BLD2017-1100A OV E DAf
CITY OF EDMONDS
1215THAVENUENORTH -EDMONDS, WA 98020
PHONE. (425) 771-0220 - FAX: (425) 771-0221
STATUS: ISSUED 03/26/2018 411/1 01, Permit #:,BLD20171 100
Expiration Date:,q��jq
Pat-cel No: 00582000301002 '*0
Project Address: 213 ELM ST, EDMONDS
P&II110'rXITY 11VIV7111t11% APPLICANT CONTRACTOR
HEATHER M & ETHAN W MATEFSKI DBA ASPECTS INC OWNER EXEMPTION
213 ELM ST C/O JIM MUSAR
EDMONDS, WA 98020 15617 37TH AVE NE
LAKE FORESTPARK-WA 98155
(425) 279-3478 (206) 3 63-8 805
LICENSE 4� EXP
JOB DESCRIPT]ION
ADDITION OF A MASTER SUITE, MASTER BATH AND DECK ABOVE EXISTING GARAGE.
VALUATION: $59,140
�4
N
PERMIT TYPE- Residential
PERMIT GROUP: 02 - Addition
GRADING: N CYD& 0
TYPE OF CONSTRUCTION�
RETAINING WALL ROCKERY:
OCCUPANT GROUP:
OCCUPANT LOAD:
FENCE 1 0 X 0 FT.)
CODE: 2015
OTHER: ------- OTHER DESC:
ZONE: RS-6
NUMBER OF STORIES: 0
VESTED DATE
NUMBER OF DWELLING UNIT S- 0
LOT #:
EXISTING AREA
B.ASE.MENT 0 1 sT FLOOR 0 2ND FLOOR 0
PRO POSFD AREA
BASEMENT 0 1 ST FLOOR 66 2ND FLOOR 446
3 RD FLOOR 0 GARAGE 0 DECK: 0 OTHER. 0
3RD FLOOR 0 GARAGE 0 DECK: 152 OTHER 0
BEDROOMS: 0 BATHROOMS 0 1BEDROOMS:
I 13ATIAROOMS: I
FRONT SETBACK SIDESETBACK REAR SETBACK
REQUIRED: 20' PROPOSED: L_RE7nTT-5, PROPOSFD: IREQUIRED: 15' PROPOSED:
HEIGHT ALLOWED:0 PROPOSED 0 IREQUIRED. 5' PROPOSED
SETBACK NOTES Second story addition vothin existing footprint. No change to existing.
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THEWORK AUTHORIDED —THEREBY, NO
PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODEOF THE STATE OF WASHINGTON RELATING TO WORKMENS COMPENSATION
INSURANCE AND RCW 18:27.
THIS APPLICATION IS NOTA PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES AREPAID.
ZZI qfz?— 11 1 tv-41E),er Imm-an) �Jpt-114 1_40ZZa� J/��Z_Ults
Signature Print Name Date I Released By Date
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDJNG OR STRUC11JRE UNTH_ A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTED UBC109! IBCI 10. IRCI 10.
RRE APPLICANT ASSFSSOR CITY
qftwft
mft*
1J
STATUS: ISSUED BLD20171 100
• Final approval oil a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of
the buildin- or structure. Check thejob card for all required City inspections including final project approval and final
occupanc)inspections.
• Any request for alternate design, modification. variance or other administrative deviation (h ere ill a f1ter -variance-) from
adopted codes. ordinances or policies must be specilfically requested in writing and be called out and identified. Processing
fees for such request shall be established by Councii and shall be paid upon submittal and are non-refunclable.
Approval of any plat or plan containing provisions Wlich do not comply, -%vith city code and for which a variance has not been
specifically identified, requested and coils idered by the appropriate citAl official in accordance with the appropriate provision
of city code or state law does not approve ail), items not to code specification.
• Sound -\oise originating from temporary construction sites as a result of construction activity are exempt fronithe noise limits
of FCC Chapter 5.30 only during tile hOL11-S Of 7:00amto 6:00pm on weekdays and 10:00arn and 6:00prn on Saturdays, excluding
Sundays and Federal liolidays. At all other times the noise originating from construction sites activities must comply with the
noise limits of Chapter 5.30, unless a x ariance has been granted pursuant to ECC 5.30.120.
• Applicant. on behalf ofhis or lier Spouse, heirs, assigns, and successors in interests, agrees to inclenlnif�- defend and hold
L-
harrnless the Citv of Edmonds. Washington, its offic,als, employees, and agents from ail), and all claims for darna cs of
9
whatever nature. arisint: , ' directl) or indirectly from the issuance for this pen -nit. Issuance of this permit shall not be deenied to
modi6l, waive or reduce an) requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance
provision.
INSPECTIONS
THIS PERMIT AUTHORIZ-ES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDB/VALKS, ERKIBIVAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT
TIME LIMM SEE ECDC 19.00.005(A)(6)
I TO SCHEDUtE INSPECTIONS
BUILDING
1. Go to: www.edmondswa.gov
2. Then: Services
3. Then: Perm its/Devel opment
4. Then: Online Permit Info
5: If you don't haw one already, create a
login (upper right hand corner)
6: Schedule your inspection
Building Department Inspections
are now scheduled online. If you
have difficulties, please call the
Building Department front desk for
assistance during office hours.
(425) 771-0220
ENGINEERING (425) 771-0220 EXT. 1326
FIRE (425) 775-7720
PUBLIC WORKS (425) 771-0235
RECYCLING (425) 275-4801
When calling for an inspection please leave the following information� Permit Number, Job Site Address, Type of Inspection
being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon.
• B-Preconstruction meeting
• Retrofit holddoxviis
P,Isolated Fo ot ings;' Piers
B-Plumb Rou-h In
P-Gas Test/Pipe
13-Mechanical Rough In
B-E'-xlcrior Wall Slicathin-
B-Roof Sheathing
B-W indow Flash in,,
13,11eight Verification
11-Framing
B-Wall Insulation Caulk
13-Insulation Energy
B-Sheetrock Nail
B-Building Final
X_
DEVELOPMENT SERVICES
RESIDENTIAL BUILDING PERMIT
APPLICATION
121 5h Avenue N, Edmonds, WA 98020
City of Edmonds Phone 425.771.0220 2 Fax 425.771.0221
PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS
PROJECT ADDRESS (Street, Suite #, City State, Zip):
f_ 142 r�:_L_ H
Parcel #:
00 J5� 6� -do 0 � a I oo �Z-
Subdivision/Lot #:
Project Valuation: $ 3,71ao
APPYCANT:
-, I H KJ .51;KA- aL
Phone:
(�Pb)363-660<_
Fax:
I
Address (Street, City, State, Zift
I 6_�o 11 �V- /WA/ 0 �L LV 04- 1 & 1
E-Mail Address:
/A 5 " lov 1,
PROPERTY.OWNER:
M4 A 0 11114-6, el 1+kt, HA Wt-�: 514- 1
]phone:
eN11;3*V
Ta7
Address (Street, City, State, Zip):
2-rt? a-L-M !�r&:A4
.
E-Mail Aqdress:
Af W I
&
LENDING AGENCY:
Phone:
Fax:
Address (Street, City, State, Zip):
E-Mail Address:
CONTRACTOR:*
Phone:
Address (Street, City, State, Zip):
E-Mail Address:
*Contractor must have a valid City of Edmonds business license prior to
doing work in the City. Contact the City Clerk's Office at 425.775.2525
WA State License #/Exp. Date:
City Business License #/Exp. Date:
DETAIL THE SCOPE OF WORK: A ve A M A 4 u i f' vi J4,t, k 0 1 Tq 14 Ifl /f,4 A C&-
gvv vvt, I >,-3 +4u 0 V64, ��Jptf
F
01'-H >40" H! r] A I d TD AO
6 1 P4-/X'5 'k
PROPOSED NEW SQUARE FOOTAGE
FOR THIS PROJECT:
Basement: sq. ft.
Select Basement Type: Finished 7Unfmished LJ
ls'Floor: L, 6, sq. ft.
Garage/Carport: —sq. ft.
2 "d Floor: 3 7, sq. ft.
Deck/Cvrd Porch/Patio: —sq. ft.
Bedrooms #_J_ Full-3/4 Bath # I Half -Bath #
Other: sq
Fire Sprinklers: Yes
LJ
No
9�
Ret��Wall: Yes
LJ
No
El
Grading: Cut —cu. yds. Fill —cu.yds.
Cut/Fill in Critical Area: Yes LJ No[7—'
I declare under penalty of peilury laws that the information I have provided on this formlapplication 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.
PrintName: niefrok Owner R Agent/OtberE] (specify):
Signature: &L Date:
FORM A LABuilding New Folder 201 MONE & x-ferred to L-Building-New drivekForm A2014.docx Updated: I/M2014
71
OV ED-40
City of Edmonds
Equipment Type
DEVELOPMENT SERVICES
RESIDENTIAL BUILDING PERMIT
APPLICATION FORM A
121 5h Avenue N, Edmonds, WA 98020
Phone 425.771.0220 2 Fax 425.771.0221
Appliance/Equipment Information (new and relocated) Total #
Furnace
Gas #—Elec #—Other:—
# BTIJs: <100k— >100k— Location(s)
Air Handier / VAV
(circle selected)
Gas #�__Elec #—Other:—
# CFM: <10k— >10k— Location(s)
AC / Compressor
Boiler / Heat Pump
Roof Top Unit
(circle selected)
Gas #-LElec #—Other:
UP: <31 3-15,15-30
# BTUs: I <100k, 100k-500k, 500k-Mil
Location(s)
I
Hydronic Heating
Gas #_Elec #—In-Floor
—Wall Radiant— Boiler BTUs: Location
Exhaust Fans (single
duct)
Bath # I Kitchen # Laundry # —Other: #
Gas #_LElec #—Other:—#
Location(s)
"Fireplace
Dryer Duct
Appliance Type
Appliance/Equipment Information (new and relocated)
Total #
AC Unit
BTUs:
Location(s):
Furnace
BTUs:
Location(s):
Water Heater
BTUs:
Location(s):
Boiler
BTUs:
Location(s):
Other:
BTUs:
Location(s):
Fireplace/Insert
BTUs:
Location(s):
Stove/RangelOven
Dryer
Outdoor BBQ
TOTAL OUTLETS
I'Ll-7,MBING FIXTURE COUNT
Fixture Type (new and relocated) Total # Fixture Type (new and relocated)
Total #
Water Closet (Toilet)
Pressure Reduction Valve/Pressure Regulator
Sink (kitchen, laundry, lavatory, bar, eye wash, etc.)
Water Service Line
Tub/Shower
Drinking Fountain
Dishwasher
Clothes Washer
Hose Bib
Backflow Prevention Device (eg. RBPA, DCDA, AVB)
Water Heater Tankless? YesE] NoE]
Hydronic Heat in: FloorE] WalIE]
Floor Drain/Floor Sink
Other:
Refrigerator water Supply (for waterlice dispenser)
Other:
FORM A LABuilding New Folder 2010\130NE & x-ferred to L-Building-New drive\Form A2014.docx Upda(ed: 1/17/2014
of ED4
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 99020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
BUILDING APPLICATION ACCEPTANCE
Friday, August 11, 2017
This Application has been accepted by the City of Edmonds for review. More information and changes
may be required during this process. The review target date is: Friday, September 01, 2017
Your City Contact is: LINDA THORNQUIST
Application Number: BLD20171 100
Project Address: 213 ELM ST, EDMONDS
PROPERTY OWNER APPLICANT
HEATHER M & ETHAN W MAIEFSKI DBA ASPECTS INC
213 ELM ST C/O JIM MUSAR
EDMONDS, WA 98020 15617 37TH AVE NE
(425) 279-3478 LAKE FOREST PARK, WA 98155
(206) 363-8805
Work Description:
ADDITION OFA MASTER SUITE, MASTER BATHAND DECKABOVE EXISTING GARAGE.
Outstanding Items at Time of Submittal:
It is anticipated that the following departments will be reviewing your application:
El Building
E Planning
Ll Engineering
Fire
F1
Please wait to re -submit corrections until after you have received comments from all reviewing
departments.
