in)
0.060 @ 3' 13/4"
0.190
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Total Load Dell. (in)
0. 110 @ 3' 13/4"
0.28S
Passed (L/621)
__
1.0 D + 1.0 S (All Spans)
Deflection criteria: U. (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at S' 9" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 9" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
Supports -
Bearing Length
Loads toSupports (Ibi):
Accessories
Total ..
. Available
Requir ed
Dead.
Snow
Total
1 - Hanger on 7 1/4" HF beam
3.50'
Hanger'
1.501,
956
1142
2098
See note
2 - Hanger on 7 1/4" HF beam
3.SO"
Hanger'
1.50"
956
1142
2098
See note
At hanger supports, the Total Bearing dimension is equal to the width of the material that Is supporting the hanger
I See Connector grid below for additional Information and/or requirements.
PASSED
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code: IBC 2015
Design Methodology: ASD
Conrueictot�.SllmipisonStron
-Tie Cofinectors
Support
Model
Seat Length
Top. Nails
Face Nails
Accessories
1 - Face Mount Hanger
HHUS46
3.00"
NIA
14-10d
_1114emberNalls
6_10d
None
2 - Face Mount Hanger
HHUS46
3.00"
NIA
14-10d
6-10d
None
Tributary
Dead
Snow
Loads
Location, (Side)
Width
a (0.90),
. (1.15)
comments
0 - Self Weight (PLF)
3 1/2n to
NIA
6.4
1 - Uniform (PLF)
0 to 6' 3 I/Z'
NIA
298.0
363.0
Residential - living
(Front)
Areas
Weyerhaeuser Noteo
Weyerhaeuser warrants that the slzirxj of Its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are thlrd-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product applIcation, input design loads, dimensions and support information have been provided by Forte Software Operator
SUSTAINABLE FORESTRY INITIATIVE
Forte Software Operator 4/25/2019 11 51 47 AM
Forte v5.4, Design Engine: V7.1.1.3
Westgard Residence. 4te
Page 1 of 1
Job Notes
BenJames
CG Engineering
(425) 778-8500
benj@cgengineefing.com
F 0 R T E' MEMBER REPORT Roof, RJ1
1 piece(s) 2 x 4 Hem -Fir No. 2 @ 24" OC
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing Is Conceptual
Design Results
Actual@Locetion
Allowed
Result
LDF
Load* Combinationifiatterin)
Member Reaction (lbs)
392 @ Z 13/4"
2241 (3.50")
Passed (17%)
1.0 D + 1.0 S (All Spans)
Shear (lbs)
183 @ 2'6 13/16"
604
Passed (30%)
1.15
1.0 D 1.0 S (All Spans)
Moment (Ft-lbs)
-188 @ T 13/4"
430
Passed (44%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.086 @ 0
0.226
Passed (21_1 32)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.111 @ 0
0.302
Passed (2L/490)
—
1.0 D + 1.0 S (Alt Spans)
Deflection criteria: LL (L/240) and TL (L/180).
Overhang deflection criteria: UL (2L/240) and TL (2L/180).
Top Edge Bracing (Lu): Top compression edge must be braced at 6' 11" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 111' o/c unless detailed otherwise.
A 15% Increase In the moment capacity has been added to account for repetitive member usage.
Applicable calculations are based on NDS.
Supports
Bearing
Loads to Supports (Ilbs)
Accessories
Total
Available
Required
Dead
now
Total
I - Beveled Plate - SPF
3.50"
3.50"
1.50"
152
240
392
Blocking
2 - Beveled Plate - SPF
3.50"
3.50"
1.501,
56
103
159
Blocking
- Blocklng Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed.
Loads
Loc at Ion (Side)
Spacing
Dead
9.90)
Siriow
(1.15)
Comments
I - Uniform (PSF)
0 to 6'7"
24"
15.0
25.0
Roof
Weyerha�luijeir Notes'
Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software, Use of this software Is not Intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. FDrcurrentcode evaluation reports,
Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/documentA]brary.
The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator
Forte Software Operator
Job Notes
Ben James
CG Engineering
(425) 778-8500
benj@cgengineedng.com
PASSED
System ; Roof
MemberType : Joist
Building Use; Residential
Building Code: IBC 2015
Design Methodology: ASO
Member Pitch: 4112
SUSTAINABLE FORESTRY INITIATIVE
4/25/2019 11:11:39 AM
Forte v5.4, Design Engine: V7.1.1.3
Westgard Residence. 4te
Page4of7
�k;`ff F 0 R T E" MEMBER REPORT 2nd Floor, FJI
1 piece(s) 2 x 8 Hem -Fir No. 2 @ 16" OC
0
q
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizonta I.; D raw[ ng is Conceptua I
Actuai 6 LOC366 n
It
A owed
Res. ult
LD
A
pa#
Member Reaction (lbs)
350 @ 2 1/2"
1367 (2,25")
Passed (26%)
1.0 D + 1.0 L (All Spans)
Shear (lbs)
295 @ 10 3/V
1088
Passed (27%)
1,00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
845 0 S' 13/4"
1284
Passed (66%)
1.00
1.0 D + 1.0 L (All Spans)
Uve Load Defl. (in)
0.184 @ 5' 13/4"
0.329
Passed (L/643)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.240 @ T 13/4"
0.494
1 Passed �L/4951
1.0 D + 1.0 L (All Spans)
TJ-Prol- Rating
N/A
P
Deflection criteria: U. (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 10' 1" c1c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 1" o/c unless detailed otherwise.
A 15% Increase In the moment capacity has been added to account for repetitive member usage.
Applicable calculations are based on NDS.
No composite action between deck and joist was considered In analysis.
sluo 911.6;
Bearing
Loads 0 !Su'pports
Accas ties
Total
tible.:
Requit;ed
Dead
Flc
Total:
I - Stud wall - FIF
3.50"
2.25"
1.501,
82
274
356
11/4" Rim Board
2 - Stud wall - HF
3.50"
2.25"
1.50"
82
274
356
11/4" Rim Board
- Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed.
Dead
Floor Live .
,
Location (Side)
:Spseing
. . .. ..
': , '171, �.�
Commen
1 - Uniform (PSF)
0 to 10' 3 1/2'
16"
12.0
40.0
Residential - Living
Areas
Weyerhaeuser Notes
Weyerhaeuser warrants that the sWng of its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Forte Software Operator
Job Notes
Ben James
CG Engineering
(425) 77B-8500
beni@cgengineeting.com
17TIN&IJAC
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
0'. SUSTAINABLE FORESTRY INITIATIVE
4/25/2019 11:11:39 AM
Forte v5.4, Design Engine: V7.1.1.3
Westgard Residence. 4te
Page 7 of 7 16
IOMYG�J
Seismic Design 2015 IBC ASCE 7-10
Risk Category Type 11 Table 1604.5 Table 1.5-11
Seismic Importance Factor
'E= 1-00
Table 1.5-2
Site Class
S.C.= D (Assumed)
Section 1613.3.2
Table 20.3-1
0.2s Spectral Response
Ss= 1.264
Figure 1613.3.1(1-6)
Figure 22-1
1.0s Spectral Response
Sj= 0.497
Figure 1613.3.1(1-6)
Figure 22-2
(Source: http://�eohazards.usgs,govlde.5ignmapsluslapplication.php)
Site Coefficient (short period)
Fa= 1
Table 1613.3.3(l)
Table 11.4-1
Site Coefficient (1.0 second)
F,= 1.505
Table 1613.3.3(2)
Table 11.4-2
Sms=!`.*S�
S,,= 1.264
Section 1613.3.3
Section 11.4.3
Sml=Fv*Sl
Sml= 0.747985
Section 1613.3.3
Section 11.4.3
S,=2/3*S,,
S,s= 0.843
Section 1613.3.4
Section 11.4.4
SDI=2/3*Sm,
S,l= 0.499
Section 1613.3.4
Section 11.4.4
Seismic Design Category
SDC= D
Table 1613.3.3(1-2)
Section 11.6
Lateral Resisting System
Wood Shear Walls
Response Modification Coeff.
R= 6.50
Table 12.2-1
System Overstrength Factor
De 3.0
Table 12.2-1
Deflection Amplification Factor
Cd= 4.0
Table 12.2-11
Horizontal Irregularities --- NA Table 12.3-1
Vertical Irregularities --- NA Table 12.3-2
Analysis Procedure --- ELF Table 12.6-11
Equivalent Lateral Force Design
Section 12.8
Structure Type for Period
All Other Structural Systems
Table 12.8-2
Building Period Coefficient
Ct= 0.02
Table 12.8-2
Building Period Coefficient
x= 0.75
Table 12.8-2
Building Height
h,= 17
Building Period, T,=Cth,x
Ti,= 0.167
Section 12.8.2.1
C�=Sos/(11/1E)
Cs= 0.130
Eqn. 12.8-2
Max C,=S,,/(T*R/[,)
Max Cs= 0.458
Eqn. 12.8-3
Min. C,=0.044*S,,*I,
Min. C,= 0.037
Eqn. 12.8-5
Min. Cs=O.S*S,/(R/IE), SDC E&F
Min. C,= N.A.
Eqn. 12.8-6
Seismic Response Coeff., Cs
Cs= 0.130
Section 12.8.1.11
Description By BTJ Date 4/25/2019
Seismic Summary Thecked Date
ENGINEERING Scale Sheet No.
250 4th Ave South project Job No. NTS
Suite 200
Edmonds, WA 98020 Westgard Residence 1 19055.101 19
4/25/2019
L%TC Hazards by Location
Search Information
Address:
724 13th Way SW, Edmonds, WA 98020, USA
Coordinates:
47.79609550000001, -122.37066870000001
Elevation:
282 ft
Timestamp:
2019-04-25T1 6:01:13.835Z
Hazard Type:
Seismic
Reference
ASCETI 0
Document:
Risk Category:
11
Site Class:
D
IVICER Horizontal
Response Spectrum
Sa(g)
1.20
1.00
0.80
0.60
0.40
0.20
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s)
Basic Parameters
ATC Hazards by Location
1 282 ft
'k. f 26
orid
S-eattle
0
[-�_G- o, -ale
Map i Report a.Map,erro,r
Design Horizontal Response Spectrum
Sa(g)
0.80
0,60
0.40
0.20
0.00 1
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s)
Name
Value
Description
SS
1,264
MCER ground motion (period=0.2s)
SI
0.495
MCER ground motion (period=1.0s)
SMS
1.264
Site -modified spectral acceleration value
Smi
0.745
Site -modified spectral acceleration value
SDS
0,842
Numeric seismic design value at 0.2s SA
SDI
0.497
Numeric seismic design value at I.Os SA
-Additional Information
Name Value Description
SDC D Seismic design category
Fa 1 Site amplification factor at 0.2s
FV 1.505 Site amplification factor at I.Os
11
https://hazards.atcouncit.org/#/seismic?tat=47.79609550000001 &Ing=-1 22.37066870000001 &address=72413th Way SW%2C Edmonds%2C WA 98020%ZC USA 1/2
4/25/2019
ATC Hazards by Location
CRS
0.989
Coefficient of risk (0.2s)
CR1
0.953
Coefficient of risk (1.0s)
PGA
0.511
MCEG peak ground acceleration
FPGA
I
Site amplification factor at PGA
PGAM
0.511
Site modified peak ground acceleration
TL
6
Long -period transition period (s)
SsRT
1.264
Probabilistic risk -targeted ground motion (0.2s)
SsUH
1.278
Factored uniform -hazard spectral acceleration (2% probability of
exceeclance in 50 years)
SsD
1.5
Factored deterministic acceleration value (0.2s)
S1 RT
0.495
Probabilistic risk -targeted ground motion (1.0s)
SIUH
0.519
Factored uniform -hazard spectral acceleration (2% probability of
exceeclance in 50 years)
SlD
0.6
Factored deterministic acceleration value (1.0s)
PGAd
0.538
Factored deterministic acceleration value (PGA)
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code
adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with
design.
Disclaimer
Hazard loads are provided by the U.S. Geological Survey Seismic Des gnWeb Services.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent
examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend thatthe
use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor
to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.
Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by
the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudellongitude
location in the report.
aa
https://hazards.atcouncit.org/#/�eismic?tat=47.79609550000001 &Ing=-1 22.37066870000001 &address=724 13th Way SW%2C Edmonds%2C WA 98020%2C USA 212
lyi
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Description
By 6TT
Date qlq
Checked
Date
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
Suite 200
Project
Job No.
Edmonds, WA 98020
425.778.8500
'Seismic Forces - Vertical Distribution
Refer to ASCE 7-10 Section 12.8.3 k=
Diaphragm s DL Area
WDL Story w, hi' w, h.' 11 Shear' Sum
(kips) Elev. (h) (k-ft) F-wi - hi k 11 F. F.,
Level (psf) (fe
Roof Framing _I - -:I?0.
.. ..
2080
41.6
17
707 0.66 5.0 1 5.0
-
-
2nd Framing
�':650:
41.3
L 9
71 0.34 7.7
3 2.6
2.85 1078
8 1.00 7.7
Base Shear (ULT) 10.7 kips
Base Shear (ASD) 7.7,kips
note that all table forces are ASID
!Seismic Forces -Vertical Distribution Including Rho
Refer to ASCE 7-10 Section 12.3.4.2
Sum
Diaphragm Rho Shear
Level P Fx
F,,
Roof Framing .,-l-,.O, 5.0
5.0
2nd Framing 1.0 2.6
7.7
7.7
Diaphragm Forces - Vertical Distribution
Refer to ASCE 7-10 Section 12.10. 1.1
Diaphragm
Wi
2: Wi
Fi
Z Fi
Z Fi.wpx F, (Min) Fpx (Max), FPX
Level
(kips)
(kips)
(kips)
(kips)
Z Wi 0.2SDslw,, OASDOw, Goverr
Roof Framing
41.6
41.6
5.0
5.0
5.0 5.0 10.0 5.0
2nd Framing
41.3
82.9
2.6
7.7
3.8 5.0 9.9 5.0
Description i By Date
!Seismic & Diaphragm Force Distribution Checked BTJ Date 04/25/19
ENGINEERING Scale Shect No�
i NTS
250 4th Ave. South Project I Job No.
Suite 200 'Westgard Residence
Edmonds, WA 98020 19055.10
Wind Design (ASCE 28.5 Enclosed Simple Diaphragm)
2015 IBC ASCE 7-10
Building Exposure
Exp.= B
Section 1609.4 Section 26.7.3
Basic Wind Speed
V= 110
Per Jurisdiction
Risk Category
lw= 11
Table 1.5-1
Top of Roof Height (feet)
h= 17
Mean Roof Height (feet)
hmean= 13
Building Length (feet)
L= 50
Building Width (feet)
W= 36
End Zone Width, a (feet)
a= 3.6
Figure 28.6-1
Roof Angle
Angle= 18.0
Design Wind Pressure, Ps30A
N30A= 25-6
Figure 28.6-1
Design Wind Pressure, P,30B
PON= -7.4
Figure 28.6-1
Design Wind Pressure, Ps30C
POOC= 16-96
Figure 28.6-1
Design Wind Pressure, PS30D
Ps30D= -4.24
Figure 28.6-1
Design Wind Pressure, P.30E
N30E= -23.1
Figure 28.6-1
Design Wind Pressure, Ps30F
N30F= -15.7
Figure 28.6-1
Design Wind Pressure) Ps30G
Ps30G= -16
Figure 28.6-1
Design Wind Pressure, Ps30H
N30H= -11.92
Figure 28.6-1
Design Wind Pressure, PS30EOH
PS30EOH= -32.3
Figure 28.6-1
Design Wind Pressure; Ps30GOH
N30GOH= -25-3
Figure 28.6-1
Height/Exposure Adjustment, A
Xr .. = 1.00
Topo. Effect Coeff., K,t
K,t= 1.00
V.�d = V.lt*VO.6
Section 1609.3.1
ULT
ASID
p�=A��Kzt*N30
ps=A*Kzt*ps30*O.6
25.6
15.4
P530A=
PS30B=
-7.4
-4.4
PS30C=
17.0
10.2
Ps3OD=
-4.2
-2.5
PS30E=
-23.1
-13.9
P530F=
-15.7
-9.4
PS30G=
-16.0
-9.6
PS30H=
-11.9
-7.2
PS30EOH=
-32.3
-19.4
PS30GOH=
-25.3
-15.2
Description By BTJ Date 4/25/2019
Wind Summary Checked Date
ENGINEERING Scale Shect No.
250 4th Ave South Project Job No. NTS
Suite 200
Edmonds, WA 98020 Westgard Residence 19055.101
4/25/2019
ATCHazards by Location
Search Information
Address: 724 13th Way SIN, Edmonds, WA 98020, USA
Coordinates: 47.79609550000001, -122.37066870000001
Elevation: 282 ft
Timestamp: 2019-04-25T1 5:59:12.552Z
Hazard Type: Wind
ATC Hazards by Location
ASCE 7-16
ASCE 7-10
MRI 10-Year
67 mph
MRI 10-Year
MRI 25-Year
74 mph
MRI 25-Year
MRI 50-Year
78 mph
MRI 50-Year
MRI 100-Year
83 mph
MRI 100-Year
Risk Category 1
93 mph
Risk Category I
Risk Category 11
98 mph
Risk Category 11
Risk Category 111
105 mph
Risk Category III -IV
Risk Category IV
109 mph
ASCE 7-05
72 mph ASCE 7-05 Wind Speed 85 mph
79 mph
85 mph
91 mph
100 mph
110 mph
115 mph
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building
code adoption process. Users should confirm any output obtained from this too/ with the local Authority Having Jurisdiction before
proceeding with design.
Disclaimer
Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal
areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past
the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region
boundaries, the resulting determination is sensitive to rounding whlGh may affect whether or not it is considered to be within a wind-borne
debris region.
Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility
or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without
competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does
not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge
in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the
report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of '24
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Description
By
Date
Z,11
Checked
Date
ENGINEERING
Scale
Sheet
No.
250 4th Ave. South
Suite 200
Edmonds, WA 98020
Project
Job No.
425.778.8500
www,cgengineering.com
I,Q#V
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W/ 4-007 '� t,41ZIA1, CoO
fJo r
AIVO
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k4a,' Allr I
Upper Floor Shear Walls � Walls Below the Roof Framing
[Story'H'T:
Fx (EQ)
5.0 Mps (Story Shear)
Fx (whad) =
4,8 kips (Story Shear)
Max h1w
Ism
3.5
WX=
100.6 PLF seismic
I
0.84_
WX .
96.0 PLF Vnd
X - Direction Walls
7-- --- -- -I
Fn I Wind 1 9. Wi.A I .-i- Wind
Wall
Line
Wall
Mark
SW
Length
Trip
Width
EQ
2w1h
EQ
Shear
Wlnd
Shear
SW
Callout
Reduced
HD Len9t
Gross
Uplift
Gross
Uplift
(0.64.14S�,)Dl
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I NetUplirt
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Line
Load
Endi[Endj
End)
EndjjEndljEndj
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I Endl
A
1
13
0.0
NA
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0.0
0.0
0.0
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####
#####
####A
1.3
1.2
8
1
10
25
1�0
262
171
SW4
94
2.1
2.0
0.7
0.7
0.,
0.9
1.4
1.4
MST37
MST37
2.5
2.4
C
1
2
26
10
12
-
1.0
1.0
34
34
23
23
SW8
SW6
25.5
9.5
0.3
0.3
0.3
0.3
0.7
0.7
0.7
0.7
0.9
O�9
0.9
0.9
0.0
0.0
0.0
0.0
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None
None
None
1.2
-
1.2
-
I; Oulu
Shear-11s: 1rT sheathing d HF,t,ds
Nil
-
a
plf
SWG
8d@6o.c,
242
PH
SW4
Sd@4'o.c
360
pit
SW3
5d@3'o.c,
455
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SW2
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595
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is
ENGINEERING
250 41h Ave. South
Suite 200
Edmonds, WA 98020
H.ld-Table(FI-Cl-Sp- 1V)
Nil
0
kips
None
a5
kips
MST37
(2y2x HF
2.345
kip.
NIST48
(2)�Zl HF
3.54D
kips
MST60
(2y2x HF
5.405
kips
MST72
(2)-ZK HF
6,475
kip,
kip,
k ip:
kip,
6.5
1 kip,
Upper Floor Shear Walls
X-Direction
Input Cell
Input Cell w/ Formula
Checked Date
Scale Sheet No.
NTS
Job No. 19055.10
Upper Floor Shear Walls -Walls Below the Roof Framing i Y - Direction Walls
Fy (EQ) = 6.0 kips (Story Sheaf) Story HT a
FY (%Ylnd) = �1.4 hips Wall HT = 8
Max hhy 3.5
Wy= 140 PLF seismic SDs 0.84
Wy= 94 PLF wind I
EQ Wind EQ Wind Governing E(: Wind
Q
wall wait Sw Trib EQ EQ Wind SW Reduced Gross Gross ID.6 .0.1 8�,)Dl 0.6 * DIL Net Uplift Hold-down Line Line
'. -do 'in
Uplift I
Line Mark Length Width 2w/h Shear Shear callout HO Length Uplift End il End I End il End if End 11 End I End �[Znd �jLoad Load
I
A
18
0.0
NA
#DIVIO!
#DIVIOI
-0.5
ODIV/01
0.0
O�O
0
0.0
##"
####
2.5
1.7
2
A
B
C
Z5:
733
2.67
18
-
0.6
1.0
0.7
180
113
169
97
97
97
SINS
SW6
SW6
2.0
6.8
2.2
1.1
1.0
iA
1.4
1.2
1.3
0.11
0.2
0.1
0.1
0.2
0.1
OA
0.3
0.1
0.1
0.3
0.1
1.3
0.9
1.2
11�3
09
1.2
MST37
MST37
MST37
MSTZ7
MST37
MST37
1.4
1.7
XO 3.9 3.4
Input Cell
Input Cell vil Formula
ENGINEERING
250 411) Ave. South
Suite 200
Edmonds,WA98020 1
Description Upper Floor Shear Walls
By BTJ
Date 05/01119
Y-Direction
Checked
Date
Scale NTS
Sheet No.
Project
Westgard Residence
Job No.