I HEREBY ACKNOWLEDGE THAT I HAVE READTH IS APPLICATION THATIHE INFO RMATION GIVEN IS CORRECT
AND THAT I AM THE PROPERTY OWNER, OR THE DULY AUTHORIZED AGENTOF THE PROPERTY OWNER TO
SUBMIT A BUILDING PERMIT APPLICATIONTO THE CITY.
gk/, -7
SIGNATURE(OWNER OR AGE" PRINT NAME DATESIGNED
To view up to date information about your application please visit the City ofEdmonds Development Services
website at hitp.11www.edmondswa.gov.
BYKONEN "j
CARTER
QUINN 13LD 7-6 1-1 1106 A STRUM
ENGINEEMNG
RECEIVED
AUG 112017 STRUCTURAL
DEVELOPMENT SERVICES
COUNTER CALCULATIONS
Maiefski Residence
213 Elm Street
Edmonds, WA 98010
ASPECTS
15617 37"' Avenue NE
Lake Forest Park, WA 98155
August 1 s, 2017
lo- 820 John Street #201 Seattle, WA 98109 206-264-7784 www.BCO-SE.com
BYKONEN
CARTER
QUINN
No. 820 John Street #201 Seattle, WA 98109 206-264-7784 wmi.BMSE.com
PROJECT -
A STRUCTURAL I
ENGINEERING
DESIGNER:
DATE:
SHEET F-.
�t�o
ON
N
19FORTE'
MEMBER REPORT Roof Framing, Beam #1
1 piece(s) 2 x 6 Hem -Fir No. 2 @ 24" OC
PASSED
112
4[
7,
NI-
-, --q
7'
Al locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Member Reaction (lbs)
309 @ 2 1/2"
2126 (3.50")
Passed (15%)
—
1.0 D + 1.0 S (Alt Spans)
Shear (lbs)
250 @ 8 11/16"
949
Passed (26%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (R-lbs)
524 @ T 9 1/2'
921
Passed (57%)
1.15
1.0 D + 1.0 S (All Spans)
Uve Load Defl. (in)
0.122 @ 3' 9 1/2-
0.252
Passed (L/743)
—
1.0 D + 1.0 S (AJI Spans)
Total Load Defl. (in)
0.199 @ X9 1/2"
0.378
Passed (L/455)
—
, 1.0 D + 1.0 S (AJI Spans)
Deflection criteria: LL (L/W) and TL (1.1240).
Top Edge Bracing (Lu): Top compression edge must be braced at 8'o/c unless detailed oUw!fwise-
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8'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.
'Z
Y:of
T.
A
I Beveled Plate - HF
3.50"
3.SV
1.50*
120__
190
310
BWdng
2 - Beveled Plate - HF
3.50-
3.SV
1.50'
120
190
310
BlodIC169
- Blocldng Panels are assumed to carry no loaft applied directly above them and the full loW is applied to the member being designed.
Z
I - Unffoffn (PSF)
OtDT7"
24-
15.0
25.0
Weyeriiaeuser warrants duirt the sUing of its products will be in accordance with Weyerhaeuser product design criterW and published design values.
WLyerhaeuser eiqxessly disicialms wry odiver 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 oir-frairw is responsible to assure that this calculation is
compabble with the overall projecL Accessories (Rim Board, StorAng Panels and Squash Blocks) are not designed try this software. Products manufactured at
Weyediaeuw facilities are ftW-p" certfied to sustainable forestry standards. Weyerbaeuseir Engineered Lumber Products have been evaluated by ICC ES
under technicat reports ESR-1153 and ESR-1387 and/or tested in accordance with apprxzWe ASTM standards. For cuiTent code evaluation reports,
Weyerbaeuser product literature and installation details refer to www.weyediaelw.conVwoodproducts/document-library.
The product applicatJori, input design loads, dimensions and support information have been provioded by Forte Software Operator
Job N otes.,
Nicholas Carter
Byk,onen Carter Ouinn
(206) 264�7784
n%�c@bcq-se.com
System: Roof
Member Type : 3oist
Building Use : Residential
Building Code: IBC 2015
Design Methodology : ASD
Member Pitch: 4/12
SUSIVUKABLE FORESM lNnIATFVE
81/l/2017 7:48:19 AM
Forte v5.3, Design Engine: V7.0.0.5
MaiefskiAte
Page 2 of 23
MEMBER REPORT Roof Framing, Beam #2
F 0 R T E 2 piece(s) 13/4" x 111/4 n 2.OE Microllam@ LVL
PASSED
Overall Length: 16'7"
7 Z
-s
16'
10
10
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
LDP
Load
Member Reaction (lbs)
2159 @ 16' 5-
3189 (2.25")
"o
Passed (68%)
1.0 D + 1.0 S (All Spans)
ar (lbs)
1965 @ 15'4 1/4"
86 3
Passed (213%)1.15
1.0 D + 1.0 S (AJI Spans)
Moment (Ft-lbs)
8852 @ 8' 7 318"
18558
Passed (48%)
1.15
1.0 D + 1.0 S (All Spans)
live Load Defl. (in)
0.314 @ 8'4 11/16"
0.542
Passed (L/621)
—
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.525 @ 8'4 11/16'
0.813
Passed (L/371
1.0 D + 1.0 S (All Spans)
Deflection criteria: LL (L/360) and Ti. (1.1240).
Top Edge Bracing (Lu): Top compression edge maist be braced at 16'o/c unless detalled otherwise.
Bottom.Edge Bracing (Lu): Bottom compression edge must be braced at 16' 5" o/c unless detailed otherwise.
'U
1 - Stud wall - HF 3-SO" 2-25* 1.50" 68S 984 1669 11/4' Rim Board
2 - Stud wan - HF 3.SO- 2.25- 1.52- 868 1291 21S9 1 1/4- Rim Board
- Rim Board is assumed to carry all loads applied ckecdy above it, bypassing the member being designed.
0 - Self Weight (PLF)
11/4- to 16' 5
H/A
11.S
314'
1 -Tapered (PSF)
0 to 6'(Front)
0 to 7
15.0
25.0
2 - Uniform (PSF)
6' to 16' (Front)
7
15.0
25.0
Weyerhaeuser warrants that the sizing of Its products win be in accordance with Weyerhaeuser product design cr*� and pubrWhed design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent tie need for a design
professional as determined try the authority having The designer of record, builder or framer is respordibie bD wm re that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed IDy this s*ftware. Products manufactured at
Weyerhaeuser facilities are third -party certified to wastainable forestry standards. Weyerhaeuser Engineered Lumbef Products have been evaluabW by ICC ES
under technical reports ESR-1 153 and ESR-1387 arKVor tested in accordance with applicable ASTM smndards� For,current code evaluation reports,
Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.cDm/woodproducts/document-ribrary.
product application, input design loads, dimertsiorts and support information have been provided by Forte Software Operator
Forte soft�ar. operator:,
Job Notes . .....
Nicholas Carler
Sykonen Catter Quinn
(206) 264-7784
n,r_@bcq.-se_CQrh
System : Roof
MemberType: Flush Bearn
Building Use : Residential
Building Code: IBC 2015
Design Methodology : ASC,
Member Pitch: 0/12
SUSTAINABLE FORESM INITIATIVE
8/1/2017 7:48:19 AM
Forte v5-3. Design Engine: V7.0,0.5
Me e fski. 4 te
Page 3 of 23
a-FO R T E� MEMBER REPORT Roof Framing, Beam #3
2 piece(s) 2 x 10 Hem -Fir No. 2
PASSED
0
a
Overall Length: 6'
[21
0
All locations are measured from the outside face of left support (or left cantilever end).All dimension3 are hodzontal.;Drawing is Conceptual
a
"."Lbf
L64d : e -
Member Reaction (lbs)
1212 @ 1 1/2"
3645 (3.00")
Passed (33%)
-_
1.0 D + 1.0 S (All Spans)
Shear (lbs)
1167 @ 1'1/4"
3191
Passed (37%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)
3286 @ 3'
3833
Passed (86%)
1.15
1.0 D + 1.0 S (All Spns)
Live Load Defl. (in)
0.037 @ 3'
0.192
Passed (L/999+)
—
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
O.G62 @ 3'
0.287
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Deflection criteria: LL (L/360) and TL (V240).
Top Edge Bracing (Lu): Top compression edge must be braced at 6* a/c unless detaW otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6'o/c unless detailed otherwise.
Applicable calculations are based on NDS.
U0PoJrtS,';.A&"' N3
I - Trimmer - HF 3.00" 3.00" 1 _W 491 721 1212 Norte
2 - Trimmer - HF 3.00' 3.00' I.Sol 491 721 1212 None
0 - Self Weight (PLF)
0 to 6'
NIA
7.0
I -Uniform (PSF)
0 to 6'
11
12.0
25.0
2 - Point Ob)
3'
N/A
M
1291
Un= Beam
#2 2
Weyerhae;ser warrants that the sizing of its products will be in accordance with Weyediaeuser product design cribETia and published design values.
Weyerhaeuser e)pressly disdaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
profess;ional as determined by the authority having jurisdiction. The designer of record, builder or framer is respon5lble to aswre that this calculation is
compatible with the overall project. Accessories (Rim Board, Bk)ddng Panels and Squash Blodcs) are not designed by this software. Products marrufacturred at
Weyerhaeuser facilities are third -party certified to sustainable forestry sumdards, Weyerhaeuser Engineered Lumber Products haye been evaluated by ICC ES
under technical reports ESR-1153 and ESP.-1387 and/or In acoordarice with appbcab;e ASTM standards. Forcurrent code evaluation reports,
Weyerhaeuser product literature and installation details refer to www.weyedoeuser.com/woodproducts/document-!ibrary.
The product application, Input design loads, dimensions and support infornsabon have been provided by Forte Softtvare Operator
FoitelSoftware Operwt�
es
Nicholas Carter
Bykonen Carter Oumn
(206) 264-7,784
n%,c@bcq-se.com
System: Wall
Member Type -. Header
Building Use : Residential
Building Code IBC 2015
Design Methodology: ASD
ANSUSTAINABU FORESM iNmATIVE
IV
811 /2017 7:48:19 AM
Forte v5.3, Design Engine: V7.0.0.5
Maiefski.4te
Page 4 of 23
i��JFO R T E�' MEMBER REPORT Roof Framing, Beam #4
I piece(s) 2 x 8 Hem -Fir No. 2
PASSED
42
2.83r
Overall Sloped Length: 10'7 3/13'
�K `fl 4 ;i
7� -T
9' 10 13116'
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Dramrring is Conceptual
Member Reaction (lbs)
675 @ 9' 10 13/16-
911 (1.50")
Passed (74%)
1.0 D + 1.0 S (All Spans)
Shear (lbs)
558 @ 9' 3 3/4"
1251
Passed (45%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (R-lbs)
1279 @ S'9"
1284
Passed (100%)
LIS
1.0 D + 1.0 S (All Spans)
Uve-Load Defl. (in)
0.217 @ S' 2 9/16'
0.333
Passed (L/553)
1.0 D + 1.0 S (All Spans)
Total Load Defi. (in)
0.364 @ T2 1/2-
0.500
Passed (L/330)
1.0 D + 1.0 S (All Spans)
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 6" o/c unless detailed otherwise -
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10'2' o/c unless detailed otlierwise-
Applicable calculations are based on NDS.
_3
v
s; i A A 007K gA
UIMRIN.
1, _P�
I - Beveled Plate - SPF
3.50"
3.50"
1.50"
146
M8
—
IIS4
Blocking
2 - Hanger on 7 1/4' SPF beam
3.50'
Hanger'
1.50"
270
405
675
See note
Blocking Panels are assumed W carry no loads applied directly above them and the he member being designed,
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.
System : Roof
Member Type: Flush Beam
Building Use : Residential
Building Code : IBC 20 15
Design MedKxk)iogy: ASD
Member Pitch: 2.83/12
SU ppMt
2 - Face Mount Hanger
LSSU28
3.50- NIA
9-10d common S-10d x 1-1/2
Tributm
�-K
fSIde �
_6
" �I I -
V
0 - Self Weight (PLF)
0 to 9- 10 13/16-
N/A
2.8
1 - Tapered (PLF)
0 to 9' 10 13116"
N/A
0.0 to 76.2
0.0 lo 123.7
from R;-CTf-
ftaeuser warrants that the siting of its products will be in accordance with Weyerhaeuser product design critcria and published des�gn values.
haeuser expressly disclaims any other warranties related to the software- Use of this software is not intended to circumvent the need for a design
;ional as determined by the authority having jurisdiction. The designer of record, builder or framer is respon!Ible to azure that this calculation is
tible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
haeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumbef Products have been evaluated by ICC ES
technical reports ESP-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports,
haeuser product lilmature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
product application, Input design loads, dimensions and support information have been provided by Forte Sofbvare Operator
Forte Software Dparator
Nicholas Caner
Sykanen Carter Quirin
(206) 264-7784
nvc@bcq-se.com
SUSTANABLE FORESTRY INITIATWE
8/112017 7:48:19 AM
Forte v5.3, Design Engine: V7.0.0.5
Maiefski.4te
Page 5 of 23
F 0 R T E �� MEMBER REPORT Roof Framing, Beam #5
2 piece(s) 2 x 10 Hem -Fir No. 2
PASSED
Overall Length: 12' V
0
�V
-V
_J
11'6'
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
6e4l injti�
�_ -WO
11 '.
I -, -
6" !1_9 - ____ RR WJAI*Qk��
Member Reaction (lbs)
1423 @ 2"
2734 (2.25")
Passed (52%)
-_
1.0 D + 1.0 S (All Spans)
Shear (lbs)
116�@ V 3/4'
3191
Passed (37%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (R-ibs)
3704 @ 5' 5 3/16"
3833
Passed (97%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Dell. (in)
0.210 @ 5' 10 5/8-
0.392
Passed (L/671)
—
1.0 D + 1.0 S (Al Spans)
Total Load Dell. (in)
0.348 @ S' 10 11/16-
1 0.587
IPassed(L/405)
I —_L1.0
D + LOS(All Spans)
Deflection criteria: U. (L/360) and TL (1.1240).
Top Edge Brdcing (Lu): Top compressiori edge must be braced at 3' 10" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 111 11' o/c unless detailed otherwise.
Applicable calculabons are based on NDS.
A
.10
V, Ita
I - Stud wan - HF 3.50'
2.2S'
1.50"
.570 880
14SO
1114- Rim Board
2 - Stud wall - HF 3.50"
2.2S"
1.50"
342 501 J__2143
11/4- Rim Bowd
- Him Board is assumed to carry all loads applowd directly above it, bypassing the member being designed.
. . . . . . . . . .
r Y"
*5*61_4 U4
247
................ .....
0 - Self Weight (PLF)
1 114' to 111 11
N/A
I
7.0
3(4-
1 -Uniform (PSF)
0 to S' 6" (Front)
6-6-
15.0
25.0
2 -Tapered (PS F)
1'6' 6
6' 6- to 0
15.0
25�O
L
I at�tl�'
I
I — I
Weyerhaeuser warrants that the saing 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 riot 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 assum that this calcula5w is
compatible with the overall project. Accessories (Rim Board, BlocXrig Panels and Squash Blocks) are not designed by this software. Products at
Weyerhaeuser facflibes are third -party certfied to sustainable lbresl:ry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and FSR-1387 and/or tested in accordance with applicable ASTI-1 standards. For (airrent code evaJuation reports,
Weyerhaeuser product literature and installation details refer to www.weymbaeuser.com/woodproducts/document-lit>rm.
,The product application, input design loads, dimensions and support Information have been provided by Forte Software operator
Form softwa:ri O'lierator.:
0 eS
Nicholn Carte,
Bykonen CarterQuinn
(206) 264-7784
nvc@—, bcq-se com
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 201S
Design Methodology : ASD
Member Pitch: 0/12
0 SUSTAINABLE FORE5TRY IN"IATIVE
811/2017 7:48:19 AM
Forte v5.3, Design Engine: V7.0.0.5
MaiefskiAte
Page 6 of 23
lii`c F 0 R T E " MEMBER REPORT Roof Framing, Beam #6
1 piece(s) 2 x 8 Hem -Fir No. 2
PASSED
0
12
8.49F—
Overall Sloped Length: 12'9/16"
V,
2" Z.
9' 2 5/16'
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
#Winjk
AC
Member Reaction (lbs)
660 @ 9' 2 5/16"
911 (1.50")
Passed (72%)
—
1.0 D + 1.0 S (All Sparks)
Shear (lbs)
5S7 @ 8' 8 3/8-
1251
Passed (44%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)
1162 @ 5' 4 1/16-
1284
Passed (90%)
1.15
1.0 D + 1.0 S (All Spans)
Uve Load Deft. (in)
0,212 @ 4' 10"
0.369
Passed (1.1626)
1.0 D + 1.0 S (All Spans)
tal Load Defl. (in)
0.404 @ 4' 9 15/16-
0.553
Passed (L/328)
1.0 D + 1.0 S (All Spans)
Deflection criteria; LL (L/360) and TL (1.1240).
Top Edge Bracing (Lu): Top compression edge must be braced at 5'9" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11'3' o/c unless detailed otherwise -
Applicable calculations are based on NDS.
.... PPOWNE", iA ___*J 16W�Wl! '106
I - Beveled Plate - HF 3.50' 3.50- 1.50- 168 179 _347 Blocking
2 - Hanger on 7 114" HF beam 3 -50' Hanger 1.50- 311 349 (160 See note
Blocking Panels are assumed to carry no loads applied directly above thern and the full load is applied to the member being designed.
At hanger support, the Total Bearing dimension Is equal to the width of the material that is supporting the hanger
1 See Connector grid below for additional Infonmaton and/or requirements.
System: Roof
Member Type : flush Beam
Building Use : Residential
Building Code: IBC 201S
Design Methodology: ASD
Member Pitch: 8.49/12
25L
pp"t �7,
Z�r
2 - Face Mount Hanger
LSSU28
3.50- N/A
9-10d corrunon S-10d x 1-1/2
LSTA12 Strap
Z
0
---- -----
0 - Self Weight (PLF)
0 to 9'2 5/16"
N/A
2.8
1 - Tapered (PLF)
0 to 9'2 5/16"
N/A
0.0 to 79.6
0.0 to 114.9
Generated from R�F_
metry
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 jurisdictim. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall projecL Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities am 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.weMbamiser.oDm/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Forte Soft:%4are: 6
Job I otes
4
Nicholas Carer
Bykanen Carter Quinn
(206) 264-7784
fi%-c@bco-se.com
0 SUSWNABLE FORESTRY INITIATIVE
811/2017 7:48:19 AM
Forte v5.3. Design Engine: V7.0.0.5
10aiefsh4te
Page 7 of 23
F 0 R T E ` MEMBER REPORT Roof Framing, Beam #7
3 piece(s) 13/4"' x 9 1/4" 2.OE Microllain@ LVL
PASSED
0
Overall Length: 14'
14'
All locations are measured from the outside face of left support (or left cantilever end).All dimensions; are hotizontal.;Dravving is Conceptual
Member Reaction (lbs) 2946 @ 13'10" 4784 (2.25') Passed (62%) — 1.0 D + 1.0 5 (All Sparts)
Shear (lbs) 2880 @ 12' 111/4' 10611 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans)
Moment (R-lbs) 135S2 @ 7' 19327 Passed (70%) 1.15 1.0 D + 1.0 S (All Spns)
Uve Load Defl. (in) 0.374 @ 7' 0.456 Passed (L/438) 1.0 0 + 1.0 S (Ail Spans)
Total Load Defl. (in) 0.633 @ 7" 0.683 Passed (1.1259) 1.0 D + 1.0 S (All Spans)
Deflection criteria: U. (W360) and TL (1.1240).
Top Edge Bracing (Lu): Top compression edge must be braced at 13' 10" o/c unless detailed otherwise -
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 10' o/c unless detailed otherwise.
"Er -2 1; V S3
F, a
P Q
I Stud wall - HIF
3.50"
2.25'
1.S0'
1145
1652
2-797
1 1/4- Rim Board
2 - Stud wall - HF
3.SO"
2.2S-
ISO'
1215
1729
2944
1 114- Rim Board
- Rim Board is assumed to Carry all IOWS applied directly above V, bypassing ft member being designed.
(SWY:
'X-:Wkft'
!V�i
0 - Self Weight (PLF)
1 1/4' to 13' 10
NIA
14.2
3/4'
1 -Tapered (PSF)
0 lo 7' (Front)
0 to r
15.0
25.0
2 -Tapered (PSF)
7' to 14' (Front)
r to 0
15.0
25.0
3 - Uniform (PSF)
0 to V (Front)
3'
15.0
25.0
4 - Tapered (PSF)
6' to I I' (Front)
Tio 0
15.0
25.0
5 - Tapered (PSF)
I V to 14' (Front)
0 to 11
1S.0
25-0
6 - Point (1b)
T(Front)
NIA
685
984
Linked from: Beam
-2, Support I
7 - Point (1b)
11, (Front)
NIA
342
501
_
Lin Beam
115= 2 —
Weyerhaeusw warrants that the sizing of its products will be in accordance with Weyerhaeuser product design crit m� and published design values.
Weyerhaeuser epressly 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 harving jurisdiction. The designer of record, builder or framer is respons ble to assure that this calculation is
compatible with the overall projeft Accessories (Rim Board, Bk)ddng Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facifities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 arcl ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evafuation reports,
Weyerhaeuser pro -duct literature and Installation details refer to www.weyediawser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support lnfbmiation have been provided by Forte Software Operator
Fo
r10 Softvrare Op.rt., 116 idies
Nicholas Carter
Sykonen Carter Quinn
(206) 264-7784
nvc@b,-q-se.corn
System : Roof
Member Type: Flush Bearn
Building Use : Residential
Building Code: IBC 201S
Design Methodology: ASD
Member Pitch: 0/12
. An SL15TADAASLE FORESM NmATIVE
,If,
811/2017 7:48:19 AM
Forte v5.3. Design Engine: V7.0.0-5
10aiefski.4te
Page 8 of 23
MEMBER REPORT Roof Framing, Beam #8
F 0 R T E 2 piece(s) 2 x 12 Hem -Fir No. 2
PASSED
Overall Length: 6'
B 9
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Member Reaction Obs)
IS3S@11/2-
364S (3.00")
Passed (42%)
—
1.0 D + 1.0 S (All Spans)
Shear Obs)
14810 V2 1/4"
3881
Passed (38%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)
4209 @ 3'
siss
Passed (82%)
1.15
1.0 D + 1.0 S (All Spans)
Uve Load Defl. (in)
0.026 @ 3'
0.192
Passed (L/999+)
—
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.044 @ 3'
T287
Passed (L/999+)
—
, 1.0 D + 1.0 S (All Spans)
Deflection criteria: LL (L/360) arid TL (L/240),
Top Edge B-cing (Lu): Top Compression edge must be braced at 6ff o/c unless detailed otherwise -
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6'olc unless detailed otherwise.
Applicable calculations are based on NDS.
--
_56000 rts
I - Trimmer - HF
3.DO- 3.00-
I.So"
634
901 1535 None
2 -Trimmer - HF
3,00" r 3,00-
1.50"
634
901 1535 None
e.
7
A
.0
0 - Self Weight (PLF)
0 W 6'
N/A
8.6
1 - Uniform (PSF)
0 W 6'
1.
12.0
25.0
Residential - Living
Areas
2 - Point Ob)
3'
N/A
1145
1652
' 'n !xd B,
I
I
1
1
1,17 1 1
S.=
Weyerhamser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values.
WeyertuaAmser expressty disclaims any other warranties related to the sciftware. Use of this software Is not intended to cirmmyent d'e need for a design
professional as determined by tl�e 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, Bloddrig Panels and Squash Bloc�) are not designed by this software. Products manufactured at
Weyerhaeuser facftes are third -party oertifed to gistainatite 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 iairrent code evaluabon reports,
Weyertiaeuser product litemture and installation details refer to www.weyedoeiser.com/woodproducWdocument-'ibrary.