19055.10
Main Floor Shear Walls -Walls Below - the Upper Floor Framin
X - Direction Walls
Fx (EQ) == 2.6 kips (Story Shear)
SI.Ory H-T: 5
Fx fwInd) 4.2 kips (Story Shear)
W I
WX= 53 PLF seismic
WX 84 PUF wind
Line Load
r EQ
Wind EQ
In
Wind Net Uplift Go ern�ng
EQ
Wind
Wall Wait Sw Trib From Above
EQ
EQ Wind
W
Reduced
I Gross
Gross (0.6-0.14SWO
0.6-DL FromAbove Ne Uplift
�End[Endj
Line
Line
Mark Length Width EQ
Wind
2w1h
Shea Shear
C;SIout1HDLengIh1
Uplift
Uplift Endl[Endl
End] Endj Endl EndJ End[ Emil
Load
Load
.�Ine
1
1
13
1.3
1.2
0.0
NA
#DIVIOI
#DIVIOI
-0.5
#DIV/01
0.0
0.0
0.0
0.0
####
####
####
####
2.0
2,3
2
1
10
25
2.5
2A
1.0
384
321
SW3
9.5
2.0
2.4
0.1
0.1
0.2
0.2
1.4
1.4
3.6
3.6
HDUS
HDUS
3.8
4.5
3
1
26.5
12
1.2
1.2
1.0
69
58
SW6
26,0
0.4
04
0.3
0.3
0.4
0.4
0.0
0.0
0.0
0.0
None
Non.
1.8
2.2
E 60.0 5.0
4.8
7.7
9.0
She-llc Irr sh.Mlung w/ HF Wds
Hold� Table
Nil - a
plf
Nil
0
kip
Input Cell
SW6 8,1116*.,:� 242
plf
N-
0�5
kips
Input Cell w/ Formula
SW4 Sd@,. �50
pff
HDU2 (2)-2x HF
2215
kip,
SW3 Od@3*.,,. 455
PH
HDU4 (2)-2x HIF
3.3
kips
SW2 UCBZVx� 595
pit
HOUS (2)-U FIF
4.1
kip,
2SW4 ad@4'..c. 706
pff
HDUB 0 DF#2
7.0
kips
2SW3 lid@Wax. 910
PIF
HDU1I 54 DF#I
9.5
kips
ISWI ld,l*.,. 1111)
P11
HDU14 W DF#I
14.4
ldps
'200
Pif
klps
kip
ReZalc
14.5
kip:
Dlll,�iplion
By
Date
Main Floor
Shear
Walls
BTJ
05/01 /19
Checked
Date
X-Direction
ENGINEERING
Scale
Sheet No.
NTS
250 4th Ave. South
Suite 200
?7
Project
Westgard Residence
Job No.
Edmonds. WA 98020
19055.10
Main Floor ShearWalls -Walls Below the upw OiooiFrimin
Y - Direction Walls
Fy (EQ) 2.6 kips (Story Shear)
rs'7�= 5. 1
Fy (Ond) = 3.1 kips (Story Shear)
Max htw
is.,
3.5
P;7- 73 PLF seismic
0.84
06 PLF Y4 d
Line Lead
EQ
Wind EQ Wind
I Net Uplift To,,.rn1,,n,.
EQ Wind
Wall Wall SW Trib From Above
EQ
E Wint.T-.- Red .. d
0111, a.,))) 0.6-131.
lFromAbove at .Id-d..n
Line Line
I
Line Mark Lenath Width E6 wind
2w/h
r Calo.t itth L
r Cal'O.I7
Shear Shea L..'tth Uplift
.. La.f
Uplift EndIlEndl
EndilEndjjEndilEnd] Endl[Endjj End[
I Endl
Load Load
I
A
18
2.6
1.7
0.0
NA
#DIV/01
#DIVIOI
-0.5
#DIVIOI
0.0
0.0
O�O
0.0
####
####
####
##a
#00A
3.8
3.3
2
A
18
1.4
1.7
0.8
671
580
*GW4-
1.5
3.6
5.4
0.1
0.1
0.1
0.1
1.3
1.3
6.6
6.6
HEMB
HOU8
2.1
3.3
2
-
-
0.8
671
680
-*W4
1.5
3.6
5.4
0.1
0.1
0.1
0.1
1.3
1.3
6.6
6.6
HOYB-
HOW8
X 36.0 3.9 3.4
6.0 6�5
Input Cell
Input Cell %v/ Formula
Description
Main Floor Shear Walls
By
BTJ
Date
05/01/19
Checked
Date
0
Y-Direction
ENGINEERING
Scale
Sheet No.
NTS
250 4th Ave. South
Suite 20D
Edmonds, WA 98020
Project
Westgard Residence
Job No.
19055.10
Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid -Base
Minimum Width
(i n.)
Maximum Height
(Ift)
Allowable Design (ASD) Values per Frame Segment
Shear(M) Obf) Deflection (in.)
Load Factor
16
8
10
850 0.33
625 0.44
3.09
2.97
24
8
10
1,675 0.38
1,125 0.51
2.88
3.42
Foundation for Wind or Seismic Loading('Ac,d) &OW r P) -z 3 3 5 0 tr > A '� OK
(a) Design values ore based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design value by
the specific gravity adjustment factor = (I - (0. 5 - SG)), whe re SG = specific gravity of the actual framing. This adjustment shall not be g reater tha n
1.0.
(b) For construction as shown in Figure 1.
(c) Values are for a single porial-frome segment (one vertica I leg a n d a portion of the header). for multiple portal -frame segments, the allowo bie shea r
design values are permitted to be mullip[led by the number of frame segments (e.g., two = 2x, three = 3x, e1c.).
(d) Interpolation of design values for heights between 8 and 10 feet, and lot portal widths between 16 and 24 inches, is permitted.
(e) The allowable shear design value is permitted to be multiplied by a facial of 1.4 for wind design.
(f) If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by c factor of 1 -15. This factor is permitted
to be used cumulatively with the wind -design adjustment factor in Footnote (e) above.
Figure 1. Construction Details for APA Portal -Frame Design with Hold Downs
- Extent of header with double portal frames (t%yo braced wall panels)
Extent of header with single portal frame
(one braced wall panels) Header to jack -stud strop
2'to IS' rough width of opening per wind design min 1000 lbf
for single or double portal on both sides of opening
opposite side of sheathing
Pony
wall
height
Fasten top plate to header
a Min. 3" x 11-1/4*net header
with two rows of 1 6d
steel header not allowed sinker nails of 3' o.c. typ
!3!3.
t:
Fasten sheathing to header %Yith 8d common or
Min. 3/8!'wood structural
12' galvanized box nails of 3" grid pattern as shown panel sheathing
max
total
Header to jock-slud strop per wind design.
wall
Min 1000 Ibf on both sides of opening opposite
he lit J i
side of sheathing. If needed, panel splice edges
shall occur over and be
Min. double 2A framing covered with min 3/8'
nailed to common blocking
thick wood structural panel sheathing with N
x within middle 24' of portal
N One row of 3" o.c.
he ht 8d common or galvanized box nails of 3" o.c. height.
...... g (studs, blocking, and sills) typ.
nailing is required in each
poneledge.
construction
Min length of panel per table I Typical portal frame
Min (2) 3500 16 strap -type hold-downs
(embedded into concrete and nailed into framing) Min double 2x4 post (king
and jack stud). Number of
Min reinforcing of foundation, one #4 bar jack studs per IRC tables
.. rro- i top and bottom of footing. Lop bars 15" min. R502.5(l) & (2).
Win footing size under opening is 12" x 12". A turned -down Min 1000 lb hold-down
slab shall be permitted of door openings. device (embedded into
concrete and nailed
Win (1) 5/8' diameter anchor bolt installed per IRC R4011.6 - into framing)
With 2" x 2" x 3/16' plate washer
2 0 2014 APA - The Engineered Wood Aswdatlon
�5
...... . ....
YA - -
----- ----
. .......
&Aq W-.- C,
Oft
51—
.
L d
. ... .. . . . . . . . . . . . .
...... ....
, . . . . . .. .
.
6. -�,t 14
z?:
T
...... .... . -7- 1
god 0 �adrw peo,
OU
I
Off
... .. .. . ..... . .......
6! O"i i
T.
... ...
. .... .... .... -
......
.... .. .. .. ......
0
ENGINEERING
250 4th Ave. South
Suite 200
Edmonds, WA 98020
425.778.8500
www.cgengineering.com
. .. .. ... ... ....... . . . .
.2
Description
Project wts-FG00 kis
B, K
Checked
Scale
Sheet No.
Job No.
IqO5,�, /0 qo
Use menu item Settings > Printing & Title Block Title V No go
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Job III I DsJJJ RTJ Date:
14MAY2019
for your program.
Description
This Wall In File: R:V019 ProjectskI9055.10 Wesligard Res. Tree Damage\_StructumAEng[nearirg%West
RetalnPro (a) 1937-211ift, Sued 11.16.03.31
U-se: KIN-011,0511741
Cantilevered Retaining Wall Code: IBC 2015ACI 318-14.ACI
530-13
License To : CO ENGINEERING
C'ite'ia
Soil Data
Retained Height . 6.001
Allow Soil Bearing 2,000,0 psi
Wall height some soil = 0.00 it
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Slope Behind Wall . 0.00
Height of S.e-rToe, R B.Gn In
P2SSIVO Pressure, 31)(1.0 Psf/ft
Waterheight overheat - 0.0 it
Soil Density, Heel 130.00 pcf
Soil Density, Toe 0.00 per
FoolingliSoil Friction 0.350
Soil height to ignore
forpassive pressure 12.00 In
Surcharge Loads
rLateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel 0*0 Psf
Lateral Load 0.0 Xit Adjacent Footing Load
0.0 It,
NOT Used To Resist Sliding & Overturning
Height to Tor 0 .00 it Footing Width
0 .00 it
Surcharge Over Toe = 0.0
Height to Bottom 0.00 It Eccentricity
0,00 in
NOT Used forSilding & Overturning
Load Type Live Load (Q Wall to Fig CL Dist
0= ft
Axis I Load Applied to Stem
(Service Level) Footing Type
Line Load
Mal Dead Lead 0.0 lbs
Wind on Exposed Stem O.D par Base Above/Selow Soil =
at Back of Wall
0.0 It
Ax] 1 L ve Load 0.00!bs
(Service Levell) Poisson's Ratio =
0.300
M: Load Eccentricity 0. in
Design Sumrri
Stem Constructi� Bottom
Wall Stability Ratlos
SW. OK
Design Height Above FIJI it- 0 .00
Overturning 1.62 OK
Wall Material Above 'HI" - Concrete
$Job Resists All Sliding I
Design Method . LRFD
Total Bearing Load
1.858 lbs
resultant sec.
8.54 In
Sell Pressure @ Too
1.866 psi (5K
Soil Pressure @ Heel
0 psi OK
Allowable
ZOOO Psf
Soil Pressure Less
Than Allowable
ACI Factored @ Toe
2.613 psf
ACI Factored @ Heel
0 psf
Footing Shear@ Toe
6.1 psi OK
Footing Shear Q Heel
11.2 psi OK
Allowable
82.2 psi
Sliding Cates
Lateral Sliding Force
857.5 lbs;
Vertical component
of active lateral soil pressure IS
NOT considered In the calculation ofsoll bearing
Load Factors
Building Cade
1602015,ACI
Do d Load
1.200
Liv: Load
1.600
Earth. H
1 600
Wind, W
1 coo
Seismic, E
1.000
Thiclut ss
8.00
Reber Size
=
# 4
Reber Spacing
=
15,00
Robar Placed at
=
Center
Design Data
(b/F8 - fa/Fa
=
0.721
Total Force @ Section
Service Level
lbs =
Strength Level
lbs =
1,00M
Moment Actual
Service Level
ft-# =
Strength Level
ff-# =
2,016.0
Moment Allowable
=
2,795.0
Shear Actual
Service Level
psi m
Strength Level
Psi =
21.0
Shear Allowable
psi=
94.9
Wait Weight
psi =
100.0
Reber Depth 'd'
in=
4.00
Masonry Data
ran
psi
F.
psi
Solid Grouting
ModulwRalk,'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Black Type
= Medium Weight
Masonry Design Method
= ASD
Concrete Data -
rc
P
Fy
:=
p: -
00 .0
Use menu Item Settings > Printing & Title Block Title 6'No FQ
to set these five lines of Information Job III I
for your program. Description
Page: 2
Digmr. STJ Date: 14MAY2019
This Wall in File: R:�_201 9 ProjecW1 9056.10 Westgard Res. Tree DamgeX_SWcturartErigineering%West
R.01aP. (.) 1287-2015, Build IiAG.03,31
License: I(W-011058761 Cantilevered Retaining Wall Code: IBC 201 S,ACI 318-14,ACI 530-13
License To : CG ENGINEERING
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based an applied moment):
0.1217 in2ift
(4/3) * As:
0.1623 ln2Jft Min Stem T&S ReinIA"a 1.152 in2
200lbd1fy : 200(12)(4)/SDODD
0.16 In2/ft Min Stpin TOS RpinfArpa per ft of;t�m Height 0.192 in211%
0.001 Sbh: 0.0018(12)(8)
0 7 1728 fn2/ft Horizontal Reinforcing Options:
One layer of: Two layers of:
Required Area:
0.18 In21ft #4@ 12-50 In *4@ 25.00 In
Provided Area :
0.16 in2fft #5@ 19.38 In *50 38.75 In
Maximum Area:
0.867 In2/ft #6@ 27.50 in #6Q 55.00 In
[-Footing Dimensions & Strengths 11 F-FO-tigD,,-,gn Results
Toe Width
1.00 it Toe Heel
Heel Width
1.75 Factored Pressure 2.613 0 psi
Total Footing Width
2.75 Mu': Upward 1.088 7 1114
Footing Thickness
12.00 in Mu': Downward 129 655 114
Mu: Design 959 647 44
Key Width
Key Depth
in.
0 Actual 1-Way Shear 611 11.18 psi
Key Distance from Toe
Allow I -Way Shear 82.16 82-16 psi
1.33 ft Toe Reinforcing None Speed
ro - 3,000 psi Fy
60,000 psi Heel Reinforcing None Speed
Footing Concrete Density =
150.00 Per Key Reinforcing None SpeOd
Min. As % -
0,0018 Other Acceptable Sizes & Spacings
Cover Q Top 3.00
8tp 3.00 In Toe: 04(g) 9.26 hi.'#6Q 14.35 in, #6Q 20.37 In, #7Q 27.78 in, 98(n 36.57 In. t0p 46
Heel: Not req'd: Mat 4 phi-S-tambda-scirt(fe)-Srin
Key: Nokeyclefined
Min footing T&S remit Area 0.71 in2
Min footing T&S taint Area per toot 0.26 In2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4Q 9.26 In 94C IS.S2 In
#5Q 14.35 In #M 28.70 In
No 20.37 In #5Q 40.74 In
Summa�� of Overturning & Resisting Forces & Moments
OVERTURNING RESISTING
Force Distance Moment FortaW Distance Moment
Item
the it it-# lbs ft it-#
H at Active Pressure
857.5 2.33 2,000.8 Soil Over Heel 845.0 2.21 1,866.0
Surcharge over Heel =
Surcharge Over Too .
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total 857.5 O.T.M. 2,000.8
ResistinglOverturning Ratio 1.62
Vertical Loads used for Soil Pressure = 1,857.5 Iths
Vertical component ofactive lateral soil pressure IS consideTed in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem=
Axial Live Load on Stem
Soil O,erToe 0.50
Surcharge Over Toe
Stem Walght(s) 6DO.0 1.33
$00.0
Earth @ Stem Transitions=
Footing Weight 41Z5 1.38
557.2
Key Weight 1.33
Van, Component
Total 1,567.5 lbs R.M.=
3,233.2
Mal live load NOT included In total displayed or used for overturning
resistance, but is Included for soil pressure catculaillon.
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This Wall in File: R:i-201 9 ProjectskI 9055.10 Westgard Res. Tree Damage\_Stmctuml\Engineeiing\West
RemInPre (c)4iII87-32706116, Build 11.16.03.31
Ucense. KW 605 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13
Ucense To: CO ENGINEERING
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Dell (1) Top of Wall (approArnals only) 0.113 In
The above calculation is not valid if the heel soil bearing pressure exceeds, lbal of the toe,
because the wall would then tend to rQlate Into the retained so 1.
Us menu item Settill Printing &Tiltle Block Title S'W/r;Q Page: I Use menu item Settings > Printing & Title Block Infle S' W1 90 Page : 2
el
to set these fhm lines of Information Job# 2 Dsgnr: BTJ Date: 14MAY2019 to set these five lines of information Job 0 2 Osgnr. STJ Date- 14 MAY 2019
for your program. Description for your program. Description
This Wall In File:
Retained Height 6.00 ift
Wall height above soil 0.00 It
SI.pe Biah nd Wall 0,00
H�lght cf Soil o�or Too B.CO In
Water height over heel 0.0 11
I Res. Tree Damtge�_Structural\Englnee
Cantilevered Retaining Wall
rs-wf batw --I
Allow Soil Bearing
= 2,667.0 psf
Equivalent Fluid Pressure
Method
Active Heel Pressure
35.0 p�f/ft
Passive Pressure
300.0 psflft
Soil Density. Heel
130.00 pf
Sol[ Density. Toe
0.00 pcf
Foolini Friction
0.350
Sol height to ignore
for passive pressure
12.00 in
Surcharge Loads 1 �L.-
8 olm a over Heel 0.0 psi La
NOT,?
sed To Resist Sliding & Overturning
Surcharge OverToe - 0.0
NOT Used for Sliding & Overturning Lo
[.Axial Load Applied to Stem
A)da Dead _.ud 0.0 ibs V
Axia� Live Load 0.0!bs
fiodal Load Eccentricity 0 cm
FE-arth Pressure Seismic L_oa_d___J
Method : Uniform U
Multiplier Used 8.000 T(
(Multiplier used on soil density)
end Load
0.0 #/ft
Height to ToF
0.00 ft
Height to Bottom
0.00 ft
ad Type
Live Load (L)
(Service Lewf)
nd on E)tposed Stem =
0.0 Psf
Service, Level)
niforrin Seismic Form -
51
al Seismic Form m
392.000
Code: IBC 2015ACI 318-14ACI 530-13
Footing Width
0.00 ft
Eccentricity
0.00 In
Wall to Ftg CIL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
0.0 ft
at Back of Wall
Poisson's Ratio
0.300
k I Si Construci Ean:� Bottom
sitai 0
Wall Stability Ratios Design Height Abe- Ftg ft= 0100
Overturning 1.50 Roll. 1 1.51 Wall Material Above "Ht" = Concrete
Slab Resists All Sliding I Design Method = LRFD
Total Bearing Load
2.128 lbs
...resultant am
11.22 in
Soil Pressure @ Toe
2.056 psf OK
Soil Pressure (M Heel
0 psf OK
Allowable
2,667 psi
Son P-me, Len Than Allowable
ACI Factorod (M Toe
2,878 pgf
Act Factored Q Heel
0 psi
Fooling Shear @ Too
11.8 psi OK
Footing Shear@ Heel
1 4.4 psi OK
Allowable
.2.2 psi
Sliding Catcs
Lateral Slitting Force
1,131.9les
Vertical[ component of acilve lateral sell pressure IS
NOT considered In the
calculation of soil bearing
Load Factors
Building Code
IBC2DI5,ACl
Dead Load
1.200
Uve Lead
1.690
Earth. H
I Goo
Wind, W
1 000
Seismic. E
1.000
Thickness
8.00
Rebar Size
# 4
RebarSpacii
13.00
Rebar Placed at
Cents,
Design Data
fb/FB - WFa
0,942
Total Force @Section
Service Lew[
11b. =
Strength Level
los =
1,344.0
Moment Actual
Service Level
f1# =
Strength Level
ft.#=
3,024.0
Moment Allowable
=
3.210.0
Shear Actual
Service Level
psi .
Strength Level
psi a
28.0
Shear Allowable
psi =
94.9
Wall Weight
psi =
100.0
Reber Depth 'd'
In=
4�00
Masonry Data -
ii
psi =
Fs
psi=
Solid Grouting
Modular Ratio 'n'
Short Tom Factor
Equiv. Solid Thick.
Masonry Block Type
=
Medium V
Masonry Design Method
=
ASO
Concrete Data
fe
psi =
4,000.0
Fy
psi =
60,000.0
eight
This Wall in File: R:\_2019 Projectti 0 Westgard Res. Tree Damage\_StmcturaPFxglneering\West
ReW1nPm(cJ1987-2016. Build 11.16.03.31
Uam: KV1.0"58761 Cantilevered Retaining Wall Code: ISC 2015,ACI 318-14,ACI 530-13
Ucense To: CG ENGINEERING
Concrete Stem Rebar Area Details
Bottom Stem
Vertical] Reinforcing Horizontal Reinforcing
As (based on applied moment)
0.1825 iri
(4/3) * As:
0.2434 ii Min Stem T&S Reiri Area 1.152 in2
200bci 200(12)(4)/60000
0.16 in2fft Min Stem T&S ReinfArea per It ofstern Height: 0.192 in2/ft
0.001 Bbh : 0.0018(12)(8)
0.1723 1n2M Horizontal Reinforcing Options:
One layer of: Two layers of:
Required Area
0.1825 ki #4@ 12.50 in *4@ 25.00 In
Provided Area:
0.1846 ii #5@ 19.38 In #5@ 33.75 In
Ma,dm.. Arect:
0.867 fn2tft #60 ZT.SD 1. #6Q 55.00 in
et�u
FiFooting 01m;nsions & Strengths F Footing Diiilsi life Its
Toe Width
1.25 loge Heel
Heel Width
2.00 Factored Pressure 2,873 0 psi
Total Footing Width
3.25 Mui Upward 1,795 1 11
Footing Thickness
12.00 in Mu': Downward 202 992 114
Mu: Design 1,594 991 114
Key Width
0 00 Irk Actual I -Way Shear 11.78 14.43 psi
Key Depth
00
: 0 in Allow I -Way Shear 82.16 B2.16 psi
Key Distance from Toe
1.33 ft Toe Reinforcing None Spec?d
1`0 - 3,000 psi Fy
60,000 psi Heel Reinforcing None SpeOd
Footing Concrete Density
160.00 pcf Key Reinforcing None Speed
Min. A %
0.0018 Other Acceptable Sizes & Spacings
Ccvar� Top 3.00 Bt..= 3.00 In Toe: #4@_ 9.26 in. " 14.35 in. #6(§ 20.37 in, 97(127.78 In, #8@ 36.57 in, 99@ 46
Heel: Not mi Mu � ph]*S'Iambda'sqrt(fc)*Sm
Key, No key defined
Min footing T&S reiri Amu 0.84 Irl
Min footing T&S reirif Area per toot 0.26 1n2 fit
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 In *4@ 18.52 in
95@ 14.35 in #S@ 28.70 in
#6@ 20,37 in #S@ 40.74 in
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load .
Load @ Stem Above Soil =
Seismic Earth Load .
Force Distance Moment
His ft 114
B57,5 2.33 2,000.8
274.4 3.50 960.4
Total 1,131.9 O.T.M. 2.961.2
Resisting/Overtuming Ratio 1,50
Vertical Loads used forSoll Pressure = 2,127.5 lbs
If seismic Is included. the OTM and slIdIng hunts
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance,
Force Distance Moment
lbs ft ft-#
soil O-r Heel =
1,040.0
2,686.7
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
A)dal Dead Load on Stem a
A)dsl Live Load on Stem -
Soil Over Too
0.63
Surcharge Over Toe
Stem Welght(s)
600.0 1.511
950.0
Earth Q Stem Transitions=
Footing Weight
487.5 1.63
702.2
Key Weight
1.33
Vert. Component
Total
2,127.6 lbs R.M.=
4,428.9
Ayjal live load NOT included in total displayed or used for overturning
resistance, but is included for son pressure calculation.
Use menu item Settings > Printing & Title Block Title G'w/4Q Page : 3
to set these rive lines of information Job# 2 Osgnr. BTJ Dole: 14MAY2019
foryourprograrn. Description
This Wallin File: R:�_2019 Projects\10055.10 Westgand Res. Tree Damagek_Simctum(\Engineering\Wost
RetaLnPro (c) 1987-2016, Build 11.16.03.31
U..nse: KW46058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13
Ucense To; CG SNGINEERING
T-11t
Horizontal Deflection atTop ofWall due to settlement ofsoil
(Deflection due to wall bending not Considered)
Soil Spring Reaction Modulus 250.0 pet
Horizontal Dell @ Top of Wall (appm)dmate only) 0.105 in
112 UQ�g calgolati.n is not alid If the heel soil be.,Lna orass�,m e.Ceeds that of the toe,
because the wall wakild then tend to relate into the retained soil,
GENERAL IN OTES
LIFE SAYIETY NOTES (confinuedl
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 7:00arn to 6:00prn on weekdays and
10:00am and 6:00pm on Saturdays, excluding Sundays and
Federal Holidays. At all othertimes 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 duriiig 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 permit 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
Handraits 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 11 or of equivalent
graspablity. IRC 311.7.8
1vide one operable escape window in the basement, habitable
c and in each sleeping room meeting all of the following
uirements:
-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 height to a yard 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
FOOTINGSTOUNDATIONS
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 beating system shall have R- 10 insulation provided
throughout the entire slab area.
.1RC 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 in 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"x3"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 thail 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
permitted 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
requi . Lres 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- 1 Od nails at each side of
.the opening. 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"x3O" 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 eave vents with the balance provided by
the eave 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.
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MECHANICAL NUTES PLUMBEN(i 1NU'1h,`3 PlKh-KA I hl) UUN NTK U U1 1UN
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
1FGC 303.3 304.4 304.5 1
An exhaust hood/system of >400cfin 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 UL 18 1 A 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.
11RC 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 of
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 absorbinor devices (e.g. air chambers, mechanical
tl
devices, hammer arrestors) shall be accessible or installed per
manufacturer. UPC 609.10
JMinimum Y' air -gap required at dishwasher. UPC 414.3
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
lDraftStODS shall be installed in combustible construction where there is
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:
I.Celling 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
[eight verification shall be done by the applicant's agent/contractor and
bserved by the Building Inspector on site. The agent/contractor shall set
p the equipment (transit/builders level), establish the datum point, and the
oint of average grade. These items must be consistent with the approved
lans. If the proposed height of a building (as shown on the plans) is
7ithin 12 inches of the maximum height permitted for the zone, an
levation survey is required. An elevation survey consists of three
D111ponents to be conducted by a licensed surveyor. 1) Prior to
Dnstruction, the surveyor shall establish average grade as specified in
CDC 21.40.030, and shall establish a reference datum point that will be
ndisturbed and can be freely accessed. 2) The surveyor shall locate the
levation of the first floor prior to the City under -floor inspection. 3) A
.nal letter of height confirination shall be provided upon completion of the
AVERAGE GRADE
CORNER POINT ELEVAT70N
A 2842
D 2&2.1'
C 283.11
P 285.6
AVERAGE GRAPE = 28,3a'
HEIGHT LIMIT = 305.8'
'Nothing in this permit approl process shall
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GENERAL NOTES
THESE DRAWINGS ARE 11-E PROPERTY OF FUR LLC. ANY PEPROPLCnONS MUST 13E AUTHORIZED BY THE ARCHITECT AND MUST BEAR TIE NAME OF THE
ARCHITECT. @ COPYRIGHT 2019 BY H2P. U-C. THESE DRAWINGS APE PROTECTED BY FEDERAL AND STATE COPYRIGHT LAWS.
1. CODESIREGULAIIONS,
-CONSTRUCTION TO CONFORM TO THE 2015 INTERNATIONAL RESIDENfIAL CODE (IKC� WASHINGTON STATE LAWS AND REGULATIONS. CURRENT
WASHINGTON STATE RESIDENTIAL ENERGY CODE AND VARIOUS CODES IMPOSED BY LOCAL AUTHORITIES.
-A SEPARATE PERMIT MAY 13E REQUIRED FOR FLUM3ING, ELECTRICAL, ANP/OF MECHANICAL WORK AS APPLICABLE
-A COPY OF THE APPROVED PERMIT PLANS MUST BE ON THE JOB SITE DURING CONSTRUCTION.
2._���ONSIBILITY�
THE CONTRACTOR 15 TO VERIFY ALL PIMEWMN5 AND STRUCTURAL MEMBER SIZES-
-DO NOT SCALE CONTRACT POCUMEN rb.
-IF ANY DISCREPANCIES IN THE PRAWIK05 OR FROM THE COPES ARE NOTED, ARCHTECT 15 TO BE NOTIFIED IMMEDIATELY.
-ALL CHANGES MADE BY THE CONTRACTOR SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO
CONSTRUCTION-
-THE ARCHITECT SHALL NOT HAVE CONTROL OR CHARGE OF. AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS. SAFETY
PRECAUTIONS. ACTS OR ON11551OW, OR PERFORMANCE OF THE CONTRACTOR
-CONTRACTOR SHALL BE RESPONSIBLE FOR THE PERFORMANCE AND WEATHER PROOFING OF THE ENTIRE BUILDING. rrS COMPONENT EQUIPMEW, AND
PARTS.
-ALLSTFUCTURAL SYSTEMS SUCH AS WOOD TRUSSES WHICH APE TO BE COMP05EP OF COMFONE14TS TO BE HELD ERECTED SHALL BE 5UPEPVISEP BY
THE SUPPLIER DURING MANUFACrURING, DELIVERY. HANPLIW,. STORAGE, AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE
SUPPLIER.
-ALL WORK MST FOLLOW CUPFENTPRP RULES AND REQUIREMENTS AS DEFINED BY THE EFA AND THE STATE OF WASHINGTON.
-ALL WASTE AND REFUSE CAUSED IN CONNECTION WITH THE WORK SHALL BE REMOVED FROM THE PREMISE5 AND PISPOSED OF 13Y TIE CONTRACTOR
THE PREMISES SHALL 13E LEFT CLEAR AND CLEAN TO THE SATISFACTION OF THE OWNER.
-CONTRACrOR SHALL PESIGN AND INSTALL SHORING AS REQUIRED TO PERFORM WORK ENGINEERING. CONSTRUCIION AND SAFETY OF THE SHORING
SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
3 .
-FOUN ON PE51GN 1513A5EP ON AN A55UMEP AVERAGE SOIL BEARING OF 2.000 PSF OR PEP GEOTECHNICAL REPORT. ALL FOOTINGS SHALL BE
CAS r ON UNPISTURPEP FIRM NATURAL SOIL OF COMPACTED SOIL OF 2.000 FSF DEAFING CAPACITY AT LEAST I-&- BELOW LOWEST ADJACENT GRAM
AND FREE OF ORGANIC MATERIALS. FOOTING EXCAVATION SHALL BE FREE OF L005E SOILS. DEBRIS. AND FREE WATER AT ALL TIMES. THIS OFFICE TAKES
NO RESPONSIBILITY IN VERIFYING THE ACCURACY OF ENGINEERING PATA SUPPLIED BY OTHERS.
4 .
-APPLY ROOFING IN ACCORDANCE WITH TRC CHAPTER 9. FROADE ATTIC VENTILATION AS INDICATED ON DRAWINGS AND AS OUTLINED IN NO BEG ROOS.
-THE NET FREE VENTILATING, AREA SHALL BE NOT LE55 THAN ItI5O OF THE AREA Or THE SPACE VENTILATED. EXCEPT THAT THE AREA MAY 13E 11300
PROVIDED AT LEAST 50 PERCENT OF THE REQUIRED VENTILATING AREA 15 PROVIDED 13Y VENTILATION LOCATED IN THE LIPPER PORTION OF TIE SPACE TO
13E VENTILATED AT LEAST 5 FEET ABOVE EAVE OF CORNICE VENTS WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CORNICE
VENI75 (IRC SEC R806)
-ATTIC ACCESS: MINIMUM 22"x 3U'WITH MINIMUM W HEADROOM. UNOBSTRUCTED, READILY ACCESSIBLE OPENING. IRC SEC R807. ACCESS POOR5
SHALL BE WEATHERSTRIPPEP AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES.
-IN IZOOM5 NOT PROVIDED WITH AN OPERABLE WINDOW OF 15 Sa FT. OR GREATER. A MEMANICAL VENTILATION SYSTEM CAPABLE OF PROVIDING 5 AIR
CHANGES PER HOUR SHALL BE PROVIDED
-VENT PRYFF, 13ATH FANS. AND RAN9ESIOVENS, TO THE OUTSIDE
-VENT FANS SHALL TERMTRA rE AT THE EXTERIOR OF THE BUILDING, PEP IIZC 5ECWN M1I AND IMC 5ECrK)N 501,3.
-INSULATE ALL DUCTS OUTSIDE OF CONP17IONED SPACE PER WA STATE ENERGY COPE
-KITCHEN RANGE HOOPS: RANGE HOOPS CAPABLE OF SHAUSTING MORE THAN 400 CFM REQUIRE MAKE-UF AIR PER IRC M1503.4.
6. GLAZING,
-TO BE IN COMPLIANCE WITH IRC SEC F308 AND WASHINGTON STATE SAFETY GLASS LAW. EXCEPTIONS, ARE AS OUTLINED IN WC SEC R305.
-GLAZING, IN LOCATIONS SUBJECT TO HUMAN IMPACT SUCH AS GLASS IN DOORS. GLAZII-r, WITHIN 24' ON EITHER SIPE OF A POOR OPENING. GLAZING
CLOSER THAN V TO A FLOOR, SHONEF POOR5 AND TU13 ENCLOSURES SHALL BE WIRE REINFORCED. TEMPERED GLASS. LAMINATED SAFET? GLASS OR
SHATTER RE515TANT PLASTIC
-SLIDING GLASS DOORS TO BE SAFETY GLAZING. LAMINATED OR TEMPERED GLASS.
-SHOWER ENCL05UPES SHALL BE APPROVED WIRE REINFORCER TEMPERED OR LAMINATED SAFETY GLASS OR SHATTER RESISTANT PLASTIC.
-GLAZING WITHIN 16" OF FLOOR ANIP GREATER THAN W IN LEAST DIMENSION SHALL COMPLY WITH IMPACT LOADS. SEE PLANE.
-ALL EXTE '[OR WALL GLAZING, SHALL ESE DOUBLE GLAZER UNLESS NOTED OTHERWISE. AND COMPLY WITH STATE OF WASHINGTON ENERGY COPE.
-EGRESS IN EVERY SLEEPING, ROOM SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.7 50. Fr. THE MINIMUM NET CLEAR OPENING HEIGHT PIMEN5
SHALL BE 2,V. MINIMUM NET CLEAR OPENING WIDTH OF 20"AND A FINISHED SILL HEIGHT NOT MORE THAN 41VA13OVE TIE FLOOR. IRC SEC R310.
7. ENERGY.
-ALL MATERIALS. WORKMANSHIP AND CONSTRUCTION SHALL CONFORM TO IRC REQUIREMENTS AND THE WASHNGTON STATE ENERGY COPE, LATEST
EDITION. VERIFY ALL CONPITIONS BEFORE PROCEEDING, WITH WORK
-APPLICATION AND INSTALLATIONS OF INSULATION AND VAPOR BARRIERS SHALL COMFLY WITH STATE OF WASHINGTON THERMAL INSULATION
STANDARDS.
-BUILDING AIR LEAKAGE TE5 TING. PER SEC 502,15, 15 REQUIRED PRIOR TO FINAL INSPECTION. TIE TEST RESULTS SHALL BE P05TEP ON THE
RESIDENTIAL ENERGY COMPLIANCE CERTIFICATE
-EACH DWELLING UNIT 15 TO RAVE ONE PROGPAMMAE5LE THERMOSTAT FOP REGULATION OF TEMPERATURE FER SEC 503b.l.
-A SIGNED AFFAPAVIT DOCUMENTING, THE DUCT LEAKAGE TEST RESULTS SHALL BE PROVIDED TO THE BUILDING, INSPECTOR PRIOR TO AN APPROVED
FINAL INSPECTION.
-PUCr LEAKAGE TEST RESULTS SHALL BE PROVIDED TO THE BUILDING INSPECTOR AND HOMEOWNER PRIOR TO AN APPROVED FINAL IN5PEC110N.
-MINIMUM 7511. OF PERMANENTLY INSTALLED LAMPS IN LIGHTING, FIXTURES SHALL 13E HIGH EFFICACY LAMPS FER SEC 404.1.
-WHERE THE PRIMARY HFATING, SYSTEM 15 A FORCEP-AIR FURNACE, AT LEAST ONE THERM05TAT PER DWELLING UNIT SHALL BE CAPABLE OF
CONTROLLING THE HEATING, AND COOLING 5Y5TEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENT TEMPERATURE SET POINTS AT PFFERENT TIMES OF
N THE PAY. THE THERMOSTAT SHALL ALLOW FO, AT A MINIMUM. A 5-2 PROGRAMMABLE 5CHEPULE (WEEKPAYSAVEEKENPS) AND 13E CAPA13LE OF
p 8_PROVIPING, AT LEAITTWO 1POGRAMMABLE51EYDACKS PER PAY*
STAIRS,
4ANIMUM HEADROOM 6-6' . MINIMUM TREAD 19' . MAXIMUM RISER 7 314'
-HANDRAIL: REQUIRED AT ALL 5TAIR5 WITH MORE THAN 4 R15ER5 PEP WC 311.7.8. MINIMUM 3,V'ANP MAXIMUM 3F ABOVE TREAD NOSING. OPEN SIPES Or
STAIRS MORE THAN 30"ADOVE ADJACENT FLOOR SHALL RAVE RANPRAILS AND GUAPPRAILS. HANDRAIL TO BE I I/,V'-Z'CKO55 SECTIONAL DIMENSION AND
11/2" AWAY FROM WALL
GUAFPRAL: SHALL BE MIN 36'IN HEIGHT WHERE ADJACENT SURFACE OR GRAPE 15,30"OF MORE BELOW. RAII-11,155 SHALL 13E SPACED TO NOT ALLOW
THE PA55AGE OF A 4P SPHERE PER 1RC 312.1.
-INSTALL FIRE BLOCKING AT MIP-STRINGER SPAN AND AT WALL ALIGN 5TRTNGEK
-COVER WALLS AND SOFFITS OF USABLE SPACE UNDER STAIR WITH 5/8" rYPE ")TGYPSUM WALLBOARD.
4NSULA11ON TO MEET THE CURRENT WASHINGTON STATE ENERGY COPE PEQT5 FOR TABLE P402-1.1. TA13LE P402.0 AND SECIION R402. REFER TO
PRESCRIPTIVE TABLE ON SHEET Ot
-EXISTING WALL AND FLOOR CAVITIES EXP05ED DURING, CONSTRUICTION FOUND UNINSULATER OR WITH DAMAGED INSULATION (DISCOLORED.
WET. DAMAGED. OF PETERIORATEP) SHALL 13E FILLED WITH R-15 INSULATION AT 2X4 FRAMING AND WITH P-21 INSULATION AT 2X6 FRAMING. FEF
SEC FM3.1.1-EXCEFflON 2.
-WALLS TO BE INSULATED WITH MINIMUM P-21 INSULATION. BELOW GRADE WALLS TO BE INSULATED WITH MINIMUM R-21 INSULATION, ALLOW FOR THERMAL
13PEAK BETWEEN FLOW SLAB AND 15ASEMENT WALL UNLESS NOTED OTHERWISE
-PODF AND CEILING INSULATED WITH R-49 DLOWN-IN AT FLAT CEILINGS AND R-38 H.P. DArr AT VAULTED AREAS UNLESS NOTED OTHERWISE
-FOOF.- ALLOW FOP A MINIMUM 11' CLEAR BETWEEN TOP OF INSULATION AND BOTTOM OF SHEATHING FOR VENTING UNLESS NOTED OTHERWISE
VENrING 15 REQUIRED IN EACH MST SPACE. WHERE CONTINUOUS YENIING WITH A JOIST SPACE 15 TNTERPUFTED BY A HEADER (FOR EXAMPLE AT A
SKYLIGHT OR Hlf� PROVIDE (2) 1112" VENTING HOLES AT THE TOP OF THE RAFTER AT THE HEADER TO ALLOW Fop CPNnNUOU5 THRU-YENTING, INTO THE
NEXT JOIST SPACE UNLESS NOTED OTHERWISE
-FLOORS: INSULATED WITH F-30 DATTINSULATION OVER UNHEATED SPACE UNLESS NOTED OTHERWISE-
-5LAB-ON-GRAOE, PROVIDE EXTRUDED RIGID CLOSED CELL 1, 10 INSULATION INSULATION TO PROVIDE THERMAL BREAK BETWEEN SLAB AND FOOTING AND
RUN FROM THE TOP OF THE SLAB TO THE BOTTOM OF THE FOOTING. INSULATION MAY BE INTERRUPTED FOR 6' FVEIZY 2'-O'TO ALLOW FOR DOWELING TO
TE SLAB AND FOOTING TOGETHFF, UNLE55 NOT ED OTHERWISE
10, ��()N:
- THEGARAGESIPF 5/8"TYPEW GWI5 WHERE THERE 15 LIVING SPACE ABOVE 5UPPORTINGCOLUMNS. WALLS AND BEAMS USE
1/2" GWD FER IRC R302.6
-OPENINGS INTO A GARAGE: OPENINGS INTO A GARAGE SHALL HAVE A SOUP WOOD OR FONEYCOMD-CORE STEEL POOR NOT LESS THAN 1-3/8' THICK. OF,
20-MINLTE FIRE RATING ' POOR5 SHALL BE EQUIPPED WITH A 5ELF-CLOSING, DEVICE PER PC R302b.l.
11. VAPOR BARRIERS,
-AN APPROVED VAPOR BARRIER SHALL BE INSTALLED AT EXTERIOR WALLS AND AT ALL POOP PECKS, BELOW ENCL05EP JOIST SPACES WHERE CEILING,
FINISHES, ARE DIRECTLY INSTALLED TO JOISTS, AND ANY OTI-ER WALL OR CEILING SURFACES WHICH RECEIVE INSULAnON. THIS VAPOR BARRIER MAY BE
A COMPONENT Of THE INSULATION MATERIAL. APPLICATION AND INSTALLATIONS OF INSULATION AND VAPOR BARRIERS SHALL COMPLY WITH STATE OF
WASHINGTON THERMAL INSULATION STANDARPS.
12. FIRE SAFETY,
-SMOKE ALARMS/PETECTORS (5.D.): SMOKE ALARMS/DETECTOPS SHALL BE INSTALLED IN ALL SLEEPING ROOMS. IN THE AREA OUT51PE THE SLEEPING
ROOM AND IN OMER LOCATIONS PER IRC R314 POWER SOURCE AND INTERCONNECTION PER IRC.
-CARBON MONOXIDE DETECTORS (CJAD� SHALL HAVE AN AFPROVEP CAP13ON MONOXIDE ALARM INSTALLED OU 151PE OF EACH SLEEPING AREA IN
DWELLING UNITS AND IN EACH LEVEL IN ACCORDANCE WITH THE MANUFACTUREK5 REQUIREMENTS PEP IRC315. SINGLE STATION CARBON MONOXIDE
ALARMS SHALL 13E LISTED AS COMFLYTNG WITH UL2034 AND SHALL BE IN55TALLEP IN ACCORDANCE WITH THIS COPE NFFA 720-2012 AND THE
MANUFACTURW5 INSTALLATION INSTRUCTIONS.
-CARBON MONOXIDE PETECTION SYSTEMS PER IRC 315.2 THAT iNCLUPE CA? 13ON MONOXIDE PETECTORS AND AUPIDUE NOTIFICATION APPLIANCES,
INSTALLED AND MAINTAINED IN ACOORPANCE WITH TH15 SECTION FOR CARBON MONOXIPE ALARMS AND NFFA 720-2012,5RALL BE PERMITTER THE
CAR13ON MONOXIPE DETECTORS SHALL 13E LISTED AS COMPLYING WITH UL 2075. WHERE A HOU5EHOUP CAREON MONOXIDE DETECTION SYSTEM 15
INSTALLED T SHALL 13ECOMEA PERMANENTFIXTUREOFTHF OCCUPANCY.
13, CERTIFI�TATF
_"T
- A PERMANENT CERTIFICATE SHALL 13E COMPLETED AND P05TEP ON OF, WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY THE BUILDER OF,
p
,EGi5TEPED DESIGN FROFE55TORAL THE CEP nFICATE SHALL BE COMPLETED BY THE BUILDER OR FEG15TFFEP PE51GN PPOFE55IONAL AND SHALL NOT
COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LAVEL. 09 OTHER REQUIRED LABELS. THE CERTIFICATE
SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INS rALLEP IN OR ON CFILING/POOF WALLS. FOUNDATION (5LAD, DELOW-GRAPE WALL, ANP/OP
FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES. U-FACTOR5 FOR FENESTRATION AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND
BUILDING ENVELOPE AIR LEAKAGE TESTING PONE ON THE BUILDING. WHERE THERE 15 MORE THAN ONE VALUE FOR EACH COMPONENr, 11-E CERTIFICATE
SHALL LIST THE VALUE COVERING 11-E LARGEST AREA THE CERTRIFICATE SHALL LIST THE TYPES OF EFFICIENCIES OF HEATING. COOLING. AND SERVICE
WATER HEATII�r, EQUIPMENT.