The product application, input design loads, dimensions and support infbrTnatkm have been provided try Forte Soffivare Operator
ForW
JO 64ot 5
Nicholas Camr
Bykanen Caner Quinn
(206) 264-7764
n%-,@bcq.--e.com
Member Type; Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
SUSTAINABLE FORESTW MLQM
8/112017 7:48:19 AM
Forte v5.3, Design Engine: V7.0.0,5
Maiefski,4te
Page 9 of 23
0
21007V
:J
i2i" F 0 R T E "' MEMBER REPORT Upper Floor Framing, Beam #1
I piece(s) 2 x 8 Hem -Fir No. 2 @ 16" OC
PASSED
0
10
Overall Length: 11'
1.4
101
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual
-b 6A
Member Reaction (lbs)
396 @ 2 1/2"
1367 (2.25')
Passed (29%)
—
1.0 D + 1.0 L (All Spans)
Shear (lbs)
338 @ 10 3/4"
1088
Passed (31%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
1027 @ 5'6"
1284
Passed (80%)
1.00
1.0 D + 1.0 L (AJI Spans)
Uve Load Defl. (in)
0.243 @ 5'6-
0.265
Passed (11,1522)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.334 @ 5'6"
0.529
-Passed (L/380)
1.0 D + 1.0 L (All Spans)
T31-Prol" lZating
N/A
N/A .
I --
__
Deflection criteria: LL (1-1480) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 8'5" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Botlom compression edge must be braced at 10' 10" o/c unIm detailed otherwise.
A 15% Increase in the moment capacity has been added to account for repetitive member usage.
Applicable calculations are based on NOS.
No composite action between deck and joist was considered In analysis.
M.
rh.. ......
'A
7:
I Stud wall - HF
3.50'
2.25"
I.So"
110
293
A03
1 1/4* Rim Board
2 - Stud wall - HF
3.50*
2.25"
1.50*
110
293
4,03
1 114" Rim Board
- Rim Board is assumed to carry all bads applied directly above kt, bypassing the member being designed.
IAWIIW __
-------------
. . . . . .
i��ZZIZIZZ
. . . . . .
1 - Unifornn (PSIF)
0 to ill
16"
15.0
40.0
Weyeflkaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design aibEsia and pubfished design values.
Weyettaeusu epressly disclaims any other warranties related to the software. Use of this software is riot Inbeaded to circumvent the need for a design
professional as determined by the authority having jurisdiLton. The designer of record, builder or framer is respomable tD assure that this calculation Is
compatible with the overall project. Accessories (Rim Board, Bloddng Panels and Squash Blods) are not designed IW 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
uri4er technicai reports ESR-1 153 and ESR-1387 and/or tested in acmirdance with applicable ASTM standards. Forcurrent code evaluation repDrts,
Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product appFication, Input design loads, dimensions and support infornnation have been provided try Forte Software Operator
qft"re_ ra.or i,
ob Note
's
Nicholas Caner
sykonen Carter Ouinin
(206) 264-7784
nvC@bCq-se.Com
System : Floor
Member Type: )oi st
Building Use : Residential
Building Code : IBC 201S
Design Methodology : ASO,
Ill SUSTAINABLE FORESTRY INITIATIVE
8/112017 7:48:19 AM
Forte v5.3. Design Engine: V7.0.0.5
Maiefski.4te
Page I C of 23
aFORTE' MEMBER REPORT Upper Floor Framing, Beam #2
1 piece(s) 2 x 8 Hem -Fir No. 2 @ 16" OC
PASSED
Overall Length: 12'
+
0
0
V
1], 9 9
All locations are measured from the outside face of left support (or left cantilever end).All dimenslor�s are horizo nta L; Draw! ng is Conceptual
Member Reaction Qbs)
742 @ 3'6"
2126 (3.50')
Passed (35%)
—
1.0 D + 1.0 L (All Spans)
Shear (lbs)
363 @ 4' 3"
1098
Passed (33%)
1.00
1.0 D + 1.0 L (AJI Spans)
Moment (Ft-lbs)
-567 @ TV
1284
Passed (44%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
C,.053 @ 7'117/8"
0.207
Passed (LI999+)
--
1.0 D + 1.0 L (Alt Spans)
Total Load DeR. (in)
0.084 @ V 1/16-
0.41S
Passed (LI999+)
1.0 D + 1.0 L (Aft Spans)
TI-Pro— Rating
N/A
NIA
—
Deflectim criteria: LL (1.1490) and T1. (LJ240).
Top Edge Bracing (Lu): Top compression edge must be braced at 11' 10' o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be tx-dced at 11' 10' o/c untess detailed otherwise.
A 15% increase in the moment capaity 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.
UR
7! _4
F:
I - Stud wall - HIF
3.50"
2.25'
150"
-4
93/-94 93/-98
1114- Rim Board
2-- Stud wall - SPF
3.50*
3.50"
1.50"
286
457 743
None
3 - Sbid wall - HF
3.50*
2.25"
1.50*
119
- 193 '112
11/4" Rim Board
- Rim Board is asRrmed to carry all loads applied directly above it, bypassing the member bdW designed.
w"�
Az
1
1
P�4 'Q��
1 - Uniform (PSIF) 0 to IT
16'
25.0 40.0
Weyerbaeuser warrants that the sizing of its products will be in accordance with Weyertiaeuser product design criteria and publWied design valLk--
Weyerfoeuser opressly 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 respon!;ible to assure that this calculation Is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Slocks) are not designed by bits software. Products manufKtured at
Weyerhaaeuser facilities are third -party ceffffied to sustainable forestry standards. Weyertuaeuser Engineered Lumbe, Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tasted in accordance with applicable AST-M standards. For current code evaluation reports,
Weyerhaeuser product literature and initallation details refer to www.weyedk-,ei�.cDm/woodprc>ductsidocunient- library.
The product application, input design toads, dimensions and support Infonnation have been provided by Forte SoftNare Operator I
System : Floor
Member Type: _JkAst
Building Use : Residential
Building Code: IBC 2015
Design Methodology : ASO
SUSTAINABLE FORMRY MTWK
ForteSoftwa re. perator 811/2017 7:48:19 ANA
Forte v5.3, Design Engine: V7.0.0.5
Maiefski.4te
Page 11 of 23
a a es�,
j iii t
Nicholas Carte
Bykanencarteroui n
'�06) 264-7784
nVC@bcq-se.corn
IMEMBER REPORT Upper Floor Framk7g, Beam #3
F 0 R T E' 'I plece(s) 4 x 12 Hem -Fir No. 2
PASSED
Overall Length: 12'6*
0
0
+ Ir
0 0
AJI locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Member Reaction (lbs) 1525 @ 2" 4961 (3.50") Passed (31%) — 1.0 D + 1.0 L (All Spans)
Shear (lbs) 1225 @ V 2 3/4" 3938 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans)
Moment (R-lbs) 4514 @ 6'3* 5752 Passed (78%) 1.00 1.0 D + 1.0 L (All Sparts)
Live Load Defl. (in) 0.132 @ 6'3" 0.406 Passed (L/999+) — 1.0 D + 1.0 L (All Spans)
Total Load Deff. (in) 0.223 @ 6' 3" 0.608 Passed (L/655) 1.0 D + 1.0 L (All Spans)
Deflection criteria: UL (L/360) and TL (11240).
Top Edge Bracing (Lu): Top compression edge must be braced at 12'6' o/c unless detailed oUverwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 6* o1c unless detailed otherwise.
Applicable calcutations are ha on �4DS.
M Nl..15 . __ , .._. "
* � . .�' I .. � ,
R
u
1 - Stud wall - HF
3.5V
3.50" 1.50'
620
905
1525
Blodangl
2 - Stud wall - HF
3.50o
3.W 1.50'
620
905
1525
Bkx)dng
- Blocidng Panels are assumed to carry no bads appNorl rfireCltV ahmpa them and the full load Is apoled to the member being designed.
0ead
t"Jiiwi
0�
.00
0 - Self Weight (PLF)
0 to IT 6"
N/A
—
10.0
1 1 - Uniform (PLF)
0 to 17 6- (Front)
N/A
89.3
144.8
Linked from: Beam
#2, Support 3 _
Weyerhaeuser warrants that the sbiN of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerh�aeuser opressly disclaims arry other warranties related to the software. Use of this software is not intended to circumvent the Reed for a design
professional as det5rrnined try tee authcrity having Jurisdiction. The designer of record, builder or framer is responsbe to assure that this cal0awtion Is
compatible with the overall project. AccessDries (Rim Board, Bloddng Panels and Squash Blodcs) are not designed tyy this software- Products manurfactured at
Weyerhaeuser facilities are third -party ci�itfted 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 (awrent code evaluation reports,
Weyerhaeuser product literature and installation details refer bo www.weyediawser.com/woodproducts/document-lib��.
The product application, input design loads, dimensions and support information have been provided by Forte Softyrare Operator
Forte so 6 i
re, pwator,,%
Nicholas Caner
Bykonen Carer Quinn
(206) 264�7784
nvcQbcq-5e corl
System : Floor
Member Type: Drop Beam
Building Use -. Residential
Building Code: IBC 2015
Design Methodology: ASD
y SUSTAlMM FORESTRY WrlATK
l?
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Maiefski.4te
Page 12 of 23
F 0 R T E �! MEMBER REPORT Upper Floor Framing, Beam #4
2 piece(s) 2 x 6 Hem -Fir No. 2
PASSED
Overall Length: 4'6"
+ +
0
4'6"
Ail locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
-M
Member Reaction (lbs)
1263 @ 11/2"
3645 (3.00-)
Passed (35%)
—
1.0 D + 1.0 L (AJI Spans)
Shear (lbs)
866 @ 8 11r
1650
Passed (52%)
1.00
1.0 D + 1.0 L (PJI Spans)
Moment (R-lbs)
1268 @ 2' 3"
1393
Passed (91%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.047 @ 2' 3-
0.142
Passed (L/999+)
—
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.076 @ 2'3'
0.213
Passed (1-1669)
—
1.0 D + 1.0 L (All Spans)
Deflection criteria: ILL (1-1360) and TL (1-1240).
Top Edge Bradng (Lu): Top compression edge must be braced at 4* 6" o/c unless detailed otherwise -
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4'6' o/c unless detailed otherwise.
Applicable calculations are based on NDS.
N.
AM
T,
.A-5
I - Trimmer - IHF
3.00,
3.0(r
1.50,
492
771
1263
None
2 - Tdmmer - HIF
3.00-
3.00-
i.scr
492
771
1263
None
0 - Sell Weight (PLF) 0 to 4'6'
N/A
4.2
I - Uniform (PLF) 0 to 4' 6"
N/A
214.5
342.8
Lm= Bean
#2 2
Weyerhaeuser waawts that the sizing of its product 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 determirfed 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 Acc--sorles (Rim Board, Bl� Panefs and Squash Blocks) are not designed by this software. Products marufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry sUmdards. Weyerhaeuser Engineered Lumber ProdLK-ts have been evaluated by ICC ES
under technical reports ESR- 1153 and ESR-1387 and/or bested in accordance with applicable ASTM starxiards. For current code evaluation report�
Weyerhaeuser product literature and installation details refer Ito www.weyffhaeuser.cDm/woodproducts/document-library,
The product application, input design loads, dimensions and support information haw been provided by Forte Software Operator
Forte S re:6
!a or.. Notes.