-THE BUILDING, OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES FER HOUR
TESTING SHALL BE CONPUCrEp WITH A 13LOWER POOP AT A PRESSURE OF 02 INCHES MG. (50 RASCALS). WHERE REQUIRED BY THE COPE OFFICIAL.
TESTING SHALL BE CONPUCIIEP BY AN APPROVED THIRD PARTY. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL 13E SIGNED BY THE PARTY
CONDUCTING TIE TEST AND PROVIDED TO THE COPE OFFICIAL TESTING SHALL BE PERFORMED AT A14Y TIME AFTER CREATION OF ALL PENETRATIONS Or
THE 13LALPTW THERMAL ENVELOPE.
PROJECT INFORMATION
PROJECT OWNER: BILL WFSTGAPD
72413TH WAY SW
EDMONDS WA 95020
PROJECT ARCHITECT HEIDI HELGESON
PROJECT DESIGNER: JAMES DRUMINRIGHT TV
H2P ARCHITECTURE . DESIGN
23MO EDMONDS WAY, #M
EDMONDS. WA 98020
STRUCTURAL ENGINEEP_ DENNIS TITUS
CG ENGNEERING,
250 4TH AVE S. SUITE 200
EDMONDS, WA. 98020
425 77&-8500
PROJECT DESCRIPTION, TREE DAMAGE REPAIR, REMODEL AND 1855F MAIN FLOOR
ADDITION OYER EXISTING GARAGE
PROJECT APPRESS: 724 13TH WAY SIN
W
TAX LOT NUMDEP, 0064700000200
LEGAL DESCRIPTION: SUNSET WEST NO. 7 5UK 000 P-00 - LOT 2 SUBJ
z
ESE PUP & CEN TU
W
CD
b
CC")
C/) GO
M
LAND USE CODE COMPLIANCE STATISTICS
<
3:
ZONE-. KC-6
MAPPEP LANP5UPE
U)
UOT COVER LOT AFEA,- 11,525
1-- 0
(y) Z
EXISTING HOUSE, t615.7 5F
<
0
M MANGE PROPOSED. ADDITION WITHIN EXISTING FOOTPRM
2
EXISTING LOT COVERAGE: 1,615.7 SF
ALLOWED LOT COVERAGE- 11,525 SF X 35% 5411 SF -OK
(D
0
I—
LU
REQP SETBACKS SIPE SETBACK (ALL SIDES): 5'
U)
W
PARKING. EXISTING GARAGE PARKING, SPACES TO REMAIN
BUILDING, HEIGHT (3UIUDING-H6GFeLIh -26
WFORMATIOR PEFEkTOSiEETA2DAWA2.IFORDEFAILEP
HEIGHT INFORMATION
ENERGY CREDIT INFORMATION
ENERGY CREDIT FROMMASHINGTON STATE ENERGY CODETA13LE 4062
APPMON5 LESS THAN 5005F. OJ5 CREDITS
5. EFFICIENT WATER HEATING:0.5 CREDITS
AU_5HOWERHFAP AND KITCHEN SINK FAUCETS INSTALLED IN TIE HOUSE SHALL BE WED
AT L7fYGPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT tOGFM OR
LESS -
PRESCRIPTIVE REQUIREMENTS - AULCLIMATFZONES
LOCATION
R YALUF
LLFACTOR
FENESTRATION LLFACTOR
N/A
030
5KYLn�HYFAcrw
NIA
0.50
GLAZED FENESTRATION SHGC
NIA
NIA
CEILING
49
0.026
WOOD FRAME WALL
21 INT
0.056
MASS WALL R-YALUE
21/21
0,056
FLOOR
30136
OD29
BELOW GRAPE WALL
1010/21 INT , 115
OD42
SLAB R-YALUE AND DEPTH
10. 2 Fr
NIA
SHEETINDEX
Ot PROJECT INFORMATION, VIC! N5
A10 LOWER AND MAIN FLOOR PEMO MAELA RK
ALI LOWER AND MAIN FLOOR PLAN SUBJECT
Al2 ROOF FLAK WINDOW AND POO SCHEPUU!�
A2.0 EXTERIOR ELEVATIONS 1) TO FIELD
A2.1 EXTERIOR ELEVATIONS
A3.0 13LALDINO 5EMONS, WALL 5E )N§PXTION FOR
A4.0 TYR. DETAILS
Stl STRUCTURAL NOTES CODE COMPLIANCE
912 SCHEDULES
SZ1 FOUNDATION. MAIR SECOND FLOOR FRAMING FLAN
522 ROOF FRAMING PLAN
55-1 FOUNDATION PETAILS
S4j�l WOODFRAM L CITY OF EDMONDS
WOOD :NG PETAI 5
F FRAM W, DETAILS BUIL . N
55.1 'OOF FRAMING DETAILS DI
IS DEPARTMENT
WORK
ADORE s
1 20-
S
OWNER
APPROVED DATE
BLDG. OFFICIAL:
P MIT R
ER �t�MB'�E
BIRCH
J�� �9716 REGISTERED
ARCHrTECT
HEIDI MICHELLE HELGESON
STATEG-SHINGTON
H 2 D
A R 0 H I T E C T U R E
D E S I G N
123020EDMONDSWAY, #113
EDMONDS, WA 98020
P. 206 . 542 . 3 7 34
www.h2darchitects.com
DATE: 5/14/2019
(cy'a C(D?Y
PERMIT SET
PROJECT INFORMATION,
VICINITY MAP, GENERAL
NOTES, AS -BUILT PLANS
RECE-2VED
MAy 2 0 2019
BUILDING
N
VICINITY MAP (NTS)
11
I F
EXISTING LINE OF
PECK ADOVE TO
REMAIN
ZI0
NG LINE OF
DAY ADOVE TO
REMAIN
EXISTING BEAM ADOVE
TO REMAIN
EXISTING LI�NE OF
TO
STAIRS ADOVE TO
REMAIN
M7:
��l I I I I
W LL] lEA
DEK40 WINDOW. SAW CLT
COWRETE AND ?PEP FOP
NEW POOP
EX15TIW, DEAM��
STRUCTURAL
EXISTING 15EAM ADOVE
TO REMAIN
EXISTING LINE OF
PORCH A13OVE TO
REMAIN
N
LOWER FLOOR DEMOLITION PLAN
SCALE- 1/#' = l'-U' NOTES:
= EXISTING WALLS 1. CONFIRM ANY ITEMS FOP SALVAGE WITH OWNER PRIOR TO DEMOLITION.
rl—I PEMOWALLS
MAIN FLOOR DEMOLITION PLAN
SCALE:1/4�' = T-0"
= EXISTING WALLS
rl — I DEMO WALLS
DEMO ROOF A13OVE
GARAGE. PREP FOP NEW
ADDITION
DEMO EXTERIOR WALL.
PREP FOP NEW ADDITION
NOTES:
1. CONFIRM ANY ITEMS FOR SALVAGE WITH OWNER PRIOR TO DEMOLITION.
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HEIDIMICHE�HEW—
STATECFWMHIN�
H 2 D
AR C H ITE CT U R E
D E S I G N
23020 EDMONDSWAY, #113
EDMONDS, WA 9802 0
P. 206 . 542 . 3 734
www.h2darchitects.com
DATE: 5/1412019
N
PERMIT SET
LOWER AND MAIN FLOOR
DEMOLITION PLAN
REcavc-:'o
MAY 2 0 2019
BUILDING
A1.0
p
RECREATION
EXI57NG
Fd F LAUNDRY
EXIS17NO EXISI-ING
EXISTING
l5nNG
BATH
EXISTING
EXISTING
15-ING
'n
0
DJC.Kp
112—
INSTALL DRAIN
0 LANDING
TYP - EXISTING
CONCRETE ISING
RETAINING
WALL PER 7
STPL)CTUPALJ I
STORAGE
EXISTING
0 F 4) 7- 5/8'. 1
W, -3/ I'l U
iT 6 D11"
6' iAF DR, kIL I i HT
GARAGE
EXISnNG
EXISTING
LOWER FLOOR PLAN
SCALE: 1/4�' = T-G' NOTES:
F_� Fxis-nNGWALLS 1. ALL DIMENSIONS ARE GIVEN TO THE FACE OF STUD UNO.
MM NEW WALL5 2. ALL POOR AND WINDOW DIMENSIONS ON THIS PLAN ARE POL43H OPENING SIZES, UNO.
3. SEE ATTACHED W5EC FORMS FOP ENERGY COPE COMPLIANCE INFORMATION.
4. INSTALL SMOKE DETECTORS (S.P.) AT LOCATIONS SHOWN. HARVINIKE AND INTERCONNECT PETECTOPS TO
POWER SUPPLY AND PROVIDE DATTEFY DACKUP AS REQUIRED.
5. INSTALL CAP13ON MONOXIDE ALARMS (C.M.P.) OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE
VICINITY OF THE DEPPOOMS. THE ALARM AND SHALL 13E LISTED AS COMPLYING WITH UL 2034 AND SHALL DE
INSTALLED IN ACCORDANCE WITH TPC P3155 AND THE MANUFACTURERS INSTALLATION IN5TPUCTIONS
EXISTING FIREPLACE TO
REMAIN. EXTEND CHIMNEY
AS REQUIRED TO MEET IRC
CODE REQUIREMENTS FOR
NEW POOF HEIGHT
EXISTING A13V ADV
------ DMNH�G LIVING
REPLACE FLOORING REPLACE FLOOPIN(G
A13V A13V
(D
DECK 1-5
EXISTING --------- ---------
15LANP
KITCHEN A�
(D
REPLACE FLOORING RANGE HOOD, VEN[r TO
OUTSIDE; FOODS OVER
400 CFM PEG MAKE A13Y
A13Y Up AIR
<
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L ----- -LAyRlTlT=
PRIOR TO EX15TIN
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ADV
VERIFY
-'BEDROOM r-. L: —
REPLACE FLOORING 13EMO(
OATH EXISTING
_EXIS'nWG
u BATH 0
EXISTING EXISTI
A13V 0
_EXIS NG
H
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E
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4N 'T,
0 ,
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EDROOM
REPLACE FLOORING
BEDROOM
EXISTING
L
0-41/2"+/-
APPITION
3&,3 3/4"+/- ALIGN Wl GAFAGE 13EL
17,
MAIN FLOOR PLAN
SCALE.- 1/4�' = T-C"
EXISTING WALLS
NEW WALL5
GROSS FLOOR AREA (MEASUPEP FROM INSIDE OF EXTERIOR WALLS)
EXISTING LOWER FLOOR AREA
656.1 SF
EXISTING MAIN FLOOR AREA.
13375 SF
NEW ADDITION:
184.9 SF
NEW MAIN FLOOR AREA:
1522.4 EF
GARAGE (UNCONDITIONED)
bI4.2 SF
TOTAL CONDITIONED AREA
2178-5
NOMS:
I ALL DIMENSIONS ARE GIVEN TO THE FACE OF STUD UNO.
2. ALL DOOR AND WINDOW DIMENSION5 ON THIS PLAN AFE ROUGH OPENING 51ZE5. LIND
3. SEE ATTACHED WSEC FORMS FOP ENERGY CODE COMPLIANCE INFORMATION.
4. INSTALL SMOKE PETECTOPS (S.P.) AT LOCATIONS SHOWN. HARVWIRE AND INTERCONNECT DETECTORS TO
POWER SUPPLY AND PROVIDE DATTEPY DACKUP AS REQUIRED.
5. INSTALL CAFDON MONOXIDE ALARMS (C.M.P.) OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE
VICINITY OF THE 13EPFOOM5 THE ALARM AND SHALL DE LISTED AS COMPLYING WITH UL 2034 AND SHALL DE
INSTALLED IN ACCORDANCE W� IRC P3153 AND THE MANUFACTUPERS INSTALLA11ON INSTRUCTIONS
VERIFY
EQUAL SPACING
OF WINDOWS AT
FPON r
ELEVATION
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REGISTERED
ARCHDECT
GHEIDI MICH— HEWE N
—0—HINGTO
H 2 D
A R C H I T E C T U R E
D E S I G N
23020EDMONDSWAY, #113
EDMONDS, WA 98020
P.206 . 542 . 3734
www.h2darchitects.com
DATE: 5/14/2019
PERMIT SET
LOWER AND MAIN FLOOR
PLANS
RECOVED
MAY 2 0 2019
BUILDING
A1.1
LINE OF EX1511NO
PECK DELOW-
m
5.12 SLOPE 5.12 SLOPE
m
52
3.12 ELOPE
ROOF PLAN
SCALE: I/#' = 1�9'
m
ATTIC VENTILATION REQUIREMENTS
ATTIC VENTILATION NOTES:
TOTAL NET FREE VENTILATING AREA SHALL NOT DE LESS THAN 1/150 OF THE AREA OF
THE SPACE VENTILATED EXCEPT THAT PEPUCTION OF THE TOTAL TO 1/300 IS
PERMITTED PROVIDED THAT AT LEAST 40 PERCENT AND NOT MOPE THAN 50 PERCENT
OF THE REQUIRED VENTILATING AREA 15 PROVIDED e�Y VENTILATORS LOCATED IN THE
UPPER PORTION OF THE SPACE TO DE VENTILATED AT LEAST V ADOVE THE FAYE
VEN 1`5 WITH THE DALANCE OF TI-E REQUIRED VENTILATION PROVIDED DY THE EAYE
VENTS.
MAIN POOF
NEW ATTIC AREA = 1605.2 SF
PEQUIREP VENTILATION AREA = 5.4 SF OR 770.4 50 INCHES (W52 5Q INCHES AT THE
EAVE; 385.2 50 INCHES AT RIDGE)
PROVIDE COP -A -VENT V-300 RIDGE VENTING CONTINUOUS AT RIDGE FOP, MINIMUM
W5.2 SO INCHES MIN
PROVIDE (3) 1 1/Z' CIRCULAR OPENINGS PEP 13AY = W52 50 INCHES MIN 0 EAVES
m
RIDGE
EXISTING FIREPLACE TO
REMAIN, EXTEND CHIMNEY
AS REQUIRED TO MEET IRC
COPE REQUIREMENTS FOP
NEW FOOF HEIGHT
LINE OF MAIN FLOW DELOW.
TYP
t
---------- I
I
O.H.
2
DOOR SCHEDULE
ID R.O. DIMENSIONS -SEE NOTE 1T- DOOR LEAF DIMENSIO TYPE THICK I AREA NOTES - U-VAL
WIDTH HEIGHT w (SF)
LOWER FLOOR
01 IV-2" &-10 1/2" T-a-0- 6�0' SWING 120.00 IVEFIFY HEAP HEIGHT
TOTAL EXTERIOR DOOR AREA-. 20.00
MANUFACTURER: INTERIOR: TO DE SELECTED
EXTERIOR: TO 13E SELECTED
NOTES:
1. VERIFY ROUGH OPENING 51ZES WITH SELECTED MANUFACTURER FEQUIPEMENTS
2. SEE ELEVATIONS FOP CONFIGURATION
.3. VERIFY ALL SIZES AND ROUGH OPENINGS PRIOR TO CONSTRUCTION
4. CONTACT ARCHITECT IMMEDIATELY WITH QUE51IONS
WINDOW SCHEDULE
ID ROUGH OPENING *SEE NOTE I � ROUGH HEAD I TYPE I OPER AREA NOTES
IWIDTH HEIGHT FROM SUBFLR. U-VAL
MAIN FI OOR
01
I& -a.
14LO"
16-10112"
JA
IRS.
124.00
1 EGRESS WINDOW, VERIFY HEAP HEIGHT TO MATCH EXISTING
1 0.30
1*0"
16-10110-
JA
IRS.
124.00
IEGPE55 WINDOW; VERIFY HEAD HEIGHT TO MATCH EXISTING
ow
WIN FLOOR - T.Q. FiLhim
03
1�10"
FIXED
5.50
VERIFY SKYLIGHT DIMENSIONS WITH OWNER PRIOR TO ORDERING
0.50
04
ILIO"
:Y-cl
FIXED
5.50
VERIFY SKYLIGHT PIMEN51ON5 WITH OWNER PRIOR TO ORDERING
0.50
05
1LIC'
aLO..
FIXED
5.50
VERIFY SKYLIGHT DIMENSIONS WITH OWNER PRIOR TO ORPEPING
0.50
06
1LIO"
a-o"
FIXED
5.50
VERIFY SKY06HT PIMEN5101,15 WITH OWNER PRIOR TO OFPEPW
0.50
07
T-10"
a -a,
FIXED
5BO
VERIFY SKYLIGHT DIMENSIONS WITH OWNER PRIOR TO ORDERING
0.50
06
1�191
a-T
FIXED
5.50
VERIFY SKYLIGHT DIMENSIONS WITH OWNER PRIOR TO ORDERING
0.50
09
a -a.
I FIXED
15.50
VEFIFY SKYLIGHT DIMENSIONS WITH OWNER PRIOR TO ORDERING
10
IL191
[FIXED
15.50
IVERIFY SKYLIGHT DIMENSIONS WITH OWNER PRIOR TO ORDERING
0.50
11
a -a.
FIXED
15.50
1 VERIFY SKYLIGHT DIMENSIONS WITH OWNER PRIOR TO OPPERM
0.50
12
a -a.
I FIXED
15-50
1 VERIFY SKYLIGHT DIMENSIONS WITH OWNER PRIOR TO ORDERING,
0.50
TOTAL EXTERIOR WINDOW AREA: 86.50
MANUFACTUPEF: TO 13E SELECTED
5EPIE5: TO DE SELECTED
NOTES:
1. VERIFY ROUGH OPENING SIZES WITH SELECTED MANUFACTURER REQUIREMENTS
2. SEE ELEVATIONS FOR CONFIGURATION
3. VERIFY ALL SIZES AND ROUGH OPENINGS PRIOR TO CONSTRUCTION
4. VERIFY EXISTING ROUGH OPENINGS WHERE WINDOWS ARE DEING REPLACED IN THE EXISTING OPENINGS PRIOR
TOOPPEPINOTHEWINPOWS
5. CONTACT ARCHITECTTMMEPIATELY WITH QUESTIONS
KEY
A - AWNING
C = CASEMENT
H.S. = HORIZO14TAL SUPER
P PTCrUPE
= SINGLE HUNG
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ARCHITECT
��HEMMCHIILE.'--.N
STAWOFWASHIN
H 2 D
A R C H I T E C T U R E
D E S I G N
23020 EDMONDSWAY, #113
EDMONDS, WA 98020
P. 20 6 . 5 4 2 . 3 7 3 4
www.h2darchitects.com
DATE: 5114/2019
PERMIT SET
ROOF PLAN, DOOR AND
WINDOW SCHEDULES
RMCFERVE0
MAY 2 0 2019
BUILDING
A1.2
NEW 30 YEAF ASPHALT
FOOFING
"' Z"
GHLUME El =� Lo��.&.
ffL
ff9f1_NU6_UUI5_'_
— - — — - — ......
. . . . . .. . . . . . . . . .
INSTALL NEW CEDAR SIDING
REGECOMPOSITE
VENr.
NT
Typ EXTEVEXISTING CHIMNEY TO
TO MATCH EX15TING AREA
Fo HE _; AN
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'F p
APEA OF ALTERATION, TYP
NEAREST POW 19 AWAY,
. . . . . . 'L 9 L
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a2Z� CL
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(T.O. NEW FIDGE)
12
5/4X6 ?FEPPIMEP CEDAR
FASCI& TYP
AIN EL_0(LP f�LATE E[.=
16
(T.O. EX PLATE)
EX15TING DECK AND RAILING,
TO PEMAIN
;�_m
GRAPE
EL = 2"�'
LCO'
'j
�E E�
— — — — — VEPIUEU7 —
A RAP
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — — — — — —
NORTH ELEVATION
SCALE: W = t-0'
...... . . . . . . . . . . . . — --- --------------------------------------------- -------------------- IGHELIMIT EL
�i�P A�PIFLT
COMPOSITE FOOFING,
C*NnNUOUS RIDGE VENT, TYP
-91pa 11L =;;; 2 716�-
. . . (TO NEW FIPGE)
5/4x& I'pEPPTMEP CEDAF
. ..... . FASCIA, TYP
TSTIkG DE
_ _j_
EAST ELEVATION
SCALE: 1/4" = 1�0"
MAIN FLOOP PLATE EW� 16-5 IAY.1-
-INSTALL NEW CEDAR SIDING
TO MATCH EXISTING AREA
AREA OF ALTEFATION. TYP
111,11L 11111 1 11111 "Lill
- —
— — — — — — — — — — — — — — —
-
MAIN FLOM EL = L44W-
(r.O. EX 5UE3FLR)
METJ I
I EXISTING GRAPE
---------- —
----------------------------
--- ----- ----- AVE_KKG_E_G_kAVEE[=7&V ------ ---------
. . . . . . ...........
. . . . . . _ ...... . . . . . . . . . . . . LPLXEL=
Rf
(T.O. EX 5LAD)
LLI
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1�' �9716 REGISTERED
ARCHITECT
/P7.
:2
0
H 2 D
A R C H I T E C T U R E
D F S I G N
23020 EDMONDSWAY, #113
EDMONDS, WA 98020
P. 206 . 642 . 3 7 34
www.h2darchitects.com
DATE: 5/14/2019
PERMIT SET
EXTERIOR ELEVATIONS
Rr__cr_2vr__D
MAY 2 0 2019
BUILDING
A2.0
...... . . . . . . . . . . . . . . . . . . . . . . . . -------------------------------------------------------------- HQIGHTLIKT!�[ =. 10��.81 ..................
NEW 30 YEAR ASPHALT
COMPOSITE ROOFING
_--CONTINUOUS RIDGE VENT, TYP
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Cr 0 NEW FIPGE)
. . . . . . . . . . . .
12 . . . . . .
5F-- 514Y,5 PFEPRIMEP CEDAR
12 FA5CI&TYP
- - - - - - - - - - MANI L
...... ...... ...... ...... - - - - - - - - - ......
( (TO
T.O. EX PLATE)
5
, TALL NEW CEDAR SIDING
INS
T T
0 MATC41 EXISTING, AREA
AREA OF ALTEFATIOK TYP
111111 lill lill lill 11111111 .1 d MAIN FLOOR EL 2 0 3/6"+/- L
ll�-- 11 ------------------------------------------------- ...... IF TE X'-gU I 5FL K)
III .-p
EX15TINGC--4AM I
...... ...... ...... ...... ...... ...... --- — — --------------------- — — — — ----- --- AVERZE
Oy�g FLOOR EL = a -a'
_L RKD) — — — �
(r.O. EX
SOUTH ELEVATION
SCALEA/4' = T-O"
NEW 30 YEAR ASPHALT
COMPOSITE ROOFING
...... ------ - --------- --- ...... ...... ...... ...... ...... ................... ... YEiGFILLINLT QLn LO�8 ------------------
----�—CONTINUOUB PIPGEVEW.TYP
FID(KEL = 2a-4
-m
.. . . . . . . . . . . . . . (T.O. NEW RIDGE) T
5/4x& PREPPIMED CEDAR
. . . . . . . . . . .
. . . . . . . . . . . . . . I �E� /- FASCIA, TYP
P5
EN 0 1
limma
INSTALL NEW CEPAR SIDING,
TO MATCH EXISTING AREA
�--F---lll A--AFEA OF ALTERATION, TYP
MAINFLOO E�L318"+I-
EXISTING, IRADE �. I I 1— 71' 1 � I i H EXISTING GRAPE —
...... ...... ...... ...... ------ ...... ------------
AVER 8 E 6 �w
...... - ...... ...... ...... ...... ...... - --------------------------------- LOWER FLOOR EL 6a2�
(00. EX SLAD) -(
WEST ELEVATION
SCALE: 114�' = I'-C'
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ARCHITECT
HEIDI MICHELLE HELGE ON
�ATEOFINAGHINGTQNI
E Ho-
H 2 D
A R C H I T E C T U R E
D E S I G N
23020 EDMONDS WAY, #113
EDMONDS, WA 9802 0
P. 2 0 6 . 5 4 2 . 3 7 3 4
www.h2darchitects.com
DATE: 5/14/2019
PERMIT SET
EXTERIOR ELEVATIONS
RECEWED
MAY 2 0 2019
BUILDING
A2.1
...... ...... ...... - ................. ...... -------------------------- - -----------------------------------------------------------------------
PREMANUFACTUPEP 12
SCISSOR TRUSSES ----------- 12
M PREM-ANUFACrURFP
LAT
4Lf--_ FLAT DOTTOM
2
TRUSSES
. . . . . . . . . . . . - — - — - — - — — — - — - — - — - — - — - — - — - — - — — — — - — - — -- - — -
EX DECK OH, I I KITCHEN
EX LOWER
FLOOR
LIVING
-30 YEAR ASPHALT COMPOSITE FOOF
-HENRY DLUESKIN FF2 OR SETTER DRAINAGE PLANE INSTALLED SHINGLE
FASHION
-CPX PLYWOOD PEP STRUCTURAL
L
-PPEMANUFACTUPEP TRUSSES
-13AFFLE FOR 2" MIN AIR SPACE
-F4913ATT OR DLOWN-IN INSULATION (PIGIP INSULATION AT PERIMEI-EF AS
REQ'P)
-5/&'GWD
-PVA PPIMEF
---� BUILDING SECTION
rp--� BUILDING SECTION
TYP 0 EAVE: (3) 1-1/2" DIAMETER HOLES PER
DAY W1 NON CORK051YE WIFE INSECT SCREEN
AA
SCALE: I-' T-11"
U
SCALE: 11,V' l-C'
TYP 0 EAVE.- 2"CONTINUOUS FLUSH VENT
W/ NON-CORRONVE WIFE INSECT SCREEN
1/2' T&G SOFFIT, PAINTED
METAL PRIP, EDGE
K STYLE METAL GU (TER
TYP NEW EXTERIOR WALL ASSEMBLY
-CEPAF LAP SIPINC, TO MATCH EXISTING
7NPY 5WLUESKFIN VrIO0 (OR DETTEF) WpI3
'LjCTUF
PX PLY POP r
'EF 5T 'AL
. . . . . . ...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . — -----------------------------------
...... . . . . . . ...... . . . . . .
. . . . . . . . . . . . .............
. . . . . . -2X6 FRAMING PEP STRUCTURAL
-R-21 DATT INSULATION
PREMANUFACTUPEP
-I/Zl GWD
SC155OR TPU55ES ------------ 12
S I ,
-fVA PRIMER
10
S TIC FR
TICK FRAME
12
0 13AY PER
CTURAU--7
sTPu'U
PREMAN UPED
PPEMANUFAC-rUREP
TYP EXIST. FLOOR ASSEMBLY
4L
FLAT M
FLAT 15OTTOM
TRUSSES
TRUSSES
-FINSH FLOOR
-EXISTING SHEATHING OR PER STRUCTURAL
-EX15TING FRAMING OF PER STRUCTURAL
-R-3013ATT INSULATION OVER UNCONDITIONED AREAS, TYP
2�6-
-5/6'GWI3 OR 5/&'TYPE T GWI3 ADOVE GARAGE
KITCHEN EX BATH BATH HALL BEDROOM
ENTRY/STAIR
--- ---------- ...... ...... ........
...... ......
EX PORCH
2
EXISTING EXISTING
EXISTING
LOWER FLOOR LOWER FLOOR GARAGE
TYP EXIST. EXT WALL @ GARAGE
-EXISTING SIDING
-EXISTING DUILPING PAPER
-EXIS NG SHEATHING OR
-EXISTING FRAMING
-EXISTING FINISH WALL
EXISnNG SLAD ON GRAPE TO
REMAIN OR PEP STRUCTURAL
EXISTING CONCRETE FOOTING AND
FOUNDATION OR PEP STRUCTURAL
EXISTING FOOTING PFAIN. VERIFY -
EXISTING
BUILDING SECTION -m-� BUILDING SECTION TYPICAL WALL SECTION
SCALE: 1/#' = T-0" L; SCALE IW = T-V SCALE: 1/2' = 1'-C'
RAISED HFEL 0
TRUSS TYP FOR
INSULA11ON
EX15TING
GARAGE
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ARCHITECT
11.
HEIDI MICHELLE HEIL ESON
S—ECIFWASHINGTON
2
H 2 D
A R C H I T E C T U R E
D E S I G N
23020 EDMONDSWAY ' #113
EDMONDS, WA 9.020
4
www.h2darchitects.com
DATE: 5114/2019
PERMIT SET
BUILDING SECTIONS
McOvED
MAY 2 0 2019
13UILDING
A3.0
R-10 FOAM 0 HEADER TY
M I HE D RTY
TYPEXTERIOR
WALL ASSEMDLY
HEADER PER STRUCTURAL
'U
5ELF-APHE51VE WATERPF
OR EXIST
MEMDRANE INSTALL PER
1/2"GIND
*WINPOW
MTL FLASHING OVER WP I
Wl? TRIM PER
'L-
L
Tyr PET '
WP TRIM PEP TYP DETAIL
WINPIW 1-11 E
WINDOW PEI W
TYP WINDOW HEAD
TYP EXTEPM WALL
A55EMDLY
IND TRIM PEP Tyr
---/�PETAIL
MEMDRANE INSTALL PER'
WP TRIM PER TYP DETAIL
'-112"GWI3
TYP WINDOW JAMB
SILL PEP TYP PETAIL
2x- WD SILL W/ SLOPE & DRIP
SELF-APHESTVE WATERPROOF
MFMI3RANE. INSTALL PEP 7/Al
TYP EXTERIOR
WALL ASSEM13LY
TWYP WINDOW SILL
'-?�TYP'IAI �INIW 1�1
t INSTALL DACKEP POP ANDIOR FOAM INSULATION 0
ANY GAP 5ETWEENWINPOW AND ROUGH FRAME, TYr
P-10 FOAM 0
TYP EXTERIOR
HEADER TYP--�
WALL ASSEMDLY
1/2"GIND
SFLF-APHESIVE WATERPROOF
MEMDRANE INSTALL PER DETAIL
WP TRIM
&/A4.0
PER TYP
DETAIL
MTL FLASHING OVER WP TRIM
HEADER PER
sTpurTUPAL-,
PPEPPIMEP CEDAR TPIM
PER TYP DETAIL
POOR JAMD-
PRE-HUfIG POOP PEP SCHEDULE
WEATHER-
51
:A TYP EXTERIOR DOOR HEAD
�) 1.,=".
TYP EXTERIOR WALL A55EM5LY
SELF-APFE51VE WATERPROOF
MEMDFANE INSTALL PER DETAIL
WD TPIM PEP TYP DETAIL
WEATHERSTPIPPING TYP
PRE -HUNG POOP
PER SCHEDULE
POOR JAMD
WPTRIM PEP TYP DETAIL
1/2" GWI3
TYP EXTERIOR DOOR JAMB
FINISH FLOOR ALWMINUMI THRESHOLD
M M
ETAL FLASHING TYP
L L
IN
TYP LANDING
TYP DOOR THRESHOLD
FOLP UP HENRY DLUE5KIN
WEATHER RESISTIVE DARFIEP
"'ll/ AND TEMPORARILY SECURE
WEATHER RESISTIVE �-
]�� I 1__-' j:::fEPIOP5HEATIlNG
WEATHER PES1511VE 5ILL PLATE
13LUESKIN WP25
INSTALLED '��HE
WINDOW z
NPY DLUESKIN
WP25 W' OR G, NO
ClUrs NECESSARY 0
CORNER
OVER 13MOM
i3 11
NAILING FLANGE
WINDOW FLASHING
1. CUT THE DLUESKIN FLUSH WITH THE ROUGH
15. FEFEAT 5TEP511-14 TO SEAL ALL EDGES OF THE
OPENING
PO: 51U., JAM55. AND HEAD
2. CUT THE DLUIESKIN AT 45 DEGREE ANGLE TO A
16. INSTALL THE WINDOW ACCORDING, TO THE
POINT 9 UP AND 9'OUT FROM THE UPPER CORNERS
MANUFACTURERS SPECIFICATIONS. UNLESS
OF THE ROUGH OPENING
SPECIFIED. SEALANT 15 NOT PEQUIRED DEHNP THE
3. FOLD UP 13LUESKIN FLAP AT HEAP AND
NAIL FLANGE
TEMPORARILY SECURE WITH TAPE
17. USE DLUE5KIN WP25 4"OP WIPER TO COUNTER-
4. CUT BLUE5KIN WP25 (W) TO FIT THE DEPTH OF
FLASH THE FLANGE IN WEATHER -LAP FASfON
THE 5ILL ADDING, 2TOVERHANG, TO THE EXTERIOR
IS. DMOM FLANGE REMAINS UNTAPEP JAM5
5. FOLD DLUFSKIN WP25 ALONG THE SPLIT DACKING
FLASHING EXTENDS, 2,, PAST LOWER EDGE OF FLANGE
PAPER
19. HEAP FLASHING EXTENDS 1" PAST THE OUTER
6. SLIDE INTO CORNER
EDGES OF THE JAMS FLASHING
7. PEEL OFF ONE BACKING STRIP AFMR ANOTHER
AND PRESS ON FIRMLY
20. DRAPE THE 13LUESKIN FLAP OVER THE HEAP
8. STARTING AT THE COPNEF, SPREAD THE LOOSE
FLASHING
END OF THE 13LUESKIN WP25 GFAPUALLY ONTO THE
215EAL THE 45 DEGREE CUTS WITH 13LUE5KIN
WALL FACE
9. USE 130TH TFUM55 FOR A UNIFORM APPLICATION
AND PRE55 ON FIPMLY
0. REPEAT STEPS 6 AND 9 TO SEAL ALL CORNERS
1. CUT DLUESKIN WP25 6'OR WIPER TO LENGTH
ONSIDE TO INSIDE OF THE RO)
12. FOLD 13LUE5KIN WP25 ALONG THE SPLIT
SACKING PAPER
13. RELEASE FIRST SACKING PAPER AND SEAL TO
FO
14. PEEL OFF SECOND DACKING PAPER AND SEAL
ONTO THE WALL FACE/FACADE AND PRESS ON
HPIALY
HENRY BLUESKIN WP25 FLASHING DTL
HENRY
13LUESKIN WP25
SHEATHING
-FOLP UP BLUESKIN WEATHER -
RESISTIVE 13APPIEP &
TEMPORARILY SECURE
-WEA E -RESISTIVE
B r
A , ilFEPR
SILL PLATE
- HENRY 13LUESKIN WP25
J-000RNEF
-Q>--NPYDLUESKIN
.,FALTOPOI
UNDER PECKING
TIE-IN WITH WEATHER RESISTIVE DAPPIER IN5TPUCTIONS
1. INTEGRATE INSTALLATION OF HENRY DLUESKIN WEATFEF-IZE515TIVE
DAPRIEP WITH HENRY DLUESKIN WP25 TO FORM WATER SHEDDING, LAPS
2. SCOPE AND FOLD WEATHEP-PESTSTIVE DAPPER ADOVE HEADER TO
ALLOW FOR HENTPY DLUESKIN WF25 INSTALLATION
NOTES:
3. INSTALL HENRY DLUESKTN WP25 HEAP FLASHING UNDER WEATHER-
1. VISIT PE51PENTIALHENRY.COM FOP THE MOST CURRENT
RESISTIVE 13APPIER
PETAII-5, INSTALLATION VIDEOS AND PRODUCT PATA SHEETS
4. FOLD WEATHEP-FESISTIVE DAPPIER DACK OVER HEAD FLASHING AND
2. INSTALL HENRY DLUESKIN WP25 IN ORDER AS SHOWN DY
SEAL WITH HENRY ESLUFSKIN TAPE
NUMDER5
(� �H�ENRY BLUESKIN WP25 FLASHING DTL 0 EXTERIOR
8 N.T.5.
PREPRIMEP CEDAR TRIM
TO MATCH EXISTING WD TRIM TO MATCH
PROFILE. TYP EXISTING TYP 1/2" GWD. TYP
PPEFRIMEP CEPAR TRIM
TO MATCH EXISTING
WD TRIM PEP TYP
PROFILE, WP TPIM TO MATCH PETAIL 12/A4.0 DOOR PER SCHEPULE
EXISTING Tyr
WINDOW PER WINDOW LINE OF LINE OF POOP POOR JAM13
SCHEPULE WINDOW FIER WINDOW JAMD.TYP JAMD. TYF �L� DOOR FRAME WD TRIM PEP TYP
2>(- WOOD 5ILL, WITH SCHEDULE DOOR PER POOP DETAIL 121A4.0
SLOPE AND PPIP. SET DOOR PER POOP SCHEDULE POOR PER 5CHEPULE I/Z' GWD
I -IF& IT
PROUD OF FACE Of SIDE SCHEPULE
TRIM Tyr
I �NT TYP EXT. DOOR TRIM TYP INT. DOOR TRIM TYP INT DOOR HEAD r. -A�TYP INT DOOR JAMB
TYP E TYP INT. WNDW TRIM
_T XT. WNDW TRIM
0 .. =7 1_� I U2 (�3) A
1 = TLC, o 1'.
CL
CL DOOR. WHEREOCCURS DOOR WHERE OCCURS POOR ' WHERE OCCURS
FINISH WOOD FLOORING, I-FINISHWOOPFLOOPING TILE FLOORING
L
SCHLUTER TPAN51TION SCHLUTER SCHIENE SCHLUTER TRANSITION
TRANSITION STRIP. STRIP, ALUMINUM
TYP WALL A55EM ALUMINUM
TYP WOOD DASE TO CARPET TILE FLOORING, APPET
MATCH EXISTING SUDFLOOP SU13FLOOP SUDFL
FINISH FLOORI'�� STRIP. ALUMINUM I L
L . .... . .... . .... . .......
U1-5j� TYP WD BASE DTL
TYP WD TO CRPT TRANSITION TYP W TO TILE TRANSITION *TDY(!P TILE TO CRPT TRANSITION
3/4" = T-O" U6 18 Vlc=T-o�
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ARCHITECT
HEIDI MICHELLE HEIL ESON
STATEOFWASH-TON
H 2 D
A R C H I T E C T U R E
D E S I G N
23020 EDMONDSWAY, #113
EDMONDS, WA 9802 0
P. 206 . 54 2 . 3 7 34
www.h2darchitects.com
DATE: 5/14/2019
PERMIT SET
TYP. DETAILS
MAY 2 0 2019
BUILDING
A
r. 0
K MMA
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
DESIGN LOADS
DEAD LOADS:
ROOF
15 PSF
FLOOR
15 PSF
LIVE LOADS:
ROOF (SNOW LOAD)
25 PSF
RESIDENTIAL
40 PSF
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER TBC SECTION 1607.10).
EARTHQUAKE LOADS:
EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8.
SITECLASS (ASSUMED)
D
SHORT PERIOD SPECTRAL RESPONSE ACCEL (S,)
1.264
ONE SECOND SPECTRAL RESPONSE ACCEL (S,)
0.495
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SD,)
0.842
ON E SECOND DESIGN SPECTRAL RESPONSE ACCEL %)
0.497
RISK CATEGORY
II
SE:SM:C IMPORTANCE FACTOR (Ij
1.0
SE SM C DESIGN CATEGORY
D
BASIC SEISMIC FORCE -RESISTING -SYSTEM
PLYWOOD SHEAR WALLS
RESPONSE MODIFICATION FACTOR, (R)
6.5
REDUNDANCY FACTOR (p)
1.0
SEISM IC RESPONSE COEFFICIENT (Cs)
0.130
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2.
BASE SHEAR (V), V = CsW = Sp� W
wr
WIND LOADS:
BASIC WIND SPEED (3 SECOND GUST) 110 MPH
EXPOSURE a
Kn 1.0
SEE PLANS FOR ADDITIONAL DESIGN LOADS.
STATEMENT OF SPECIAL INSPECTIONS
SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMITA
WRITTEN STATEMENT OF RESPONSIBILITY TOTHE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC.
STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED.
FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL.
SPECIAL INSPECTION
OPERATION
CONT
PERIODIC
REMARKS
SOILS
FOUNDATION BEARING CAPACITY VERIFICATION
X
CONCRETE
ADHESIVE ANCHORS
X
IF REQD
NOTE:
WL-LITEMS MARKED WITH AN W' SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL
INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE
ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
RESULTS. ANY I NSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ATTENTION OF THE DESIGN TEAM.
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT: NOT AVAILABLE ATTIME OF DESIGN
ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION)
LATERAL EARTH PRESSURE:
UNRESTRAINED: 35 PCF + ANY APPLICABLE SURCHARGE
PASSIVE: 300 PCF
COEFFICIENT OF FRICTION: 0.35
FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND
AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS
REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE
CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW
COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE.
IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR
MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE
THAN 10% FINES (PASSING THE #200 SIEVE).
FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12-) INCHES IN LOOSE
THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM
TEST METHOD D1557-00.
CONCRETE
ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION
CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE
FOR BUILDINGS (ACI 301).
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 250 POUNDS
PER CUBIC FOOT.
mmrRFTF �TRFNrTH� AT 2R nAYq (fl ANn mim rRITFRIA WAI I RF Aq ;011 OWq-
MAXIMUM
M IN CEMENT
AX UvIum
TYPE OF CONSTRUCTION
ft
WATER/CEMENT
CO INTENT PER CUBIC
SHRINKAGE STRAIN
11
RATIO
YARD
I - ALL CONCRETE
3000 PSI
5 1/2 SACK
N/A
i Hh MINIMUM AMUUN F OF LLMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX Is
SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE
AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND
SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318.
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION.
- PROVIDE 3000 PSI DURABILITY REQUIREMENTS. 2500 PSI f'c CONCRETE MEETS STRENGTH REQUIREMENT FOR
DESIGNED FOOTING, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED,
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (FY
= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL
PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS DIA ARE
SUBMITTED.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP
WELDED WIRE FABRIC 12" AT SIDES AND ENDS.
REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI
318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
SHALL BE PER SCHEDULE.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
EMBEDDED ITEMS S NOTALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
IS
HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS 50 DETAILED OR APPROVED BY THE STRUCTURAL
ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
MINIMUM LAPS AND EMBEDMENT
UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
f'c = 2500 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TEN ION
COMPRESSION
TENSION
COMPRESSION
SIZE
'TOP
OTHER
OTHER
BARS
BARS
ALL BARS
TOP BARS
BARS
ALL BARS
#3
24
18
9
30
23
12
#4
31
24
12
41
31
15
1 #5
1 39
30
15 ______j
51
39_
19
1. ALL LENGTHS ARE IN INCHES.
1. ALL LAP Sp �ICES ARE CLASS B.
3. "TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SUCH
THAT MORE THAN 12 INCHES OF
CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.
CONCRETE CASTAGAINST AND PERMANENTLY EXPOSEDTO EARTH:
3"
CONCRETE EXPOSED TO EARTH AND WEATHER:
#5 BARS AND SMALLER
11/2"
CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS, WALLS AND JOISTS
3/4"
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS
11/2"
CONCRETE GENERAL NOTES
VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE
NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A
HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.
ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDATELY PRIOR TO
POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
BEYONDJOINT.
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS
OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE
ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT.
SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS,
FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12'. IN EITHER
DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND
EDGE OF OPENING. IF 2`0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING
INTERRUPTED BY OPENINGS.
BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS 50 DETAILED OR
APPROVED BYTHE STRUCTURAL ENGINEER.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4�' CHAMFER AT ALL CORNERS EXCEPT AS
NOTED.
LUMBER
ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA
GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fc JPSI)
SLEEPERS
DOUG-FIR
STUD
700
-
LIGHT FRAM NG �STUDS)
HEM -FIR
STUD
675
800
2x JOISTS AND PLANKS
HEM -FIR
#2
850
-
PLATES AND BLOCKING
HEM -FIR
#2
850
6x AND LARGER BEAMS AND
STRINGERS
DOUG-FIR
#2
I
875
I
I
4XANDSMALLERBEA SAND
STRINGERS
HEM -FIR
#2
I
85D
I
I
ALL POSTS AND TIMBERS
DOUG-FIR
1 #1
1 1200
1 1000
REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER ORIN
CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8"OF SOIL SHALL BE PRESERVATIVE -TREATED BY
VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD Ul.
NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR
WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING
NAILS UNLESS NOTED OTHERWISE AND SHALL
NAIL
SHANK 0
MIN LENGTH
8dCOMMON
0.1310
2 112" SHANK
10d COMMON
0.1480
3- SHANK
12d COMMON
0.1480
31/4"SHANK
16d COMMON
3 11r SHANK
10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
MEMBERS MAY BE MAILED WITH 16d SINKERS (0.148"0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED
WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
ALL BOLTS IN WOOD MEMBERS SHALLCONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS
OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE
SHANK AND THREADED PORTIONS PER NOS 11.1.3.
CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
BYTHEMANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
SCREWS, OR BOLTS IN EACH MEMBER.
INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE
(MINIMUM) AS MEMBERS CONNECTED.
GALVANIZATION
UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED
ACCORDING TO THE FOLLOWING TABLE:
GALVANIZATION
UNTREATED
WOOD
CCA_C
SETX
ACQ-C
ACQ-D
CBA-A
CA-13
OTHER
BORATE
ACZA
OTHER PT
WOOD
G90
X
I
X
GIBS
X
X
X
X
X
X
HDG
X
X
X
X
X
X
STT30D
X
X
X
G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA
G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA
HDG = HOT DIP GALVANIZED
SST300 = TYPE 316L STAINLESS STEEL
RATED SHEATHING
RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE
IN CONFORMANCE WITH IBC STANDARD 2303.1.4.
GLUE-LAINUNATEDTIMBER
GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD
A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED
BYAN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE
Fni I nwimn Mimi- im --R-
SPAN
I COMBINWTION
I F
SIMPLE SPAN BEAMS
I
24F-V4
240
CANTILEVER OR MULTI -SPAN BEAMS
24F-V8
240
PRE-MANUFACrURIED WOOD TRUSSES
WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS. ALL
DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE
BUILDING CODE. SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION. CALCULATIONS AND
SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE
PROJECT. TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4
PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED. MANUFACTURER
SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS. INSTALL PER
MANUFACTURER'S RECOMMENDATIONS.
FOR TOP CHORD DESIGN LIVE LOADS, REFERTO THE DESIGN LOAD SECTION. IN ADDITION TO ROOF LOADING LISTED
IN THE DESIGN LOAD SECTION, ROOF TRUSSES SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF 10 PSF.
TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY.
IN ADD TION TO THEIR SELF WEIGHT, ROOF TRUSSES SHALL BE DESIGNED FOR ATOP CHORD DEAD LOAD OF 5 PSF
11
AND A BOTTOM CHORD DEAD LOAD OF 7 PSF ACTING SIMULTANEOUSLY. SEE ARCHITECTURAL AND MECHANICAL
DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. DEFLECTIONS SHALL NOT
EXCEED L/360 FOR LIVE LOADS, OR L/240 FOR TOTAL LOADS.
TYPICAL FRAMING NOTES
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
1. BEARING WALL FRAMING
PHONE (425) 778-8500
FAX (425) 778-5536
2x STUDS @ 16" OC FOR ALL SHEAR AND/011 BEARING WALLS UNO.
REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS.
HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHTSTUD UNO.
COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT
CALLED OUT OTHERWISE SHALL BE TWO STUDS.
2. WALL BASE PLATE ON CONCRETE
WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS,
BOLT PLATES OR SILLS TO CONCRETE WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM
EMBEDMENT. PLACE AT 5'-V'OC MAXIMUM FOR SHEAR WALLS, AND AT W-o" OC FOR BEARING WALLS AND OTHER
PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END
TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR
BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS.
3. ROOF AND FLOOR FRAMING
PROVIDE 11/2" BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND ATEI�W OC MAXIMUM LIND. INSTALL
DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. PROVIDETRUISS BLOCKING
PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED ON PLANS AND DETAILS.
4. DIAPHRAGM NAILING '1'� �ALI� -
ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAIUNGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE 05116119
PLANS ' EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING I
FRAMING WITH 8d NAILS AT V'OC AT ALL PANEL EDGES AND 12" OCATALL INTERMEDIATE SUPPORTS. I I I I I I I I I I
THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH
FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOTACCEPTABLE. I I I I I I I I I I
S. ALLOWABLE STUD AND PLATE PENETRATIONS
CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN
EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING
PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN
NONSEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE.
6. GYPSUM WALLBOARD NAILING
ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS
z
OR NO. 13 GAUGE x 15/8" @ 7" OC (Sd COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTE-
0
i-
OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THATIOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE
WALL.
GENERAL
(A
Ld
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND
CONSTRUCT ON. CONTRACTOR SHALLVERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE
w
cn
PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE
PROCEEDING.
CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER
OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
x
CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
J.
'4EITI
CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
DESIG
ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
DRAWN: JEG
ONLY WILL NOT SATISFY THIS REQUIREMENT.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
CHECK: DMT
rDATE:
SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
0.
JOB NO: 19055.10
CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
ENGINEER.
05/16/19
rLrAl
3::
Lij V) 0
0 >_ C-4
Z C)
LsJ 00
W Lj
LLJ > <
vi
0
V) :2
uj C,4 m
3� r-, L'i
SEE REVISION 10/4/19
RE(Mawnx sil
MAY 2 0 2019
BUILDING
ON Rao lull"Mull OEM I
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALLCONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
DESIGN LOADS
DEAD LOADS:
ROOF is PSF
FLOOR 15 PSF
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
RESIDENTIAL 40 PSF
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBCSEcnON 1607.10).
EARTHQUAKE LOADS:
EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8.
SITECLASS (ASSUMED) D
SHORT PERIOD SPECTRAL RESPONSE ACCEL (S,) 1.264
ONE SECOND SPECTRAL RESPONSE ACCEL (Sl) 0.495
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (Sos) 0.842
ONE SECOND DESIGN SPECrRAL RESPONSE ACCEL (Sj 0.497
RISK CATEGORY 11
SE:SM:C IMPORTANCE FACTOR (1.) 1.0
SE SM C DESIGN CATEGORY a
BASIC SEISMIC FORCE -RESISTING -SYSTEM PLYWOOD SHEAR WALLS
RESPONSE MODIFICATION FACTOR, (R) 6.5
REDUNDANCY FACTOR (p) 1.0
SEISMIC RESPONSE COEFFICIENT (Cs) 0.130
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2.
BASE SHEAR [V), V = CW =- SD5 W
WIND LOADS:
BASIC WIND SPEED (3 SECOND GUST) 110 MPH
EXPOSURE 8
K� l..o
SEE PLANS FOR ADDITIONAL DESIGN LOADS.
STATEMENT OF SPECIAL INSPECTIONS
SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A
WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC.
STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED.
FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL.
SPECIAL INSPECrION
OPERATION
CONT
I PERIODIC
R MARKS
SOILS
'FOUNDATION BEARING CAPACITY VERIFICATION
X
CONCRETE
ADHESIVE ANCHORS
X
I IF RECeD
ALL ITEMS MARKED WITH AN 'X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL
INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE
ARCHITECT, STRUCFURAL ENGINEER, AND BUILDING OFFICIAUSHALL BE FURNISHED WITH COPIES OF ALL
RESULTS.ANYINS ECTION FAILING TO MEET THE PROJECF SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ATTENTION OF THE DESIGN TEAM.
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT: NOT AVAILABLE AT TIME OF DESIGN
ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCIRON)
LATERAL EARTH PRESSURE:
UNRESTRAINED: 35 PCIF + ANY APPLICABLE SURCHARGE
PASSIVE: 900 PCIF
COEFFICIENT OF FRICTION: 0.35
FOOT NGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND
it
AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS
REPRESENT MINIM UM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE
CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW
COLUM NS OR WALLS ABOVE, UNLESS NOTED OTHERWISE.
IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR
MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCH ES AND NO MORE
THAN 10% FINES (PASSING THE #200 SIEVE).
FILL AND BACKFI U. MATERIAL SHOULD BE PLACED IN LEVEL UFFS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE
THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM
TEST METHOD 01557-00.
CONCRETE
ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION
CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE
FOR BUILDINGS (ACI 301).
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 1.50 POUNDS
PER CUBIC FOOT.
mm-F- -Mr- aT - navc i-I amn y rpl-RIA -Al I I
AXIM M
'U
TYPE OF CONSTRUCTION
PC
I
WATER/CE.E.T
I
.=CEMENT
T PER CUBIC
SHR MAXIMUM
INKAGE STRAIN
RATIO
I I
ALL CONCRETE
0.55
5 112 SA
N/A
TH E MINIMUM AMOUNT OF CEM ENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS
SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
ANY CONCRETE. THE PERFORMANCE MIX SHALL I INCLUDE THE AMOUNTS OF CEMENT, FI N E AND COARSE
AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND
SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318.
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION.
- PROVIDE 3000 PSI DURABILITY REQUIREMENTS. 2500 PSI PC CONCRETE MEETS STRENGTH REQUIREMENT FOR
DESIGNED FOOTING, THEREFORE SPECIAL INSPECTION 15 NOT REQUIRED.
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL
PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS DIA ARE
SUBMITTED.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP
WELDED WIRE FABRIC 12" AT SIDES AND ENDS.
REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI
318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
SHALL BE PER SCHEDULE.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
ENGINEER. REFER To CHAPTER 7 OF ACI 319 FOR OTHER REINFORCING STEEL REQUIREMENTS.
MINIMUM LAPS AND EMBEDMENT
UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
Pri nw.
Vc = 2500 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
OTHER
TOP BAILS
ALL BARS
TOP BARS
BARS
ALL BARS
18
9
30
23
12
T#3
#4
P39EF
24
12
41
31
is
#5
30::�
15
51
39
19
2�
1 ALL LENGTHS ARE IN INCHES.
2 ALL LAP SPLICES ARE CLASS B.
3. "TOP BARV; ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF
CONCRETE S CAST IN THE MEMBER BELOW THE BAR.
'ONCRETE COVER ON REINFORCING
CONCRETE CASTAGAINST AND PERMANENTLY EXPOSED TO EARTH: 3-
CONCRETE EXPOSED TO EARTH AND WEATHER:
#5 BARS AND SMALLER i
CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS, WALLS AND JOISTS 3/4"
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 11/2..
CONCRETE GENERAL NOTES
VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE
NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A
HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.
ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO
POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
_j_ .BEYONDJOINT.
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAKUP SLAB INTO RECTANGULAR AREAS
OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE
ANGLES. J DINT LOCATIONS TO BE APPROVED BY TH E ARCHITECT.
SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS,
FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER
DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x IV-O" DIAGONAL AT EACH CORN ER. EXTEND BARS 2'-0" BEYOND
EDGE OF OPENING. IF 2�0" IS UNAVAILABLE, EXTEND AS FAR AS POSSI BEE AN D HOOK. HOOK ALL REI N FORCING
INTERRUPTED BY OPENINGS.
BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD SENT UNLESS SO DETAILED OR
APPROVED BY THE STRUC WRAL ENGINEER.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHANIFERS, FEATURE STRIPS, COLOR, TEXTURE AND
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 31,V' CHAMFER AT ALL CORNERS EXCEPT AS
NOTED.
LUMBER
ALL GRADES SPECIFIED ARE MINI M UM GRADES REQUIRED. ALL LUM BE R SHALL BE IN ACCORDANCE WITH WWPA
GRADING RULES, KILN-D Ri ED TO MC 19 AN D 0 F THE FOLLOWI NG MtN I M LIM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fc (PSI)
SLEEPERS
DOUG-FIR
STUD
700
-
LIGHT FRAMING (STUDS)
HEM -FIR
STUD
675
800
2x JOISTS AND PLANKS
HEM -FIR
#2
850
-
PLATES AND BLOCKING
HEM -FIR
#2
850
6x AND LARGER BEAMS AND
STRINGERS
DOUG-FIR
I
#2
I
875
[=x AND SMALLER BEAMS AND
STRINGERS
HEM -FIR
I
#2
I
850
I
-
i
�OSTS AND Tl�
I DOUG-FIR
1 #1
1 1:
1000
REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN
CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY
VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD Ell.
NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS INDS) FOR
WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING
SCHEDULE ALL NAI LUED OUT �N' .11,H A ELBE C S UNLESS NOTE. OTHERWISE AND.S.ALL
MINION NAIL
NAI
SHANK 0
MIN LENGTH
WCOMMON
0.1310
2 1/2" SHANK
10d COMMON
0.1480
3" SHANK
12d COMMON
0.1480
3 114" SHANK
16d COMMON
3 1." SHANK
10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED
WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
ARE SUBMITrED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS
OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS S14ALL BE BORED FOR THE
SHANK AND THREADED PORTIONS PER NDS 11.1.3.
CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
BYTHEMANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
SCREWS, OR BOLTS IN EACH MEMBER.
INSTALL SOLID BLOCKING ATALL BEARING POINTS. ALLSHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE
(MINIMUM) AS MEMBERS CONNECTED.
GALVANIZATIOE
UNLESS NOTED OTHERWISE, STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED
ACCORDING TO THE FOLLOWING TABLE:
GALVANIZATION
UNTREATED
WOOD
CCA_C
SBX
ACQ-C
ACQ-D
CBA-A
CA-B
OTHER
BORATE
ACZA
OTHER PT
WOOD
G90
X
X
X
GIBS
X
X
x
X
X
X
HOG
X
X
x
X
X
X
STT30D
X
x
x
x
X
X
G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA
GIES = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA
HDG = HOT DIP GALVANIZED
SST300 = TYPE 316L STAINLESS STEEL
RATED SHEATHING
RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE
IN CONFORMANCE WITH IBC STANDARD 2303.1.4.
GLUE -LAMINATED TIMBER
GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD
A190.T, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED
BY ANAITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE
FOLLOWING MINIMUM STANDARDS:
SPAN
COMBINATION
Fb
SIMPLE SPAN BEAMS
24F-V4
2400 PSI
CANTILEVER OR MULTI -SPAN BEAMS
24F-V8
2400 Pli
PRE -MANUFACTURED WOOD TRUSSES
WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS. ALL
DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE
BUILDtNIG CODE. SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION. CALCULATIONS AND
SHOPDRAWINGS SHALL BE SIGNED BYA PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE
TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4
PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED. MANUFACTURER
SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS. INSTALL PER
MANUFACTUREWS RECOMMENDATIONS.
FOR TOP CHORD DESIGN LIVE LOADS, REFER TO THE DESIGN LOAD SECTION. IN ADDITION TO ROOF LOADING LISTED
IN THE DESIGN LOAD SECTION, ROOF TRUSSES SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF 10 PSF.
TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY.
IN ADDITION TO THEIR SELF WEIGHT, ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 5 PSF
AND A BOTTOM CHORD DEAD LOAD OF 7 PSF ACTING SIMULTANEOUSLY. SEE ARCHITECTURAL AND MECHANICAL
DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. DEFLEC IrIONS SHALL NOT
EXCEED L/360 FOR LIVE LOADS, OR L/240 FOR TOTAL LOADS.
TYPICAL FRAMING NOTES
1. BEARING WALL FRAMING
2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO.
REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS.
HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO.
COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT
CALLED OUT OTHERWISE SHALL BE TWO STUDS.
2. WALL BASE PLATE ON CONCRETE
WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS,
BOLT PLATES OR SILLS TO CONCRETE WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM
EMBEDMENT. PLACE AT Y-O" OC MAXIMUM FOR SHEAR WALLS, AND AT 6'-0" OC FOR BEARING WALLS AND OTHER
PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END
TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALLSILL PLATE ANCHOR
BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS.
3. ROOF AND FLOOR FRAMING
PROVIDE 11/2" BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT W-O" OC MAXIMUM UNO. INSTALL
DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. PROVIDE TRUSS BLOCKING
PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED ON PLANS AND DETAILS.
4. DIAPHRAGM NAILING
ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE
PLANS . EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING
FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS.
THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH
FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16'. ARE NOT ACCEPTABLE.
5. ALLOWABLE STUD AND PLATE PENETRATIONS
CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN
EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING
PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANYSTUD AND MAY BE 60% IN
NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE.
6. GYPSUM WALLBOARD NAILING
ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS
OR NO. 13 GAUGE x 15/8" @ 7" OC (Sd COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED
OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THATJOINTSARE STAGGERED ON EACH SIDE OF A SINGLE
WALL.
GENERAL
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WIT14 ARCHITECTURAL DRAWINGS FOR BIDDING AND
CONSTRUCTION. CONTRACrOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE
PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHTTO THE ATTENTION OF THE ARCHITECT BEFORE
PROCEEDING.
CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCTAND OTHER
OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
PERMANENT SUPPORTAND STIFFENING ARE INSTALLED.
CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
ONLY WILL NOT SATISFY THIS REQUIREMENT.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO REVI EW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
ENGINEER.
ALL WdRK'SObJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
APPRul"WED
In nov
PLANS Mu
ON JOB WE
REVISED PLA PROVED
CITYCIFEDMONEISBU INGDWISION
PLANS IEXAaNKWMN�E�=�.
DATE /0 / �i__
REMWON
OCT 0 � 2019
BUILDING DEPARTMENT
CITYOFEDMONOS
eNGMERIM
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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10102119
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DATE:
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GNGINIiGRING
250 4TH AVE. S., SUITE 200
EDMONDS . WASHINGTON 98020
SHEAR WALL SCHEDULE
PHONE (425) 778-8500
FAX (425) 778-5536
MIN FRAMING AT SHEAR WALL RIMJOISTOR SILL PLATE SILL PLATE ANCHOR SHEAR
APA-RATED NAILING TO FOUNDATION
TYPE ADJOINING PANEL NAILING BLOCK CONN TO BOLT TO SLA13 OR CAPACITY
SHEATHING RIM/BLKG SILL PLATE SIZE
EDGES (SEE NOTE 3) AT PANEL EDGES TOP PLATE FOUNDATION (PLF)
BELOW
SW6 15/32" 2xSTUD 0.131"o x 2 1/2" LTP4 OR A35 0.131"o x 3" @ 5/8"0 AB
2x
ONE SIDE AND BLKG @ 6" OC @ 24" OC 6" OC @ 51-01, OC 242
SW4 15/32" 2x STUD 0.131"o x 2 1/2" LTP4 OR A35 0.131"o x 3" @ 5/8"0 AB
2x
ONESIDE AND BLKG @ 4" OC @ 20" OC 4" OC @ 4`0" OC 350J
SW3 "/32" (2)2xSTUDAND 0.131"o x 2 1/2" LTP4 O� A35 0.131"o x 3" @ 5/8 .' OAR
2x
455
ONESIDE 2x FLAT BUKG @ 3" OC @is OC 3" OC @ 3`011 OC S'
0.131
SW2 15/32" 1 3x STUD AND 1 0.131"0 x 2 1/2" LTP4 OR A35 -0 x 3" @ 5/8 T.AB 2x
2 OC 595
ONE SIDE x FLAT BUKG @ 2" OC @ 12" 2.5" OC @ 2'-6' OC
NOTES:
1. REFER TO THE TYPICAL SHEAR WALL DETAIL.
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2. THEVALUES IN THIS TABLE ARE APPROPRIATE FOR HFGRADESTUDSAND HFGRADE PLATES& RIM/BLOCKING.
3. NA AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT.
ILS
4. INTERMEDIATE RAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM.
S. AT ALL SILL PLATE ANCHOR BOLTS, INSTALL 1/4" x 3" x 3" PLATE WASHERS. EDGE OF PLATE WASHER SHALL BE WITHIN 1/2" OF SHEATHED EDGE. FOR
DOU BILE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT.
6. PROVI DE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL.
ml
7. 7/16" SHEATHING MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG
DIMENSION ACROSS STUDS.
W 16119
HOLDOWN SCHEDULE
TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CITY (LB)
SIZE I I "A'A
MST�7 (2)2x (22) 16d TOTAL I - 1 2,34.5
HDU' (2) 2x (14) SDS 1/4" x 2 1/2" SCREWS 1 5/8"0 1 4,065
NOTES:
1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS.
z
2. INSTALL HD HOUDOWNS AT FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL 4/S3. 1
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3. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED.
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4. REFER TO DETAIL 3/S4.2 FOR INSTALLATION OF MST FLOOR TO FLOOR HOLDOWN STRAPS& 4/S4.2 FOR MST
FLOOR TO BEAM HOLDOWN STRAPS.
a'
DESIGN: BTJ
DRAWN: JEG
CHECK: DMT
JOB NO: 19055.10
DATE: 05/16/19
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SEE REVISION 1014119
MAY 2 0 2019
si-2
BUILDING
ENGIN&RING
250 4TH AVE. S., SUITE 200
EDMONDS . WASHINGTON 98020
SHEAR WALL SCHEDULE
PHONE (425) 778-8500
FAX (425) 778-5536
SHEAR
AIA-RATED MIN FRAMING AT SHEARWALL RIM JOIST OR NA`,UpN'G TTC SILL PLATE AACHOR FOUNDATION
TYPE SH EAT.,.. ADJOINING PANEL NAILING BLOCK CONN To RIM/BUKG BOLT TO SL .R SILLPLATESIZE CAPACITY
EDGES (SEE NOTE 3) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PUF)
SW6 15/32" 2xSTUD 0.131"0 x 2 1/2" LTP4 OR A35 0.131"Ox3" @ 5/8"0 AB
2x 242
ONESIDE AND BUKG @ 61, OC @ 24" OC 6" OC @ 5'-U'OC
SW4 15/32.. 2x STUD 0.131"O.x 2 1/2" LTP4 OR A35 0.131"0�3" @ 5/8"0 All
ONESIDE AND BUKG @4' OC @ 20" OC IV, OC @ 4�W CC 2x 350
SW3 15/32" (2) 2x STUD AND 0-13@V'O X.2,1/2" LTP4 OR A35 0-131"0 x 3" @ 5/8"0 AB
I
ONE SIDE 2x FLAT BUKG @ is- oc 3" OC @ 3._a, OC 2x 455
5/32" 3x STUD AND 0.131'0 x 2 1/2" 1 LTP4 O� A35 0.131"0 x T' @ 5/8--0 AB
S-2 I '
ONE SIDE 2X FLAT BLKG @' 595
2" CC @ 12 OC 2.5" OC @ 2�6" OC
NOTES:
M.
WA
1. REFER TO THE TYPICAL SHEAR WALL DETAIL.
2 THE VALUES IN THIS TABLE ARE APPROPRIATE FOR HF GRADE STUDS AND HF GRADE PLATES& RIM/BUOCKING.
3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT.
4. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM.
S. AT ALL SILL PLATE ANCHOR BOLTS, INSTALL 1/4" x 3" x 3" PLATE WASHERS. EDGE OF PLATE WASHER SHALL BE WITHIN 1/2" OF SHEATHED EDGE. FOR
DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS AS REQUIRED TO MEET THIS REQUIREMENT-
6. PROVIDE A MINIMUM OF 7- EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL.
7. 7116" SHEATHING MAY 13E USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG
DIMENSION ACROSS STUDS.