Nicholas Caner
Sykonen Carter Quinn
�206) 264-7784
nvc@bcq-se.c-3m
System, Wall
Member Type: Header
Building Use: Residential
Buikrmg Code: IBC 2015
Design Methodology : ASD
7A\ SUSTAINABLE FORESTRY INrMTIVE
T
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Forte v5.3, Design Engine: V7.0.0.5
Maiei�Ski.4te
Page 13 of 23
F 0 R T E MEMBER REPORT Upper Floor Framing, Beam #5
2 piece(s) 2 x 8 Hem -Fir No. 2
PASSED
Overall Length: 11'
0
Z'
01
10
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
A444��. - �
-- - - �W�
0
- R
Member Reaction (lbs)
751 @ 2"
2734 (2.25")
Passed (27%)
—
1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Shear (Ibs)
641 @ 10 3/4"
2501
Passed (26%)
1.15
1.0 D + 0.75 L + 0.7S S (All Spans) (1]
-Moment (R-lbs)
1980 @ S'6"
2569
Passed (77%)
LIS
1.0 D + 0.7S L + 0.75 S (All Spans) [1]
live Load Defl. (in)
0.233 @ 5'6"
0.267
Passed (L/549)
1.0 D + 0.75 L + 0.75 S (All Spans) [1]
I Total Load Det'l. (in)
0.327 @ 5' 6'
1 0.533
Passed (L/391)
1.0 D + 0.75 L + 0.75 S (All Spans) (1]
Deflection criteria: LL (IJ480) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 10' 10' o1c unless detailed othowise,
Bottxn Edge Bracing (Lu): Bottom compression edge must be braced at 10' 10" o/c unless detailed oUi&wL%,-
Applicable calculations am on NDS.
N,
I - Stud wall - HF
3.50*
2.25'_
.5500-_
__L_
219
384/-388 344
1384098
947/-388
11/4- Rim Board
2-SWwaN-HF
3.50'
2.25.
+ 1. .
219
344
9471-398
—
11/4- Rim Board
- Rim Board is assumed W carry all loads applied directly above It bypassing the member being designed.
V;
------ ......
0 - Self Weight (PLF) I I/Ir to 10, 10 N/A 5.5
314'
1 -Uniform (PSF) 0 to I V (Front) 2'6' 15.0 25.0
2 - Undonn (PLF) 0 to 11'(Front) N/A -3.0 69.81-70.5 - Linked from: Beam
I I I #;?, Support I
Weyerhaeuser warTants that the sizing of its products will be in accordance with weyerj� Product design crita-ia and published design values.
Weyet-wer eivressty disclaims airry other warranties related to the software. Use of this software is not Intended to circumvent the need for a design
Professional as determined try the authority having Jurisdiction. The designer of record, builder or firarner is respons ble to assure that this calcu[ation is
compatible with the overall Project Accessories (Rim Board, Blocking Panels and Squash Mocks) are not designed try this software. Products manufactured at
Weyerhaeuser facilities are third -party certified Iri sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated try ICC ES
under technical reports ESR-1153 and ESR-1387 and/or bested in accordance with applicable ASTM stindards. For current code evaluation reports,
Weyerhaeuser product literature and installation details refer to www.weyerhaetiser.com/woodproducts/document-I brary.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Nict,,olas Cainer
Bykonen Carter Ouirin
(206) 264-7784
nvc@bcq-se.corn
System: Floor
Member Type: Flush Bearn
Building Use : Residential
Building Code: IBC 201�;
Design Methodology : ASO
SUSTANABLE FORESTRe VAMATrVE
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Maief5ki4te
Page 14 of 23
F 0 R T E' MEMBER REPORT Upper Floor Framing, Beam #6
2 piece(s) 13/4" x 7 1/4" 2.OE Miaollairl@ LVL
PASSED
Overall Length: 11'
[a
no
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizo nta L; Drawing is Conceptual
OOMO
5-:6
r_
-
A -A
Member Reaction (lbs)
2405 @ 2'
3189 (2.25")
Passed (75%)
1.0 D + 1.0 S (,AJI Spans)
Shear (lbs)
2389 @ 10 3/4"
SS44
Passed (43%)
LIS
1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)
SSSS @ 2! 6"
8182
Passed (68%)
1.15
1.0 D + 1.0 S (All Spans)
Uve Load Defl. (in)
0.223 @ 4� 10 9/16-
0.267
Passed (L/574)
—
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.406 @ 4� 111/16-
1 0.533
Passed (L/316)
—
1.0 D + 1.0 S (AJI Spans)
Deflection criteria: LL (L/480) and TL (L/240).
TOP Edge Bracing (Lu): TOP compressiort edge must be braced at 10' IV o1c unless detailed otherwise —
Bottom Edge Bradng (Lu): Bottom compression edge must be braced at 10' 10" o/c unless detailed otherwise.
. . . . . . . . . .
ff
. . . . . .
g......
I - Stud wall - HF
35W
2.2S-
170"
loss
220
" SI
2626
1 1X Rim Board
2 - Stud wall - HF
35T
2.25-
1.50-
372
_"
0
378
970
1 1/4- Pim Board
- Rim Board is assumed to carry an loads appLed directly above it, bypassing the member being designed.
7
!;.oa
0 - Self Weight (PLF)
1 1/4- to 10
N/A
7.4
3/4f
1 -Uniform (PSF)
0 to I I' (Front)
1.
12.0
40.0
-
Residential - LrAng
Areas
2 - Point (lb)
2'6' (Front)
N/A
1215
-
1729
Unked from: Beam
17, Support 2
Weyerhaeuser warrants that the sizing of its products wiU be in accordance with Weyerhaeuser Product design cribETO and published design values.
Weyerhaeuser e*res* disclaims arry 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 havinfg jurisdiction. The designer of record, builder or framer is respmaible to assure that this calculation is
compatible with the overall project Accessories (Rim Board, Blocldng Panels and Squash Blocks) are not designed by this software. Products manufaMred at
Weyerhaeuser facilides are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Ujmber Product have been evaluated by ICC ES
under technical reports FSR-1153 and ESR-1387 and/or in accordance with applicable ASTM standards. For anTent code evaluation reports,
Weyerhaeuser product literature and instagatiori details refer to www.weyebaeuser.com/woodproducWdocument-library.
product application, input design loads, dimensions and support information have been provided by Forte Sofbyare Operator
F0
Noes
Nicholas Car' far
Sykonen Carter Quinn
(2206) 264-7784
n\,c@bcq-se com
System : Floor
Member Type: Flush Bearn
Building Use : Residential
Building Code: IBC 2015
Design Methodology : ASXI
0) SUSTAINABU FORES7TY MT6%TFVE
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Forte v5.3. Design Engine: V7.0.0.5
MaJeQ.;ki.4te
Page 15 of' 23
MEMBER REPORT Upper Floor Framing, Beam #7
tim"F0 R T F 2 piece(s) 2 x 8 Hem -Fir No. 2
PASSED
Overall Length: 11'
0
�7'
7-
0 0
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Member Reaction (lbs) 1327 @ 10'10" 2734 (2.2S-) Passed (49%) 1.0 D + 1.0 S (All Spans)
Shear (lbs) 1057 @ 10' 11/4" 2sol Passed (42%) LIS 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs) 2551 @ 6' 10 1/8' 2569 Passed (99%) 1.15 1.0 D + 0.75 L + 0.75-S (All Spans)
Live Load Defl. (in) 0.222 @ S' 10" 0.267 Passed (L/577) 1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in) 0.391 @ 5' 10 1/16- O.S33 Passed (L1327) 1.0 D + 0.75 L + 0.75 S (All Spans)
Deflection cntena: LL (L/480) and TL (V240).
Top Edge Bracing (Lu): Top compression edge must be braced at I' S' o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 10' o1c unless detailed otherwise.
Applicable calculations are based on NDS.
VIE`
it _:Rs
'T
5
I - Stud wall - HF
3.50'
2.25-
1-W
244
220
219
693
11/4' Rim Board
2 - Stud wall - HF
3.50'
2.2V
ISO,
S62
220
750
102
11/4' Rim Board
- Pim Board Is assumed to carry all loads applied directly above ll� bypassing the member being designed.
:W
10
i4b A
.3N A
V
0 - Seff Weight (PILF)
1 1/4" to 10' 10
N/A
5.5
3/4'
1 - Uniform (PSF)
0 to 11. (-rop)
1.
15.0
40.0
-
ReWential - Uving
Areas
2 - Uniform (PSF)
Vtoll'(Top)
8.
IS.0
2.5.0
Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser e)pressty 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, buMer cc framer is responsible to assure that this calculation is
compabble with the overall project. Accessories (Rim Board, B&oddN Panels and Squash Blocks) are not designed by this softwam Products manufactured at
Weyerhaeuser fa�dlities are third -party certified to sustainable forestry standard- Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under bechnical reports ESR-1 153 and ESR-1387 and/or in accordance with app4kzb4e ASTM standards. Forcurrent code evaluation reports,
Weyerhaeuser product literature and installation details refer to www.weyerhaejser.com/woodprDducts/document-library.
,The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
so re
. - _ra.or
j� ... pe
'Job Notes
Nicholas Caner
Bykmnen Caner Ouinn
(209-1 264j784
nv,-_0bcq-se.-_om
Member Type: f9ush Beim
Building Use : Residential
Building Code : IBC 2015
Design Kethodology : ASE,
SLWAJNABLE FORESNY INMATWE
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Maie Fski. 4te
Page 16 of 23
W721 F 0 R T E �� MEMBER REPORT Upper Fidor Framing, Beam #8
2 plece(s) 2 x 8 Hem -Fir No. 2
PASSED
Overall Length: 11'
j.
. . . ....
+
F:
_1
a . � 0
Z'Z'..",7"47 -7
V.
of
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are tiorizontal.;Drawing is Conceptual
4C
On
f
Member Reaction (lbs)
730 @ 2"
2734 (2.2-5-)
Passed (27%)
1.0 D + 0.75 L + 0.75 9 (All Spans)
Shear (lbs)
610 0 10 3/4"
2501
Passed (24%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (R-lbs)
1709 @ 4' 10 15/16"
2569
Passed (67%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Uve Load Defl. (in)
0.156 @ 5'4 1/4"
0.267
Passed (L/818)
—
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defi. (in)
0.273 @ 5'4 3/16'
0.533
Passed (L/468)
1.0 D + OJS L + 0.75 S (All Spans)
Ddlection criteria: U. (L/480) and TL (1.1240).
Top Edge Bracing (Lu): Top compression edge must be braced at 10' 10" o1c unless detailed otherwise.
Bottom Edge Bradng (Lu): Bottom compression edge must be braced at 10' 10' 01C unless detailed otherwise -
Applicable calculations are based on NOS.
-----------
LA_
1 - Stod wag - HF
ISO"
2.2S-
1.50-
320
220
346 886
11/4* Rim Board
2 - Stud wall - HF
3.SG'
2.25-
.1.50-
197
220
141 558
11/4- Rim Board
- Rim Board is assumed to carry all loads applied directly above k bypassing the member being designed.
R
7,
V
0 - Self Weight (PLF)
1114- to 10' 10
N/A
5.5
314'
1 - Uniform (PSF)
0 to 11' (Front)
1.
15.0
40.0
-
Residential - Living
Areas
2 - Uniform (PSF)
0 bD 6' 6- (Front)
3'
15.0
-
25.0
Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disdalms any other warranties related to the software. Use of this sDftware is not intencled to circumvent the need for a design
professional as deterrmned by the authority having jurisdiLton. The designer of record, builder or framer is responsbte to assure that this calculation is
compatible with the overall pro*L Accessories (Rim Board, Blocldng Panels and Squash Bkx:ks) are not designed try Vs software. Products manufactured at
Weyerhaeuser facilities am third -party certifted to sustainable forestry standards. Weyerhaeuser Engineered Lumber Product have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or in accordance with applicable ASTM stan� For current code evaluation reports�
Weyerhaeuser product literature and installation details refer to www.weyediaeuser.cDm/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Fo'.t� Softwar . a 6 perato . r
Nicholas Carter
Eykonen Carter Quirm
(206126-4-77 84
nvce—bcq-se.,-o.m
System : Floor
Member Type: Rush Beam
Building Use : Residential
Building Code: IBC 2015
Design Methodology: ASD
74\
�,V SUSEMNABLE FORESV( INITIATIVE
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Maiefski-4te
Page 17 of 23
rQ--M-'F 0 R T Ef MEMBER REPORT Upper Fbor Framing, Beam #9
1 piece(s) 4 x 12 Hem -Fir No. 2
PASSED
0
Overall Length: 8'
8.
0
B 2
All locations are measured from the outside face of left support (or left cantilever end) -All dimensions are horizonta I.; Drawing is Conceptual
Member Reaction (lbs) 2980 @ T10" 4961 (3.50') Passed (60%) 1.0 D + 0.75 L + OJS S (All Spans)
Shear (lbs) 2359 @ 6'9 1/4" 4528 Passed (52%) 1.1S 1.0 D + 03S L + 0.75 S (All Spans)
Moment (Ft-lbs) 6178 @ 5' 6615 Passed (93%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
live Load Defl. (in) 0.056 @ 4'2 7/8- 0.256 Passed (L/999+) — 1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in) 0.097 @ 4'2 3/4- 0.383 Passed (L/944) — 1.0 D + 0.75 L + 03S S (All Spans)
Deflection aileria: LL (11360) and TL (L1240)-
Top Edge Bracing (Lu): Top compression edge must be braced at 8'o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8'olc unless detailed otherwise.
Applicable calculations are based on NDS.
�Z'
A
W M f 1 1!
I - Stud wan - HF
3.5V
3.50-
1.50"
573
393
581
1547
Blo�
2 - Stud wall - HF
3.50'
3.ST
2.10"
1211
1367
9111
3569
Blocking
- Blocking Panels are assumed to aM no loads applied directly above them and the full load is applied to the member being designed.
WA
0 - Self Weight (PLF)
0 to 81
NIA
10.0
1 - Uniform (PSF)
S' tD 8' (Front)
Ill
15.0
40-0
-
Ajeas
2 - Point (lb)
S' (Front)
NIA
570
-
880
ked from: Beam
5, SuDood I
3 - Point Ob)
5'(F—Q
N/A
32
220
346
I
Linked
= �Bea
I
4 - Point Ob)
5'(Front)
N/A
320
220
346
_i,,
� 'ked from: �
a. SuDoott 1
Weyedmeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyertuieuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circurrrvent the need for a design
professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is res;PDnSibie to assure that this Calculation is
compatible with the overall projecL Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed try 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 standard& For �:urrent code evaluation reports,
Weyerlhaeuser product literature and installation details refer to www.weyerhaetiser.com/woodproducts/document�iN-,uy.
The product application, input design loads, dimensions and support infoffnation have been provided by Forte Software Operator
Forte Software OpeF#t-
��ob Ncrtes
Nicholas CarTer
Bykonen Caner Quinn
(206) 264-7764
n%c@bcq-se.corn
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code: IBC 201!;
Design Methodology : Act,
SUSTAINABLE FORESTRY INITIATIVE
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Maiei'ski4te
Page 18 of 23
FORT E� MEMBER REPORT Upper Floor Framing, Beam #10
1 piece(s) 4 x 12 Hem -Fir No. 2
PASSED
Overall Length: 8'
0
0
E 0
All locations are measured from the outside face of left support (or left cantilever end).All dimension-; are horizontal.;Drawing is Conceptual
..........
4_0
Member Reaction (lbs)
3105 @ 2"
4961 (3.50")
Passed (63%)
1.0 D + 1.0 L (All Spans)
Shear (lbs)
23SO @ V 2 3/4"
3938
Passed (60%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
5666 @ 3'6 1/2"
5752
Passed (98%)
1.00
1.0 D + 1.0 L (All Spans)
Uve Load Dell. (in)
0.074 @ 3' 113/8-
0.256
Passed (L/999+)
—
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.111 @ 3' 11 1/8-
0.383
Passed (L/829)
—
, 1.0 D + 1.0 L (All Spans)
Deflection criteria: LL (1,1360) and TL (L/240).
Top Edge Bracing (Lu). Top compression edge must be braced at 7' V o/c unless detailed otherwise.
Bottom Edge Bracing (Lu)., Bottom compression edge must be braced at Vo/c unless detailed otherwise.
Applicable calculations are based on NDS.
Z
I Stud wall - HF
3.50'
P?
3.5V
2.19"
1039
2066
305 3410
obdft
2- Stud wafl-HF
3.50*
3.5V
1.931
848
1894
1-1.3 2875
Blo�
- Blocking Panels are assumed to carry no loads applied directlyabove them and the full load Is applied to the member being designed.
tes
_�Trlll
0 - Self Weight (PLIF)
0 to V
N/A
10.0
I - Uniform (PSF)
0 to V (TOP)
ill
15.0
40.0
Residential - Lking
Areas
2 - Point (lb)
T 6- (Front)
N/A
244
220
219
Unked frorn: Beam
I
# 7 Support 1
3 - Point (lb)
27 6- (Front)
I
N/A
I
244
I
220
i
219
i
U!iked from: Beam
V. SuDDDrt I
Weyerhaeuser warrants that the sizing of its products will be in accorl with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser opressfy 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 try this software. Products mamsfactned 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 ASTIVI 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
System : Floor
MemberType : Drop Beam
Building Use : Residential
Building Code: IBC 2015
Design Methodology: ASD
SUSTAINABLE FOREMY INITIATIVE
Forte Software Opera or 8/112017 7:48 19 AM
Forte v5.3, Design Engine: V7.0.0.5
MaiaQ;ki.4te
Page 19 of 23
j ' - - '' . � : . - ; ". �- , �:
ob Notes
Nidho !as Carter
Bykonen Caner Quinn
(206) 264-7784.
nvc@bcq-se.corn
;AT021 F 0 R T E �� MEMBER REPORT Upper Fibor Framing, Beam #11
1 piece(s) 3 1/2n x 111/4" 2.OE Parallaim@ PSL
PASSED
Overall Length: 8'
7
9
AN locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
�E
Member Reaction (lbs) 4157 @ 2- 4961 (3.50') Passed (84%) 1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Shear (lbs) 3533 @ V 2 3/4- 8754 Passed (40%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) [I)
Moment (R-lbs) 6240 @ 4' 17970 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) [1]
Uve Load Defl. Cin) 0.064 @ 3' 113/8- 0.256 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Total Load Deff. (in) 0.101 @ 3'11- 1 0.383 1 Passed (1.1908) -- -1.0 D + 0.75 L + OIS S (All Spans) (1]
Deflectioln criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 81 o/c unless detailed otheiwis.
Bottom Edge SrdCft (LU): Bottom compression edge must be braced at 8`0/c unless detailed otherwise,
04 _1 WRIK __P,
M ON .0
NP
'5
"Q _20.
s
M;
7
Wit,
M.
I - Stud wall - HF
3-50-
3.50-
2-93'
1662 2084
12,43
4989
Bloddng
2 - Stud wall - HF
__�.50�
3.50-
2.17,
1031 2040
452
3S23
Bbckinc.,
I Blocking Panels are assumed to carry no bads applied directly above diern and the full ic�ad is applied to the member being designed.
�10
y-
05P..
0 - Seff WOWA (PLF)
0 to Ir
N/A
12.3
1 - Unillim (PSF)
0 to Ir (Fmnt)
ill
15-0
40.0
-
Residential - living
Areas
2 - Point Qb)
V 6" (Front)
N/A
1055
220
1351
ljnked from: Beam
I
1
1
_6� S111222rt 1
3 - Point Qb)
5' ff-nd)
N/A
219
384/-3SS
1
n
Weyerhaeuser warrants that the string of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser epressty disclaims arty other warranties related to the softwam Lise of this software is not intended to circumvent the need for a design
professional as determined Joy the aulhionrty having Jurisdiction. The designer of record, b0der or framer is resporeltole to assure that this calculation is
compatible with the overall project- Accessories (Rim Board, Blocking Panels and Squash Blocks) are riot designed ljy this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to Sustainab4e forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1 IS3 and ESR-1387 and/or tested in accordance with applicable ASTIVI standards. Forcurrent code evaluation reports,
Weyerhaeuser product literature and installation details refer to www.weyerhaeuser-corn/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Fo
*Not;*:
Nicholas Carrie
Sykonen Carler Ouinn
(20) 264-778N
nVC@I'Cq-Se com
System : Flolor
Member Type: Drop Beitin
Bw1ding Use : Residential
Bifilding Code: IBC 201!;
Design Metnodology : kl;Ei
511.15LAINAaE FORESNY INMATIVE
8/1/2017 7:48:'9 ANII
Forte v53, Design Engine: V7.0.0.5
Mak,��ski4te
Page 20 of 23
FORT E�' MEMBER REPORT Upper Floor Framing, Beam #12
1 piece(s) 4 x 8 Hem -Fir No. 2
PASSED
Overall Length: 8'
F. r
+
+
0
0
fit
in 9
All locations are measured from the outside face of left support (or left cantilever end).All dimensiore; are horizontal.;Drawing is Conceptual
Member Reaction (lbs)
1566 @ 2"
4961 (3.50')
Passed (32%)
—
1.0 D + 1.0 L (AJI Spans)
Shear (lbs)
1215 @ 10 3/4'
2538
Passed (48%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
2876 @ 4'
2823
Passed (102%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.151 @ 4'
0.256
Passed (L/611)
—
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.211 @ 4'
0.383
Passed (L/437)
—
1.0 D + 1.0 L (All Spans)
Deflectiori crita�-. LL (1.1360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 6" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu); Bottom compression edge must be braced at 8'o/c unless detailed otherwise.
Applicable Calculations are based on NDS.
'P
I - Stud wall - HF
3.50-
3.50-
1.SO*
446
1120
1566
Blocldng
2 - Stud wall - MF
3.SO-
3.50-
I.S01
446
1120
J.W
Bloddng
- Bkx" Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
tart
A
----- -----
_7 _.t
0 - Self Weight (PLF)
0 to 8'
N/A
6.4
1 - Uniform (PSF)
0 to 8'(Front)
7'
15.0
40.0
Residential - Livinij
Areas
Weyerhaeuser warrants that the sWng of its products will be in accordance with Weyerhaeuser product design criteria arA published design values.
Weyerhaeuser opressly 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 try the authodty having Jurisdiction. The designer of record, builder or framer Is responsible to ass re that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocldng Panels and Squash Blods) are not designed by this software. Products manufactured at
Weyerhaewser facilities are thad-party cutifleid to sustainable forestry starictards. Weyerhaejser 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 A91-M standards. For 4xifferit code evaluation reports,
Weyerhaeuser product literature and Installation details refer to www.weyediaeuser.cDm/woodprodLcWdocument-library.
The product appItcatiori, input design loads, dimensions and support information have been provided by Forte Software Operator
System : Floor
Member Type : Drop Be2m
Building Use : Residential
Building Code : 18C 2015
Design MedxxVogy : ASO,
7&\ SUSTAINABLE FCRESTRY INITIATIVE
�Iw
811/2017 7:48:19 AM
.Forte S""
Nicholas Carte, Forte v5.3, Design Engine: V7.0.0.5
Bykonen Carter Quinn Maiefski.4te
(206) 264-7784
mc@bCq-se,6om Page 21 of 23
R T E� MEMBER REPORT Upper Floor Framing, Beam #13
2 piece(s) 2 x 10 Hem -Fir No. 2
PASSED
0
Overall Length: 3'
p?7
3'
97
0
0
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
1APA"A 00 1
-Member Reaction (lbs) 2412 @ 1 1/2' 3645 (3.00") Passed (66%) -- 1.0 D + 1.0 L (All Spans)
Shear (lbs) 2348 @ 1' 1/4" 2775 Passed (85%) 1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs) 3247 @ 1'6" 3333 Passed (97%) 1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in) 0.009 @ 1'6" 0.092 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans)
Total Load Defl. (in) 0.014 @ 1'6' 0.138 Passed (L/999+) — 11.0 D + 1.0 L (All Spans)
L;,erecuon cntena: LL il ana I L (LjL4Uj.
Top Edge Bracing (Lu): Top compression edge must be braced at 3' o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at Yo/c unless detailed offierwise.
Applicable cafailations are based on NDS.
$40-0-H7004,
I - Trimmer - HF
3.00"
3.OV
1.98'
772
16,40
226 2638
None
2 Trimmer - HF
3.00"
3.00-
1.98-
_7-72__l
1640
226 2638
None
';V
V
0 - Self Weight (PLF)
0 to 3'
N/A
7.0
I - Uniform (PSF)
0 lo 3'
1.
15.0
40.0
-
Residential - Uvirig
A:.reas
2 - Point Qb)
1'6'
N/A
1031
2040
452
Linked from: Beam
I #11, Support 2 1
3 - Point Qb)
1'6'
i
N/A
i
446
i
1120
i
-
Linked from: Beam
1 1
#12, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design critcfia and pubiislied design vzlues.