10,102119
HOLDOWN SCHEDULE
pE MIN CHORD I OLTS ANCHOR BO
SIZE STUD NAILS OR B LT CAPACITY (LB)
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MST37 (2) 2x (22) 16d TOTAL 2,345
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HDU5 (2) 2x (14) SOS 1/4" x 2 1/2" SCREWS 5/8"o 4,065
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NOTES:
1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS
2 INSTALL NO HOLDOWNS AT FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL 4/S3.1.
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ATALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED.
4. REFER TO DETAIL 3/S4.2 FOR INSTALLATION OF MST FLOOR TO FLOOR HOLDOWN STRAPS & 4/S4.2 FOR MST
FLOOR TO BEAM HOLDOWN STRAPS.
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DRAWN: JEG
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JOB NO: 19055.10
DATE: 05/16/
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OCT 0 4 26*19
BUILDING DEPARTMEW,
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DOWEL & EPDXY REINF
INTO EXIST FTG & STEM
WALL W/ HILTI HIT-HY 200
& 4 " EMBED, TYP
4'-0" x 2'-01' x l-V' DEEP
CONC FTG W/ #4 @ 10"
OCEAWAYBOT,TYP(2)
PLACES. REFER TO E/S3.1
2'-V'x T-V'� V-10" DEEP
CONC FTG W/ (4) #4 EA
WAY BOT
SECOND FLOOR FRAMING PLAN
FOUNDATION PLAN
SCALE: 1/4" = V-O" pail-mm--i a 2 SCALE: 1/4" � l'-O"
2'-0" 0 2-V' W-O" 2'-0" 0 2'-0" 4'-0"
FOUNDATION PLAN NOTES:
1. EXTERIOR FOOTINGS SHALL BEAR AMIN OF l'-V'BELOW ADJACENT GRADE.
2. FOOTINGS SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL.
3. PLACE ALL REINFORCEM ENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1
FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS.
4. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON THE FLOOR FRAMING PLAN. REFER TO HOLDOWN
SCHEDULE ON SHEET S1.2 FOR HOLDOWN TYPES AND FRAMING PLANS FOR HOLOOWN ANCHOR BOLT
LOCATIONS.
5. REFER TO FRAMING PLANS AND SHEAR WALL SCHEDULE ON SHEET S1.2 FOR LOCATION AND TYPE OF SHEAR
WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES.
6. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH
ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
7. REFER TO DETAIL 2/S3.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS.
TYPICAL FLOOR FRAMING PLAN NOTES:
1. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10D COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM
BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING
LAYOUT AND NAILING REFER TO DETAIL 2/S4.1. AT EXTERIOR DECKS, SHEATHING SHALL BE 2X PT DECKING LAID
FLAT W1 11,V, GAP BETWEEN DECK BOARDS AND NAILED W/ 16D NAILS @ 4" OC AT ALL SUPPORT FRAMING.
2. COLUMNS AND BEARI NG WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION
UNLESS CARR I E D BY A BEAM BELOW.
3. ALL DIAPHRAGMS UNBLOCKED UNO.
4. CONTRACTOR SHALL HAVE TH E OPTION TO DRILL A 11/2"0 HOLE CENTERED IN THE DEPTH AND AT TH E THIRD
POI NT OF TH E SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN.
5. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOLDOWNS
SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN.
6. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 46 HF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE
STUD AND (1) FULL HEIGHTSTUD.
7. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS.
8. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 161, OC.
9. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU OR HUC SERIES FACE
MOUNT HANGERS W/ MAX NAILING.
10. UNLESS NOTED OTHERWISE, ALL JOIST -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT
HANGERS W/ MAX NAILING.
11. UNLESS NOTED OTHERWISE, ALL BEAM -TO -POST CONNECTIONS SHALL BE SIMPSON OCQ OR ECCQ COLUMN
CAPS.
12. UNLESS NOTED OTHERWISE, ALL POST BASES SHALL BE SIMPSON ABU BASES.
4m 4m
ENGIN&RIM
250 4TH AVE. S., SUITE 200
EDMONDS , WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DESIGN: BTJ
DRAWN:
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19055.10
DATE:
05/16/19
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MAY 2 0 2019
BUILDING S2'1
SEC�ND FLOOR FRAMING PLAN
FOUNDATION PLAN
SCALE: 1/4" = V-O" SCALE: 1/4" = V
2'-0" 0 2'-0" 4'-0" 2'-0" 0 2'-0" 4'-0"
FOUNDATION PLAN NOTES:
TYPICAL FLOOR FRAMING PLAN NOTES:
1. EXTERIOR FOOTINGS SHALL BEAR A MIN OF l'-6" BELOW ADJACENTGRADE.
1. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 101D COMMON NAILS SPACED AT 6" OC ATALL DIAPHRAGM
BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" CC AT INTERMEDIATE FRAMING. FOR SHEATHING
2. FOOTINGS SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL.
LAYOUT AND NAILI NG REFER TO DETAIL 2/S4. I . AT EXTERIOR DECKS, SHEATHING SHALL BE 2X PT DECKING LAID
FLAT Wl 1/4" GAP BETWEEN DECK BOARDS AND NAILED W/ 16D NAILS 0 4" OC AT ALL SUPPORT FRAMING.
3. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1
FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS.
2. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION
UNLESS CARRIED BY A BEAM BELOW.
4. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON THE FLOOR FRAMING PLAN. REFER TO HOUDOWN
SCHEDULE ON SHEET 51.2 FOR HOUDOWN TYPES AND FRAMING PLANS FOR HOLDOWN ANCHOR BOLT
3. ALL DIAPHRAGMS UNBLOCKED UND.
LOCATIONS.
4. CONTRACTOR SHALL HAVE THE OPTION TO DRILLA 11/2"0 HOLE CENTERED IN THE DEPTH AND AT THETHIRD
S. REFER TO FRAMING PLANS AND SHEAR WALL SCHEDULE ON SHEET S1.2 FOR LOCATION AND TYPE OF SHEAR
POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN.
WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES.
5. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOLDOWNS
6. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH
SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN.
ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
6. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 46 HF#2 LINO SUPPORTED BY A MINIMUM OF (1) CRIPPLE
7. REFER TO DETAIL 2/S3.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS.
STUD AND (1) FULL HEIGHT STUD.
7. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS.
8. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC.
9. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU OR HUC SERIES FACE
MOUNT HANGERS W/ MAX NAILING.
10. UNLESS NOTED OTHERWISE, ALLJOIST-TO-BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT
R, F- &S
HANGERS W/ MAX NAILING.
OCT 9 4
11. UNLESS NOTEDOTHERWISE, ALL BEAM -TO -POST CONNECTIONS SHALL BESIMPSON CCQOR ECCQCOLUMN
CAPS.
BUILDING
DEPARTMEN
"'.' _ ONDS
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12. UNLESS NOTED OTHERWISE, ALL POST BASES SHALL BE SIM PSON ABU BASES.
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250 4TH AVE. S., SUITE 200
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FAX (425) 778-5536
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SHEET
ROOF FRAMING PLAN
SCALE lW= l'-O" W9
2`0" 0 11-0..
TYPICAL ROOF FRAMING PLAN NOTES:
1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING.
2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR
WINDOW HEADER.
3. ROOF SHEATHING SHALL BE 1/2" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM
BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS BLOCKING
PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12!'DC.
REFER TO DETAIL 2/S4.1 FOR SHEATHING LAYOUT AND NAILING.
4. U NUESS NOTED OTHERWISE, HEADERS SHALL BE 4x6 HF#2 WHERE MAXIMUM SPAN = 4'-0" AND SUPPORTED
BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD.
S. STU D WALL FRAMING SHALL BE 2x HIF STU DS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN.
6. R EFER TO DETAIL 3/54.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS.
7. ALL DIAPHRAGMS UNBLOCKED UNO.
8. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION
UNLESS CARRIED BY A BEAM BELOW.
9. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24-- OC, TYP.
10. ATTACH ALL ROOF TRUSSES TO WALLS BELOW WITH SIMPSON H2.SA HURRICANE TIES.
11. [�HATCHED AREAS INDICATE VALLEY TRUSSES @ 24" OC APPLIED ABOVE PLYWOOD SHEATHING.
REFER TO TYPICAL OVERFRAMING DETAIL ON S5.1.
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250 4TH AVE. S., SUITE 200
EDMONDS , WASHINGTON 98020
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FAX (425) 778-5536
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DATE:
05/16/191
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MAY 2 0 2019
BUILDING
ROOF FRAMING PLAN
SCALE: 1/4" = V-0" a
2'-0" 4' 0"
TYPICAL ROOF FRAMING PLAN NOTES:
1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING.
2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR
WINDOW HEADER.
3. R OF SHEATHING SHALL BE 1/2" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6- OC AT ALL DIAPHRAGM
BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS BLOCKING
PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS@ 121, OC.
REFER TO DETAIL 2/S4.1 FOR SHEATHING LAYOUT AND NAILING.
4. UNLESS NOTED OTHERWISE, HEADERS SHALL BE 4x6 HF#2 WHERE MAXIMUM SPAN = 4'-0" AND SUPPORTED
BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHTSTUD.
5. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN.
6. REFER TO DETAIL 3/S4.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS.
7. ALL DIAPHRAGMS UNBLOCKED UNO.
8. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION
UNLESS CARRIED BY A BEAM BELOW.
9. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24" OC, TYP.
10. ATTACH ALL ROOF TRUSSES TO WALLS BELOW WITH SIMPSON H2.5A HURRICANE TIES.
11. =HATCHED AREAS INDICATE VALLEY TRUSSES@ 24" OC APPLIED ABOVE PLYWOOD SHEATHING.
REFER TO TYPICAL OVERFRAMING DETAIL ON S5.1.
REVPSON
OCT 0 4 2019
BUILDING DEPARTMEN-1
C)T`YOFEDMOND$
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250 4TH AVE. S., SUITE 200
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PHONE (425) 778-8500
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MAY BE SUBSTITUTED FOR ALL
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"A" = SPLICE LENGTH
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REPLACE WITH LEAN MIX
TO FOOTING IS NOT ALLOWED CONCRETE.
p BELOW TH15 LINE. STEP FTG AS EARIING SOIL OR
LACE VERT REINIF OUTSIDE EXCEPT R QUIRED FOR THIS CONDITION COMPACTED
AS OTHERWISE NOTED OR SHOWN STRUCTURAL FILL
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SHEAR ALLSCHED
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SHEATHING AND NAILING
PER PLAN AND SHEAR
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SCALE: 1/2" = 1'-0"
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WALL REINFORCING
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H"
"T"
"I"
"D"
"S" BARS
I "I" BARS
6'-0"
V-3"
1'-4"
8"
1
#5 @ 15"
NOTES:
1. FOUNDATION SHALL BEAR ON UNDISTURBED NATIVE SOIL PER GEOTECHNICAL
REPORT.
2 . NOTE THATTHE 4'AND 6'TAUL RETAINING WALLS HAVE REINFORCEMENT
CENTERED IN WALL. ALTERNATE HOOK DIRECTION INTO FOOTING EVERY
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1. RETHERTO PLAN IORADDITICINAL REINI REQ'D AT WALLS SUPPORTING PTSLA8.1
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#5 CONT
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ARCH DRAWINGS
#4 @ 12
OC EA WAI
RIF CONC SIDE WALL OR END WALL IS
PRE ENT, PROVIDE DOWELS FROM CONC
ALSL TO MATCH THE #4 9 12" OC
IIENGINIEIIIERIM
250 4TH AVE. S., SUITE 200
EDMONDS , WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DESIGN: BTJ
DRAWN:
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JOB NO:
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DATE:
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BUILDING
S3.1
TYPICAL CONCRETE STAIR SECTION
SCALN�'-."
SEE REVISION 10/4/1Q
"A"
CORNER BARS x
MAY BE SUBSTITUTED FOR ALL
90* HOOKED BARS —
STD 90' HOOK
Typ UNO
= CM111
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS , WASHINGTON 98020
PHONE (425) 778-8500
SHEAR WALL PER FAX (425) 778-5536
PLAN AND SCHED
UNO, VERT CORNER BAR �HA
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END STUD AS REQ 'D
HOLDOWN
FINE FOR THICKER WALL
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PER
PLAN AND SCHED
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N
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OW
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31
MIN THIS REGION. LOWER
THRE DED ROD AS REQ'D
SEE NOTES, DETAILS, OR PLANS FOR
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FOR HOLDOWN W/ HILTI
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STRUCTURAL FILL
TYPICAL CONCRETE WALL REINFORCING DETAIL
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SCALE: 1/2" = V-0"
'�00�TING
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PER ARCH
NOTE:
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STUD WALL PER
--,A--
AND SPACING PER
FRAMING PLAN NOTES -
SHEAR WALL SCHED
(2) #4 CONT TOP
SHEATHING AND NAILING
PER PLAN AND SHEAR
PROVIDE BLOCK OUT
WALLSCHEDULE
AT DOOR OPENINGS
- #4 @ 12" OC EA WAY
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"1"
"D"
7' BARS
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1'-3"
1-4-
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12"
5 @ is-,
NOTES:
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REPORT.
2 . NOTE THAT THE 4'AND WTALL RETA NING WALLS HAVE REINFORCEMENT
Ip
CENTERED IN WALL. ALTERNATE HOOK DIRECTION INTO FOOTING EVERY
OTHER BAR.
3. REFER TO PLAN FOR ADDITIONAL REINF REQ!D AT WALLS SUPPORTING PT SLAB.
SIZE & RENE ALT HOOK
AS SHOWN
PER PLAN A,
_!STIEMW LL SECTION SLAB AT GARAGE RETAINING WALL SECTION
E V-11"
#5 CONT
P
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JOB NO: 19055.10
DATE:
05/16/191
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PANEL EDGE NAILING
N
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I . . .
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SER
CHEDULE, TYP
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I -I - - - - - - - F1 - - - - - - - - - - - - - - - - - - -
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7-i
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It
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I
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I
AWAY MATERIAL FROM
CRIPPLE STUDS
HOLDOWN CHORD PER
SCHEDULE. REFER TO
I I
TYPICAL BUILT-UP
TI
COLUMN DETAIL
,FULL -HEIGHT
HOL OWN CHORD
4
A DITIONAL END STUD
IFD
REQUIREDTO
PROVIDE
C UNTERSINK FOR
HOLDOWN BOLTS
HOLDOWN ANCHORAGE
PER PLAN AND SC.E.ULE
AB W/ S MPSON BP
PL WASHER, TYP
'.I
MPSON CNW COUPLER 1/2" TO
NUTW/SIZETO SHEATHED E
MATCH
HOLDOWN ANCHORAGE
PT SILL PL PER SHEAR
WALLSCHED
PANELEDGE
- - - - - -
- - - - - - I - - -
NAILING PER SH EAR
WALL SCHEID
TO FOUNDATION
JI 111 111::
77
A. SIZE AND SPACING
L—T
CONCRETE FOOTING PER PLAN AND SHEAR
11
OR P/T SLAB WALL SCHEDULE, TYP
RIM BOARD
NOTES:
OR BLOCKING
CONCRETE STEM WALL
T. -REFER TO STRUCTURAL NOTES FOR
%
ADDITIONAL INFORMATION.
CONCRETE FOOTING
2. FOR SHEAR WALLS WHERE NO HOLDOWNS
ARE SPECIFIED THE FIRST AB SHALL BE
LOCATED NOT MORE THAN V-0" AND NOT
ii F,
F, L - T-11 FI-
LESS THAN (7) BOLT DIAMETERS FROM END
III IL 11 =F1
ii
OF WALL.
STAGGER SHEATHING
AS SHOWN. (IBC TABLE
23063.1, CASE I OR 3)
INTERMEDIATE
FRAMING MEMBERS
SHEATH IN
PANEL, T
CONTINUOUS
PANELEDGES� I I ---tj;7�r
SUPPORTED
PANELEDGES
2x OR 3x BLOCKING ONLY
IF BLOCKED DIAPHRAGM
IS SPECIFIED
FRAMING MEMBERSW/
SPACING PER PLAN
DIAPHRAGM BOUNDARY
(SHEAR WALL, BEAM, OR DRAG STRUT)
ADJACENT NAILS IN A
ROW ARE TO BE
DRIVEN FROM
OPPOSITE SIDES, TYP
IE-
I
(-,-�._TYPICAL_FLOORj ROOF SHEATHING DETAIL TYPICAL BUILT-UP STUD COLUMN DETAIL
TYP DOUBLE
TOP PLATE
(2) ROWS OF (8) 0 131"0 x 3"
2 1/4" END NAILS @ 3" OC EA SIDE OF
!-- SPLICE AND (2) @ 9" OC
PLATE WASHER DISTANCE, TYP ELSEWHERE W/ 11/2" EDGE
PER SHEAR DISTANCE
WALLSCHED S 3" OC
PACING
TOP CHORD S NOT POS" BLE BOTTOM
1 ED - �31-'o
'7
To INSTAULTHE SPECIFIED 0.131"o CHORD
PLICE NAILS, THE CONTRACTOR SHALL SPLICE
_,TRAPS EA S' DE
'T
SECTION A -A OFWALLATSPLICE. INSTALL EA STRAP
SCALE: 11/2" = V-0" W/ (12) 10d AT EA ND. WHERE BOTH
CS
PLATES ARE CUT, INSTALL CS20 STRAPS
AT EA PLATE AND EA SIDE OFTHE WALL .
6.-0.1 M
IN BETWEEN SPLICES
�--SPLICES TO OCCUR AT
CENTER OF VERTICAL STUD"
TOP CHORD SPLICE BOTTOM CHORD SPLICE
SIMPSON A35 (ONLY
REQUIRED AT EXTERIOR
HEADERS GREATER
THAN 6- SPAN)
TYPICALSTUDS
PLAN AND NOTES
NAILING PER TYP I I
1 111
BUILT-UPSTUDI I
L:�
COLUMN DETAII L
�RIPPUESTLIDSPERPLAN
AT HOLDOWNS: PROVIDE FULL HT
"�,�OLU NSCHEDULEOR
-11.-CTURAL NOTES
HOLDOWN CHORDS PER HDSCHED.
OTHERWISE: (1) 2x FULL HT
4= 4m
r=NrzlN@eRING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
2
m
L
TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL DESIGN: EITJ
DRAWN: JEG
BEAM PER PLAN
EDGE NAILING PER PLAN AND SCHEDULE CHECK: DMT
AND SHEAR WALL
SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL S:MPSON A35 EACH JOB NO: 19055.10
STRUCTURAL NOTES, TYP ANDIHIARWALl 2x8 STUD @ 2xG CROSS WALL JOIST DIRECTION S DE OF BEAM
EDULEO,
CHEDULE OR PER PLAN DATE: 05/16/1 9
0 - 131"Ox3" STRUCTURAL NOTES, TYP FNOTE
NAILS @ 9" OC -§U-PPORTS AT SOLID
POSTSSIM
I 5�
STUD WALL
STUD
WALL
BEAM PER LAN
(2) ROWS OF 0.131"0 x 3"
A
EDGE NAILING PER PLAN AND
AND SCHE DPULE
NAILS @ 9" OC
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
SIMPSON LTP4011
A35 FRAMING
STUD WALL PER
0.131.'o x 3"
ANCHO R EACH SIDE
FRAMING LAN
NAILS @ 9" OC
OF BEAM
NOTES, TYP
STUD WALL PER FRAMING
ILAN NOTES, TYP
nBEAMWIDTH,
SHEATHING (OR GWB) AND
NAILING PER PLAN AND SHEAR
SHEATH I NG [0 R GWB) AND
SOLID OR MULTIPLE SOLID OR MULTIPLE
WALL SCHEDULE OR
NAILING PER PLAN AND SHEAR
STUD COLUMN PER PLAN STUD COLUMN PER PLAN
STRUCTURAL NOTES, TYP
WALL SCHEDULE OR
MIN LIND
STRUCTURAL NOTES, TYP
PARALLELTO STUD WALL PERPENDICULAR TO STUD WALL
A. CORNER INTERSECTION B.'T' INTERSECTION
�TYPICAL WALL INTERSECTION DETAIL
LPIA-0--
TYPICAL FLUSH BEAM SUPPORT DETAILS
7 SCALE: V = 1'-0--
2" MIN
1/3 DEPTH
MIDDLE 1/3
1/3 DEPTH
HOLES DRILLED THRU JOISTS SHALL BE
LOCATED IN THE MIDDLE THIRD OF
THE JOIST DEPTH & MIDDLE THIRD OF
THE Jo ST SPAN, BUT NOTTHE EXACT
CENTER SPAN. CONTRACTOR SHALL
MINIMIZE HOLE SIZE IF POSSIBLE.
CONTACT ENGINEER FOR DRILLING
OUTSIDE AREA SHOWN
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BUILDING
S4.1
(� GUIDELINES FOR HOLES DRILLED THRU JOISTS
SEE REVISION 10/4/19
STAGGER
NAI LS ON EA SIDE
OF
PANEL
JOINT AS REQUIRED
PER SHEAR WALL SCHED
PANEL EDGE NAILIN
PER SHEAR WALL
SCHEDULE, Typ
-- ------- n
PANEL EDGE NAILING INTO
HOLDOWN CHORDS, TYP
INTERVIEW E
HEADER PER PLAN
I
I I
NAILING @AlT" OC
FRAMING AT ADJOINING
SHE HING PER PLAN AND
CRIPPLE STUDS PER
I PANEL EDGES PERSHEAR
I I
I
SHEAT WALL SCHEDULE
- DO NOT CUT
LAN DO HOT CUT
P PLAN.
WALL SCHED
A
AWAY MATERIAL FROM
1 1. .1
HOLDOWN CHORD PER
CRIPPLE STUDS
SCHEDULE. REFER TO
TYPICAL BUILT-UP
COLUMN DETAIL
FULL -HEIGHT
0
HOUDOWN CH RD
ADDITIONAL END STUD
IF REQUIRED TO
PROVIDE
COUNTERSINK FOR
I
HOEDOWN BOLTS
HOLDOWN ANCHORAGE
PER PLAN AND SCHEDULE
AB W/ SIMPSON BP
PL WASHER, TYP
C W COUPLER 1/2"
SIMPSON N
I
NUT W/ SIZE TO MATC SHEATHE[
H
I
HOEDOWN ANCHORAGE
PTSILL PIE PER SHEAR
I
WALL SCHED
A I
I
I
PANELEDGE
NAILING PER SHEAR
— — — — — — --
WALL SCHEID
E HOLDOWN CHORD
DATION
CONCRETE FOOTING
OR PIT SLAB
NOTES:
1. REFER TO STRUCTURAL NOTES FOR
ADDITIONAL INFORMATION.