Weyerhaeuser epressly disiclairl any other waffanties ril to the software. Use of this software is not intended to circumvent the reed for a design
professional as determined try the arthoirity having junsdictil The designer of record, builder or framer is resporl to assure ittilat this calcula'jon is
compatible with the overall pro)ect Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are thi� certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Product have been evaluated by ICC ES
under technical report ESR-1 153 and ESR-1387 and/or - - in accordance with applicable ASTM standards. For,-urrent code evaluation reports,
Weyerhaeuser product literature and Installation details refer to wwyi.weyerhaeuser.com/woodproducts/document- library.
The product applicabon, input design loads, dimensions and support information have been provided by Forte Software Operator
Forte Software Operator. 6. .
jo ot
Nicholas Carter
Elykonen Carer Quinn
(206) 264-7784
n-�-,@bcq-se.com.
System: Wall
Member Type : Header
Building Use : Residential
Building Code: IBC 2015
Design Methodology : ASD
SUSTAINABLE FORESTRY INITIATIVE
8/112017 7:48:19 AM
Forte v5.3, Design Engine.- V7.0.0.5
Maie;'ski.4te
Page 22 of 23
F 0 R T E "' MEMBER REPORT Upper Floor Framing, Beam #14
2 plece(s) 2 x 6 Hem -Fir No. 2
PASSED
Overall Length: 5'
. . . . . . . . ..........
V,
0
0
u,:, .
51
q
AJI locations are measured from the outside face of left support (or left
cantilever end).AJI dimensions are hotizontal.;Drawing is Conceptual
J_
vo-A
Member Reaction (lbs)
925 @ 11/2"
3645 (3.00")
Passed (25%)
1.0 D + OJS L + 03S S (AJI Spans)
Shear (lbs)
644 @ 8 112'
1650
Passed (39%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
1013 @ 2'6"
1393
Passed (73%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.049 @ 2'6'
0.158
Passed (L/999+)
—
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load DO. (in)
0.078 @ 2'6*
0.237
Passed (1.1728)
—
1 1.0 D + 0.75 L + 0.75 S (All Spans)
Lmmecaon cntena: LL (L/.ibfi) ano I L �LJL40).
Top Edge Bracing (Lu): Top compression edge must be braced at Folc unless detailed otherwisp—
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 51 o/c unless detailed otherwise.
Applicable calculations are based on NDS.
1,
_Z�
W.�Ivd V
kFRO
1-00,
I -Trimmer- HIF
3.00*
3.00-
1.50-
No 550
219
1117
None
2 - Trimmer - HIF
3.00"
3.ocr
i.so-
34s 550 _F
219
1117
None
V
F
L
J.,;A.2
0 Self Weight (PLF)
0 to S,
N/A
4.2
1 - Uniform (PSF)
0 to 51
56"
15.0
40.0
-
Residential - Living
Airas
2 - Uniform (PSF)
0 to 51
3-6-
15.0
-
25.0
ye
Weyerhaeuser warrants that the sizing of its products wig be in accordance with Weyerhaeuser product design criteria and pubtished design values.
Weyiertaeuser expressly disclaims any other warranties related to 0* software. Use of thiS software is not inlanded to circumvent the need for a design
professional as determined by the authiority having jurisdiction. The designer of record, bulkier or framer is responsible to amre that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocldng Panels and Squash Bbdcs) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerlumser Engineered Lumber Products have been evaluated by 1CC ES
under technical reports ESR-1 153 and ESR-1387 and/or tested in a000rdance with appricable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and installation detafls refer to www.weyeduiwser.a)nVwoc>dprodL�cWdocument-lbmry.
The product application, input design loads, dimensions and support information have been provided by Forte Softvtare Operator
Forte SoPware.0perator.
d
Nicholas Carter
Bykonen Carter Qui n
(206) 264-7784
nvc@L,cq.se.com
System: Wall
Member Type: Header
Building Use : Residential
Building Code: IBC 2015
Design Methodology : ASD
7% SUSTAINABLE FORESTRY INITL4TfVE
T
811/2017 7:48:19 AM
Forte v5.3, Design Engine: V7.0.0.5
Maiefski.4te
Page 2:3 of 23
Wind Analysis (ASCE 7-10)
V= 110 mph
Exposure C
Per ASCE7-05, Section 6.5.12.2.2, Eq. 6-18
P=qh((GCpf)-(GCpi)]
qh=0-00256K,K,tKdV21
K,
1.04
K,,t
1
Kd
0.85
qh
27.4 psf
Building
Height 46 ft
Floor To Floor Heights
3 ft
Roof
7 ft
Upper
8 ft
Components & Cladding (Walls-zorke 4&5)
p -43.3psf, 32.3psf eq 30.4-1
From Figure 28.4-1
Pitch 6:12 Zone
GCPf
1
0.55
Building Length 2
-0.10
N/S EM 3
-0.45
4
-0.39
22 ft 27 ft 1E
0.73
2E
-0.19
22 ft 32 ft 3E
-0-58
4E
-0-53
Wind Forces
North/South Direction
a= 3 ft
at Roof
2.8 k
At Floor
4.6 k
Per Table 26.11 -1 GCpi=±O. 18. Two load cases shall be
considered to determine critical load:
(i) a positive value of GCpj applied to all internal surfaces.
(ii) a negative valule of GCpj applied to all internal surfaces.
For the Main Wind Force Resisting System, this causes the
values to cancel out.
East/West Direction
a= 3.2 ft
at Roof
3.4. k
At Floor
6.6 k
Totals 7.5 kips Totals '10.0 kips
Ultimate Forces
Seismic Anal is
Latitude 47.8
Site Class D
Longitude -12.381
S-I� 1.26
SI= O.S
S.=F,S,
S.,=FS,
F.� 1.00
F,,� 1.51
SMS= 1.26
S.I= 0.76
Sd,=y3S,Ill
Sdl=2/3S.1
S&= 0.84
SdI= O.SO
Per ASCE7-05. Section 12.8. Ea. 12.8-1
V=C,W
C.,�SdAR/1)
R= 6.5
C,= 0.129
V= 0-129W (Ultimate)
Level DL
Ht DL x Ht %
Roof 15.3
7.00 107 0.43
Upper 17.6
8.00 141 0.57
32.9
k 248 kft
V= 4.3
k (ultimate)
Fx
1.8
2.4
Design Maps Summary Report
Page I of'2
Design Maps Summary Report
User -Specified Input
Report Title 47.80
Tue August 1. 2017 15:21:18 LITC
Building Code Reference Document ASCE 7-10 Standard
I
�which utilizes USGS hazard data available in 2008)
Site Coordinates 47.80N, 122.381OW
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
USGS-Provided Output
Ss = 1.264 g Sms = 1.264 g Sos = 0.842 g
S� = 0.495 g SnjL = 0.745 g SDI = 0.497 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
Lj�
i-30
1.17
i.04
CLS1
CL75
CLIrn
a=
C139
CL M
0.73
am
WHR Retpcnse Specirum De-.= Resawse Spectrum
a.W
a90
a8l
(012
am
a-n,4
a-*
a In
Can
CO3
Period. T (sec-) Perio:t T (stc)
For PGA., TL, Cs, and C,j values, please view the detailed report.
https:llearthquake.usgs.gov/cn2/designmaps/us/sunimary.php�)template--minimal&latitude=... 8/1/2017
2ino7.� 1sx-�
n
1�k1Q
co
Wall Line -A
Total Wall Length (ft)
Roof 8
3rd 10
Seismic Forces (k) Wind Forces (k) Story Heights (fit)
Roof 0.4 Roof 0.6 Roof 7
3rd 0.6 3rd 1.3 3rd 8
Roof
Wall Elements
Length (ft) H:W Ratio Increase' Shear fplfl
4 S7,44
4 57,44
3rd
4 1.75 1.00 45
4 1.75 1.00 45
Wall Elements
Length (ft) H:W Ratio Increase' Shear (pIq
10 91,57
10 0.80 1.00 S7
Dead Loads
Wall fibs) Floor fpl� Overturning (k)
336 0.46,0.21
336 0.46,0.21
Dead Loads
Wall (lbs) Floor (pIq Overturning (k)
960 0.74,0.17
I increase per AF&PASDPWS Table 4.3.4-For seismic only
2 Per IBC 2306.3 Wind capacities for shearwalls may be increased b, 40%
Y
Therefore shear has been reduced by 40% to compare it with the seismic shear.
Second number showns seismic shear in the same wall.
Holdowns Ca) straps are calculated �Afithout the reduction.
Wall Line - B
Total Wall Length (ft)
Roof 7.5
3rd 8.S
Seismic Forces (k)
Roof 0.6
3rd 2.1
Roof
3rd
Wind Forces (k)
Roof j.2
3rd 3.6
Wall Elements
Length (ft) H.-W Ratio Increase'
3
4.5
3 2.33 1.17
4.5 1.56 1.00
Wall Elements
Length (ft) H:W Ratio Increase'
2.5
6
2.5 3.20 1.60
6 1.33 1.00
Story Heights (ft)
Roof 7
3rd 8
Shear fpIq
115, 100
115,85
100
86
Shear fplfl
300,389
300,243
390
244
Dead Loads
Wall fibs) Floor (pIQ Overturning (k)
252 1.06,0.52
378 1.02,0.49
Dead Loads
Wall fibs) Floor (pIq Overturning (k)
240 3.29,1.88
576 3.19,138
I Increase per AF&PASDPWS Table 4.3.4-For seismic only
2 Per IBC 2306.3 Wind capacities for shearwalls may be increased by 40%
Therefore shear has been reduced by 40% to compare it with the seismic shear.
Second number showns seismic shear in the same wall.
Holdowns Ca) straps are calculated without the reduction.
Wall Line - C
Total Wall Length (ft)
Roof
10
3rd
6
Seismic Forces (k)
Roof
0.4
3rd
0.6
Roof
3rd
Wind Forces (k)
Roof 0.6
3rd 2.3
Wall Elements
Length (ft) H:W Ratio Increase'
5
5
5 1.40 1.00
5 1.40 1.00
Wall Elements
Length (ft) H:W Ratio Increase'
3
3
3 2.67 1.33
3 2.67 1.33
Story Heights (ft)
Roof 7
3rd 8
Shear (plf)
45,35
45,35
36
36
Shear (plq
272, 133
272, 133
133
133
Dead Loads
Wall fibs) Floor (plf) Overturning (k)
420 0.32,0.12
420 0.32,0.12
Dead Loads
Wall fibs) Hoor (piq Overturning (k)
288 2.96,031
288 2.96,031
I Increase per AF&PASDPWS Table 4.3.4-For seismic only
2 Per IBC 2306.3 Wind capacities for shearwalls may be increased by 40%
Therefore shear has been reduced by 40% to compare it with the seismic shear.
Second number showns seismic shear in the same wall.
Holdowns 9 straps are calculated without the reduction.
Wall Line - I
Total Wall Length (ftj
Roof
13
3rd
21
Seismic Forces (k)
Roof
0.4
3rd
0.8
Roof
3rd
Wind Forces (k) Story Heights (ft)
Roof 0.6 Roof 7
3rd 0.8 3rd 8
Wall Elements
Length (ft) H:W Ratio Increase' Shear (plq
13 31,27
13 0.54 1.00 27
Wall Elements
Length (ft)
H:W Ratio Increase'
Shear fplq
10.5
26,37
I0.S
26,37
10.5
0.76 1.00
37
I0.S
0.76 1.00
37
Dead Loads
Wall fibs) Floor (pM Overturning (k)
1092 -0.02,-0.14
Dead Loads
Wall fibs) Poor (piq Overturning (k)
1008 0,0
1008 0,0
I Increase per AF&PASDPWS Table 4.3.4-For seismic only
2 Per IBC 2306.3 Wind capacities for shearwalls may be increased by 40%
Therefore shear has been reduced by 40% to compare it with the seismic shear.
Second number showns seismic shear in the same wall.
Holdowns @ straps are calculated without the reduction.