2. FOR SHEAR WALLS WHERE NO HOLDOWNS
ARE SPEC RED THE FIRST AB SHALL BE
IF
LOCATED NOT MORE THAN V-O" AND NOT
LESS THAN (7) BOLT DIAMETERS FROM END
OF WALL.
WALL SCHEDULE, TYP
A
RIM BOARD QL.
OR BLOCKING
CONCRETE STEM WALL
CONCRETE FOOTING
P LATE WASHER
PER SHEAR
WALL SCHED
SECTION A -A
SCALE: 11/2" = 1�01'
M
STAGGER SHEATHING
AS SHOWN- (113 TABLE
2306.3.1, CASEC. OR 3)
INTE MEDIATE
FRAMING MEMBERS
SHEATHING
PANEL, TYP
CONTINUOUS
PANEL EDGES
SUPPORTED
PANELEDGES
2x OR 3x BLOCKING ONLY
IF BLOCKED DIAPHRAGM
IS SPECIFIED
FRAMING MEMBERS W/
SPACING PER PLAN
DIAPHRAGM BOUNDARY
(SHEAR WALL, BEAM, OR DRAG STRUT)
ADJACENT NAILS IN A
ROW ARE TO BE
DRIVEN FROM
OPPOSITE SIDES, TYP
It,
0.131"0 x 3" NAILS, TYP
DE
_TYPICAL �FLOQ�RRO�OFSHE�ATHING �DETAI�L TYPICAL BUILT-UP STUD COLUMN DETAIL
SCALE: NTS
TYP DOUBLE
TOP PLATE
(2) ROWS OF (8) 0.131"0 x 3"
1
2 1/4" END NAILS @ 3" OC EA SIDE OF
SPLICE AND (2) @ 9" OC
YA:i� ELSEWHERE W/ 11/2" EDGE
SIMPSON A35 (ONLY
DISTANCE 3" OC
REQUIRED AT EXTERIOR
:—�Yp
SPACING
HEADERS GREATER
THAN 6- SPAN) -
(6) 0.131"o x 3" NAILS —
TOP CHORD
SPLICE AT LOCATIONS WHERE IT IS NOT PCISSIBL E 111�130TTOIVI
TYPICAL STUDS
TO INSTALL THE SPECI FIED 0.131"0 CHORD
'PLICE NAILS, THE CONTRACTOR SHALL SPLICE
INSTALL SIMPSON CS20 STRAPS EA SIDE
OF WALL AT SPLICE. INSTALL EA STRAP
W/ (12) lod AT EA END. WHERE BOTH
PLATES ARE CUT, INSTALL CS20 STRAPS
AT EA PLATE AND EA SIDE OF THE WALL.-
6'-0" MIN BETWEEN SPLICES
SPLICES TO OCCUR AT I
CENTER OF VERTICAL STUDS- y
TOP CHORD SPLICE BOTTOM CHORD SPLICE
BEAM OR HEADER PER
PLAN AND NOTES
NAILINGPERTYPI I
BUILT-UPSTUD
COLUMN DETAIL
AT H �RIPPLE STUDS PER PLAN
OLDOWNS: PROVIDE FULL NY 'AND COLUMN SCHEDULE OR
HOEDOWN CHORDS P !I HD SCHED. STRUCTURAL NOTES
OTHERWISE: (1) 2! FULL HT
= 4ml
ENSINIEGRING
250 4TH AVE. S., SUITE 200
EDMONDS , WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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TYPICAL HEADER DETAIL
DESIGN: BTJ
SCALE: I" = f-O"
DRAWN: JEG
BEAM PER PLAN
CHECK: DMT
EDGE NAILING PER PLAN
AND SHEAR WALL
SCHE ULEOR EDGE NAILING PER PLAN
STRUCTURAL NOTES, TYP AND SHEAR WALL
SCHEDULE OR
2x6 STUD @ 2X4 CROSS WALL
2xg STUD @ 2x6 CROSS WALL
JOIST DIRECrION I
PER PLAN �
AND SCHEDULE
SffSON A35 EACH
S DE OF BEAM
— i
JOB NO: 19055.10
DATE: 05/16/19
0.131" 0 x 3" STRUCTURAL NOTES, TYP
NAILS @ 9" OC
STUD WALL
STUD
WALL
BEAM PER kN
A
(2) ROWS OF 0.131"0 x 3"
EDGE NAILING PER PLAN AND
AND SCHEPULNE
NAILS @ 9" OC
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
SIMPSON LTP4 OR
A35FRAMING
STUD WALL PER
0.131"Ox3.
MC
A HOREACHSIDE
LA
FRAMING P N
NAILS @ 91, OC
OF BEAM
NOTES, TYP
STUD WALL PER FRAMING
ILAN NOTES, TYP
SHEATHING (OR GWB) AND
ET____NAJL
NG PER PLAN AND SHEAR
It
SHEATHING (OR GWB) AND
SOLID OR MULTIPLE
SOLID OR MULTIPLE
WALL SCHEDULE OR
NAILING PER PLAN AND SHEAR
STU D COLUMN PER PLAN
STUD COLUMN PER PLAN
BEAMWIDTH,
STRUCTURAL NOTES, TYP
WALL SCHEDULE OR
MIN UNO
STRUCTURAL NOTES, TYP
PARALLEL TO STUD WALL PERPENDICULAR TO STUD WALL
A. CORNER INTERSECTION B.T'INTERSECTION
TYPICAL WALL INTERSECTION DETAIL
TYPICAL FLUSH
BEAM SUPPORT DETAILS
7
SCALE: J-1--oll
SCALE: I"= 11-al
1/3 DEPTH
MIDDLE 1/3
1/3 DEPTH
M
HOLES DRILLED THRU JOISTS SHALL BE
1/3 SPAN v3 SPAN LOCATED IN THE MIDDLE THIRD OF
1/3 SPAN THE JOIST DEPTH & MIDDLE THIRD OF
MIDDLE THE JOIST SPAN, BUT NOT THE EXACT
CENTER SPAN. CONTRACTOR SHALL
MINIMIZE HOLE SIZE IF FOSS BLE.
CONTACT ENGINEER FOR DRTUNG
OUTSIDE AREA SHOWN I
1SW I IR i 0 w
ocl, 0 11 41014,
GUIDELINES FOR HOLES DRILLED THRU JOISTS BUILDING DEPARTME'th
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SHEATHING AND NAILING
PER PLAN AND SHEAR
WALLSCHED U LIE OR
STRUCTURAL NOTES
BRE "" SHEATH ING
AT PLATEUNO
2xCONTINUOUS RIM
SILL PLATE NAILING PER
SHEAR WALL SCHEDULE
BREAK SHEATHING
AT PLATE UNO
PANEL EDGE NAILING
PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
NOTE:
WON —SHEAR WALL
NAILING SHALL BE PE
IBC TABLE 2304.9
A. TYPICAL FRAMING
STUD WALL PER
FRAMING PLAN NOTES
SILL PLATE NAILING PER PLAN SHEATHING AND NAILING
AND SHEAR WALL SCHEDULE PER PLAN AND SHEAR
OR STRUCTURAL NOTES WALL SCHEDULE OR
STRUCTURAL NOTES
SHEATHING AND
NAILING PER PLAN
2x CONTINUOUS RIM
BREAK SHEATHING AT
RIM AND PROVIDE PANEL
NAILI ING EA SIDE OF
JOINT PER SW SCHED
WOOD JOISTS PER PLAN AND
SCHEDULE PANEL EDGE NAILING
PER PLAN AND SHEAR
20 BLOCKING AT SHEAR WALLS WALL SCHEDULE OR
ONLY STRUCTURAL NOTES
STUD WALL PER STUD WALL PER
FRAMING PLAN NOTES j FRAMING PLAN NOTES
SHEATHING AND NAILING
SILL PLATE NAILING PER PLAN PER PLAN AND SHEAR SILL PLATE NAILING PER PLAN
AND SHEAR WALL SCHEDULE WALL SCHEDULE OR A DSHEARWAL SCHEDULE
OR STRUCTURAL NOTES STRUCTURAL NOTES ON L
R STRUCTURAL NOTES
BREAK SHEATHING SHEATHING AND
SHEATHING AND AT PLATE UNO
NAILING PER PLAN NAILIN G PER PLAN
2x CONTINUOUS RIM
SIMPSON LTP4 OR A35
FRAMING ANCHOR PER
SW 5CHED.
(CONTRACTOR OPTION)
BREAKSHEATHING
AT PLATE UNO
JOISTS PER PLAN WOOD JOISTS PER PLAN AND
AND SCHEDULE PANEL EDGE NAILING SCHEDULE
PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
B. ALTERNATIVE SHEAR WALL FRAMING
C. ALTERNATIVE SHEAR WALL FRAMING
2x WOOD
RIM JOIST
rFOR N OTES AND DETAI -
NOT CALLED OUT REFER]
TODETAIL 1
r- (4) 10d NAILS
(3) 0.131"0 x 3"
NAILS EACH END
WOOD JOISTS PER PLAN
AND SCHEDULE
2x WOOD BLOCKING
@ 4'-0" OC MAX
EXTERIOR WALL PARALUELTO JOISTS
CHORD SIZE PER
HOLDOWN SCHEDULE
AP WITH
�R
HEDULE
ON
CE W TH FULL
11
ING TO
VSIONS OF
N ABOVE
TYPICAL STUD WALL FRAMING DETAI.L TYPICAL STRAP HOLDOWN DETAIL
SHEAR WALL
PER PLAN
HOLDOWN STRAP
PER PLAN, FIELD
BEND AROUND BEAM
BEAM PER
PLAN
SHEARWALL
PER PLAN
HOLDOWN STRAP
PER PLAN, FIELD
BEND AROUND BEAM
CONTINUOUS
RIM
,r SHEATHING AND
EXIST JOIST NAILING PER PLAN
ENGINIElERING
250 4TH AVE. S., SUITE 200
EDMONDS . WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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OV 16119
JOIST PER PLAN
1.11 PER PIN JOIST PER PLAN
(DIRE
(DIRECTION VARIES) CTION VARIES)
BEAM PER PLAN FA E MOUNT HANGER
PERC PLAN NOTES
ly
HEADER BEAM
DESIGN: BTJ
PER P LAN
JOISTS PERP TO BEAM
DRAWN: JEG
FLUSH BEAM HEADER
CHECK: DIAT
TYPICAL STRAP HOLDOWN TO WOOD BEAM
�SCAPA--oll
SE�CTIQN
�=A I..
JOB
NO: 19055.101
DATE:
05/16/19
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WILDING
S4.2
SEE REVISION 10/4/,S
I
SHEATHING AND NAILING
PER PLAN AND SHEAR
WALL SCHEDULE OR I
STRUCTURAL NOTES
EIREAKSHIATHING
A, PLATE LIND
2xCONTINUOUSRIM
S UL PLATE NAILING PER
it
SHEAR WALL SCHEDULE
BREAKSHEATHING
AT PLATE UNO
PANEL EDGE NAILING
PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
NON -SHEAR WALL
NAILING SHALL BE PER
IBCTABLE 2304.9
A. TYPICAL FRAMING
STUD WALL PER
FRAMING PLAN NOTES
SILL PLATE NAILING PER PLAN
SHEATHING AND NAILING
AND SHEAR WALL SCHEDULE
PER PLAN AND SHEAR
OR STRUCTURAL NOTES
WALL SCHEDULE OR
STRUCTURAL NOTES
SHEATHING AND
NAILING PER PLAN
2x CONTINUOUS RIM
BREAK SHEATHING AT
RIM AND PROVIDE PANEL
NAILI NG EA SIDE OF
JOINT PER SW SCHED
WOOD JOISTS PER PLAN AND
SCHEDULE
PANEL EDGE NAILING
PER PLAN AND SHEAR
2x4 BLOCKING AT SHEAR WALLS
WALL SCHEDULE OR
ONLY
STRUCTURAL NOTES
STUD WALL PER STUD WALL PER
FRAMING PLAN NOTES FRAMING PLAN NOTES
SHEATHING AND NAILING
SILL PLATE NAILING PER PLAN PER PLAN AND SHEAR SILL PLATE NAILING PER PLAN
AND SHEAR WALL SCHEDULE WALL SCHEDULE OR AND SHEAR WALL SCHEDULE
OR STRUCTURAL NOTES STRUCTURALNOTES OR STRUCTURAL NOTES
BREAK SHEATHING
SHEATHING AND AT PLATE UNO SHEATHING AND
NAILING PER PLAN 2x CONTINUOUS RIM NAIUNGPERPLAN,
SIMPSON LTP4 OR A35
FRAMING ANCHOR PER
SW SCHED.
(CONTRACTOR OPTION)
BREAKSHEATHING
AT PLATE UN
WOOD JOISTS PER PLAN AND
AND SCHEDULE PANEL EDGE NAILING SCHEDULE
PER PLAN AN D SHEAR
WALLSCHED LEOR
JOISTS PER PLAN STRUCTURALUNOTE07
S r
B. ALTERNATIVE SHEAR WALL FRAMING
C. ALTERNATIVE SHEAR WALL FRAMING
2x WOOD
RIM JOIST
NFOR NOTES AND DETAILS
NOT CALLED OUT REFER
ODETAIL 1 1
/— (4) 10d NAILS
(3) 0.131"o x 3"
NAILS EACH END
WOOD JOISTS PER PLAN
AND SCHEDULE
2x WOOD BLOCKI NG
@ 4'-0" OC MAX
EXTERIOR WALL PARALLEL TO JOISTS
CHORD SIZE PER
HOLDOWN SCHEDULE
SIMPSON STRAP WITH
FASTENERS PER
HOLDOWN SCHEDULE
JOIST DIRECTION
PER PLAN
FILL JOIST SPACE WITH FULL
DEPTH BLOCKING TO
MATCH DIMENSIONS OF
STUD COLUMN ABOVE
TYPICAL STUD WALL FRAMING DETAIL - EXTERIOR WALL PERPENDICULAR TO JOISTS ro"�_ TYPICAL STUD WALL FRAMING DETAIL TYPICAL STRAP HOLDOWN DETAIL
SCALE: I" - V-0"
SHEAR WALL
PER PLAN
HOLDOWN STRAP
PER PLAN I ILD
BEND AR6U'ND BEAM
BEAM PER
PLAN
SHEAR WALL
PER PLAN
HOLDOWN STRAP
PER PLAN, FIELD
BEND AROUND BEAM
FLOOR SHEATHING PER
CONTINUOUS FRAMING PLAN NOTES
RIM
2x NAILER RIPPED TO WIDTH
OF �EAM W/ 5/8"0 CARRIAGE
BOLTS @ 24" OC STAGGERED
EACH SIDE OF WEB
JOIST PER PLAN JOIST PER PLAN I - -
DIRECTION VARIES) (DIRECTION VARIES) EA HANGER PER PLAN NOTES
DER EA -
PER PLAN BEAM PER PLAN
Ai AND SCHED
FLUSH BEAM HEADER IMF LL WEB W/ HF#2 BLKG TO
1/2!,0 THRU BOLTS
TYPICAL STRAP HOLDOWN TO WOOD BEAM
Y
FAI
BEAM PER PLAN
COIL PER PLAN
STRONGWALL SHALL BE INSTALLED
& ANCHORED W1 HARDWARE
PROVIDED BY MANUFACTURER & IN
ACCORDANCE W/ MANUFACrURER'S
INSTALLATION INSTRUCTIONS.
STRONGWALL DETAIL
IIENGINEIERIM
250 4TH AVE. S., SUITE 200
EDMONDS . WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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STRONGWAU-
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DRAWN:
�2 2 NA LER TOP CHECK: DMT
1� 2xx NA:LER BOT &
RIPPED TO WIDTH JOB NO: 19055.101
1> OF BEAM W/ S/8!'0
CARRIAGE BOLTS @ DATE: 05/16/191
24�'OC STAGGERED
SECTION L-A EACH SIDE OF WEB
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ROOF SHEATHING AND
250 4TH AVE. S., SUITE 200
NAILING PER ROOF
EDMONDS. WASHINGTON 98020
FRAMING PLAN NOTES
ROOF SHEATHING AND
"
2xSLEEPER
PHONE (425) 778-8500
NA U N G P E R R0
NAILING PER ROOF
F
FAX (425) 778-5536
DIAPHRAGM BOUNDARY
2x4 BLOCKING W/ SILL
F AM
FRAMING PLAN NOTES
N G P LAN NOTE'
NAILING PER ROOF
PLATE NAILING PER
FRAMING PLAN NOTES
SHEAR WALL SCHEDULE
Y
DIAPHRAGM BOUNDARY
'11
X4 BL KG W
2x4 BLKG W/ SILL PL
, " LL PL
NA U N C ER
NAILING PER SHEAR
P 'HEAR
F
NAILING PER ROOF
WALLSCHED
WALL SC H ED
FULL DEPTH BLOCKING
S
FRAMING PLAN NOTES
FULL DEPTH BUKG
RIPPED TO MATCH SLOPE
FULL DEPTH BURG
RIPPED TO MATCH
OFROOF
,G
H
RIPPED To MATCH
SLOPE OF ROOF
SLOPE OF ROOF
F
PONY WALL
PRE-ENGINEERED ROOF
PRE-ENGINEERED
PER PLAN
PRE-ENGINEERED
SCISSOR TRUSS PER PLAN
USS
TR PER PLAN
, IS . T
SCISSOR TRUSS PER PLAN
SILL PLATE NAILING PER
SILL PL NAILING PER
m
SHEAR WALL SCHEDULE
SIMPSON H2.5A
SHEAR WALL SCHED
SIMPSON H2.5A
�'I SO N H2 'A
BEAM PER PLAN
W
PROVIDE BOUNDARY
TIE AT EACH TRUSS I
PROVIDE BOUNDARY NAILING
TIE AT EACH TRUSS
NAILING PLATE PER
SHEAATTOP
L
R WALL SCHEDULE
LL
STUD WALL FRAMING
R
AT TOP PLATE PER SHEAR
WALLSCHEDULE
STUDWALLFRAMING
EXIST STUD WALL
NOTE:
FOR NOTES 9, DETAILS NOT
I
SHEATHINIVG ANUNAILUING
PER PLAN AND SHEAR
PER PLAN NOTES
'L
SHEATHINGANDNA ING
PER PLAN AND SHEAR
PER PLAN NOTES
SPECIFICALLY CALLE D OUT
REFER TO DFTAII
4.1
WALLSCHEDULE
WALLSCHEDULE
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TYPICAL TRUSS SUPPORT
DETAIL
TYPICAL SCISSOR TRUSS
SUPPORT DETAIL
—.--N RAFTER SUPPORT DETAIL
----- �_CALE�
2
—TYPICAL
V-0"
SCALE: I"= V-0"
SCALE: 1" = V-0"
DIAPHRAGM
SHEATHING AND NDARYNAI NG
BOU
L�N
(4) 8d NAILS
NAILING PER ROOF PEI F AM G
ROD 'R
FRAMING PLAN NOTES PLAN NOTES
INTO EA BLOCK
I
2x HF B AT
I
R D�WTYP
2x OUTLOOKER (24�'
0 ca
MAXOVERHANG)
2x4 BLOCKING
m
EACH BRACE
F_
C)
GABLE END TRUSS
A-3dIP PER
A (6) 10d
VALLEY TRUSSES PER
ROOF PLAN, TYP
0)
Ld
cl ...
S� SCHED (24"
. . . . . .
SHEATHING AND NAILING TO OC MAX)
MATCH SHEAR WALL BELOW
PROVIDE (2) 2X4 OR
Ld
A35 EA H LINE
C
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JOE3 NO: 19055.10
FULL HEIGHT —/I- -
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DATE: 05/16/19
OPTION A. BLOCKING AND STRAPS
OPTION B. BRACING
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SEE REVIS101V
1014119
MAY 2 0 2019 S5A____
BUILDING
4= CM61
ENGIN&RIM
ROOF SHEATHING AND
250 4TH AVE. S., SUITE 200
NAILING PER ROOF
EDMONDS, WASHINGTON 98020
FRAMING PLAN NOTES
ROOF SHEATHING AND
2x SLEEPER
PHONE (425) 778-8500
NAILING PER Roo F
FAX (425) 778-5536
DIAPHRAGM BOUNDARY
2x4 BLOCKING W1 SILL
1,
FRAMING PLAN NOTES
NAILING PER ROOF
PLATE AILING PER
FRA MING PLAN NOTES
SHEARNWALL SCHEDULE
DIAPHRAGM BOUNDARY
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NAILING PERSHEAR
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FULL DEPT BLOCKING
FRAMING PLAN NOTES
FULL DEPTH BUKG
RI PPED TO MATCH SLOPE
FULL DEPrH BUKG
RIPPED TO MATCH
OFROOF
RIPPED TO MATCH
SLOPE OF ROOF
SLOPE OF ROOF
PONY WALL
PRE-ENGINEERED
PER PLAN
PRE-ENGINEERED
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SCISSOR TRUSS PER PLAN
SCISSOR TRUSS PER PLAN
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(1) 2x6 D AGONAL
OF BLOCKING
SIM
PSON LSTA 15
BRACE AT 4'-0" OC
2X4 SLEEPER TYP W/ (2)
8�
STRAP
EACH SPLICE
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EACH TRUSS
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PRE-ENGINEERED ROOF
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TRUSSES PER ROOF PLAN
DESIGN: BTJ
SHEATHING AND
2X4 BLOCKING FOR
EACH BRACE
NAILING PER PLAN AND
(3) TRUSS SPACES @
DRAWN: JEC
SHEAR WALL SCHEDULE
4`0" OC MAX
I NOTE:
6�C CHER NAILS 0
WALLS SHALL BE
REFER TO CASE A FOR
INFO NOT
ISPE
CHECK: DMT
WALLS SHALL BE
6 OCOOVER EXTENTS
FULL H GHT
El
CRMATION
IFICALLY CALLED OUT
JOB NO: 19055.10
FULL HEIGHT
OF BLOCKING
DATE: 05/16/19
OPTION A. BLOCKING AND STRAPS
OPTION B. BRACING
I
TYPICAL GABLE END SECTION TYPICAL OVERFRAMING DETAIL
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