Wall Line - 2
Total Wall Length (ft)
Roof 12
3rd 6
Seismic Forces (k)
Roof 0.6
3rd 1.5
Roof
3rd
Wind Forces (k) Story Heights (ft)
Roof 1.0 Roof 7
3rd 2.6 3rd 8
Wall Elements
Length (ft) H:W Ratio Increase' Shear (pin
12 59,53
12 0.58 1.00 54
Wall Elements
Length (ft) H:W Ratio Increase' Shear fplfl
3 314,333
3 314,333
3 2.67 1.33 333
3 2.67 1.33 333
Dead Loads
Wall (Ibs) Floor (pin Overturning (k)
1008 0.28,0.07
Dead Loads
Wall (Ibs) Floor (pin Overturning (k)
288 3.44,1.91
288 3.44,1.91
I Increase per AF&PASDPWS Table 4.3.4-For seismic only
2 Per IBC 2306.3 Wind capacities for shearwalls may be increased by 40%
Therefore shear has been reduced by 40% to compare it with the seismic shear.
Second number showns seismic shear in the same wall.
Holdowns C@ straps are calculated without the reduction.
j Wall Line - 3
Total Wall Length (ft)
Roof
7
3rd
21
Seismic Forces (k)
Roof
0.3
3rd
0.8
Roof
3rd
Wind Forces (k) Story Heights (ft)
Roof 0.4 Roof 7
3rd 1.3 3rd 8
Wall Elements
Length (ft) H.W Ratio Increase' Shear fplfl
7 43,40
7 1.00 1.00 41
Wall Elements
Length (ft) H:W Ratio Increase' Shear (pIq
5 43,37
16 43,37
5 1.60 1.00 37
16 O.So 1.00 37
Dead Loads
Wall fibs) Floor (piq Overturning (k)
588 0.25,0.11
Dead Loads
Wall fibs) Floor (piq Overturning (k)
480 0.35,0.16
1536 0.03,-0.16
I Increase per AF&PASDPWS Table 4.3.4-For seismic only
2 Per IBC 2306.3 Wind capacities for shearwalls may be increased by 40%
Therefore shear has been reduced by 40% to compare it with the seismic shear.
Second number showns seismic shear in the same wall.
Holdowns C@ straps are calculated without the reduction.
EXEMPTION FROM CONTRACTOR
REGISTRATION VERIFICATION
FORMI)
The undersigned property owner or authorized person as described below, has applied for a
building permit from the City of Edmonds and claims that he/she/it is exempt from providing
contractor registration in accordance with the provisions of RCW 18.27. The property owner or
authorized person, by their signature below, ' hereby verifies to the.City of Edmonds that'
0 Value of work under $500.00. The aggregate c . ontract price of labor and materials and all
other items required for the project.is less than $500.00 and is not part of a larger operation
to be undertaken on the property. This exemption does not apply to a person who advertises
or puts out any sign or card or other device which might indicate to the public that lie/she is
a contractor, or that he/she is qualified to engage in the; business of contractor. RCW
18.27.09Q(9).
0 Owner who contracts for a project. A property owner contracting with registered
contractors for the project, and who him/herself is not perforrimig any activity of a
contractor for the purpose of leasing or selling improved property that he/she has owned for
less than twelve months. RCW 1827.090(l 1).
Work pe�formed personally on own.prop�rty. Anyone personally working on property
he/she owns, or at which he/she resides, as long as the property owner, or resident, does not
perform any activity of a contractor on his/her property for the -purpose of selling,
demolishing, or leasing the property. RCW 18.27.090(12).
0 Use of own employees. Property. owner using him/herself or his/her own employees to
perform maintenance, repair, and. alteration work in or upon his/her own property. RCW
18.27.090(13).
0 Licensed Architect, engineer, electrician or plumber. All work performed under this
permit will be performed by an architect, civil or professional engineer, certified electrician
or certified plumber operating within the scope of his/her certification. RCW 18.72.090(14).
0 Other. Specify which provision of RCW 18.27.090 applies:
THE UNDERSIGNED PROPERTY OWNER OR AUTHORIZED PERSON HEREBY VERIFIES
THAT ALL INFORMATION PROVIDED ON THIS FORM IS TRUE AND ACCURATE TO THE
BEST OF HIS OR HER KNOWLEDGE AND ACKNOWLEDGES THAT IF ANY OF TBE
INFORMATION PROVIDED ON THIS FORM IS FALSE BE OR SHE UNDERSTANDS THAT T ' HE
BUILDING PERMIT WILL BE IMMEDIATELY REVOKED AND ALL FEES PAID FORFEITED.
DATED this 1h -- day of %- (ch --- 1201� .
PROPERTY OWNER/AUTHORIZED
PERSON,
AA -
Signature
Neolber
Print Naine
WITNESS.
. ip".
Signature
blnj�,
Print Name
LATEMP\BUILDINGVIANDOUTS REVISED IN 2009\PREVIOUS HANDOUTS\FORMS\CONTRACTOR EXEMPTION FORM
D.DOCREVISED 7/07
1��Ifo rl
ELM 'WRFET
:-.7y
SITE PLAN
Consultants
Architect:
Aspects Architectural and Development Services Inc
15617 37th Ave. N.E.
Lake Forest Park, WA. 98155
(206) 363-8805
Contact
Jim Musar
AUG
APPROVED BY ENGINEERING
2017
Engineer:
Bykonen Carter Quinn
820 John Street #201
DEVELOPMENI-,SERV�
Seatt lei WA. 98109
COU/Vrl�� ICES
(206)264-7784
D&: q contact
Nick Caiter
Contractor:
Client
SITE D*T-A
Client.imihe and address: He-a—th—er and Ethan Maiefski
213 Elm Street
Edmonds, WA. 98020
Tax identification number: 00582000301002
Legal description: South Park Add to Edmonds Blk 003 D-02-TR 10 EXC E I 00ft THOF & EXC W
70ft THOF Per City of Edrn LLA LL-2000-67 Rec; AF200008085002
Zone: RS-6
Lot size: 10511 SF.
Project description: Add a Master Suite and deck with in the garage roof footprint. 446s.f/ deck
152s.f. add a gable over the entry.
Lot iCoverage: Allowed = 35%
Actual = (E) House
1120s.f
(E) Garage/Breezeway
850s.f.
'(E) Deck
190s.f.
(E) Shed
180s.f.
Total 22.2%
2340s.f.
Impervious surfaces: Pre and Post 1977
(E) house with roof line (I 954)=
1314.5s.f
(E) driveway & carport (I 954)=
384s.f
(E) shed (1954)=
144s.f,
(E) walkways f 1954)--
155s.f.
Pre-1977 total
1997.5s.f.
(E) garage with roof line(1979)--
968s.f.
(E) driveway (1979)--
154s.f
(E) Kitchen with roof outline(1995)--
260s.f
(E) Deck (1995h
190s.f.
Post 1977- current total
1572s.f.
Proposed replaced impervious
Over (E) garage house footprint
598s.f.
Gable over (E) entry =
36s.f.
Proposed replaced impervious total=
634s.f
Impervious Surface % allowed 45%
(E) house
1120s.f
(E) Garage/breezeway
850 s.f.
(E) Deck
190s.f.
(E) Shed
180s.f.
(E) Drivewav/sidewalks
693.s.f.
Total 28.8%
3033s.f.
Height Calculation:
A= 109.50'.
B= 115.25'
C= 113.00'
D= I 11.00'
448.75'/4= 112.18' average grade
Max. height allowed = 137.18' actual height = 132.42'
Lot Slope 8%
GENERAL NOTES
Nothing in this permit approval process shall be interpreted as
allowing or permitting the maintenance of any currently existing
illegal, nonconfonning, 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
Icondition may be the subject of a separate enforcement action.
Sound/noise originating from temporary construction sites as a
result of construction activity are exempt from the noise limits
only during the hours of 7:00am to 6:00pm on weekdays and
10:00am and 6:00pm on Saturdays, excluding Sundays and
Federal Holidays. At all other times the noise originating from
construction sites/activities must comply with the noise limits,
unless a variance has been granted. ECC Chapter 5.30
All changes in plans and field modifications shall be approved by
the local jurisdiction. The design professional shall prepare
drawings as required for approval. IBC 107.4
Temporary address shall be clearly visible from street during all
phases of construction. Failure to properly post house/building
numbers max, r cult J inspection by the City I-
"1-.7 - es ..spector.
Curb signage is not acceptable.
Address numbers (4" min. ht. & 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
Handrails and guards must be capable of resisting a concentrated
load of 200 pounds per square foot applied in any direction at any
point along the top. Guard in -fill components must be capable of
resisting 50 pounds per square foot.
IRC Table R301.5 IBC 1607.8
Handrails shall be continuous through stair flights of four or more
risers, without interruption by newel posts (unless at a turn) or
other obstructions, and return to a wall, newel post, or safety
terminal. The grip -size shall be Type I or 11 or of equivalent
,graspablity. IRC 311.7.8
LIFE SAYETY NOTES (continued)
Provide one operable escape window in the basement, habitable
attic and in each sleeping room meeting all of the following
requirements:
-An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade
floor opening)
-A minimum clear opening height of 24 inches
-A minimum clear opening width of 20 inches
-Not more than 44 inches between the finished floor and the
L'ottomi 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
FOOTINGS/FOUNDATIONS
Footing drains are required around concrete/niasonry 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
r quired. 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 then-nal-break for slabs inside a foundation wall,
and if the slab is less than 24" below the exterior grade, 24" wide
R-10 perimeter insulation must be provided. Slabs used as part of
a hydronic heating system shall have R- 10 insulation provided
throughout the entire slab area.
IRC 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 than 12" to grade and all wood
exposed to weather shall be preservative -treated or naturally
resistant to decay. IRC R317 IBC 2304.11
Joists shall have not less than 1.5 inches bearing on wood or metal
and 3 inches on concrete. Joists shall be prevented from rotating
at the ends and at intermediate support by approved hangers, 2
!h nominal blocking, or attachment to a rim board.
C 502.6/502.7 IBC 2308.8
FRAMING NOTES (continued)
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
shall 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
requires new engineering calculations and must approvc 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
isurfaces. 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 wan-n-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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MEUHANIUAL NUTES
FLUMMIN(i INU'Ih�i
PlKh-KAI'Ll) WINNIKUUTWIN
IProvide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4 �
A 30"00" 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
11FGC 303.3 304.4 304.5 1
An exhaust hood/system of >400cfm installed or required by the
range or cooktop manufacturer must be provided with makeup air
equal to the exhaust air rate. IRC M1503.4 IMC 505.2
Provide required makeup air in the laundry room. Louvered doors
or opening s/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
.0 1 6-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.
,IRC M1502 M1601.4.1 G2439 IMC 504 IFGC 614
Hydronic heating system piping shall be tested at 100 psi water
pressure or I V2 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
shall 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 fir.qtqnnrnvPd hx7 thp Thiflij;ncy lnc"Pot�, _n
K_ -
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 coffosion-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
holes in the sub -drain clamping ring from clogging.
UPC 408.5 - 408.7
Main building shut-off required on water supply line. UPC 606.2
Pressure reduction valve on main water supply line required by
City code.
ZVent hot water tank relief valve directly to the outside.
PC 608.5
Hot water heater must be seismically anchored or strapped at
points within the upper one-third and lower one-third of its
vertical dimensions. At the lower point, a minimum distance of 4"
must be maintained above the controls with the strapping.
UPC 507.2
All pressure absorbing devices (e.g. air chambers, mechanical
devices, hammer arrestors) shall be accessible or installed per
manufacturer. UPC 609.10
JMinimum I" air -gap required at dishwasher. UPC 414.3
Hose bibs (exterior faucets) are required to have a pen-nanently
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 forin an effective fire barrier between
stories, and between a top story and the roof space. Firebtocking 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
113raftstops shall be installed in combustible construction where there is I
usable space both above and below the concealed space of a floor/ceiling
assembly, so that the area of the concealed space does not exceed 1000 sq.
ft. and shall divide the space into approximately equal areas. Where the
assembly is enclosed by a floor membrane above and a ceiling membrane
below, draftstopping shall be provided in floor/ceiling assemblies under
the following circumstances:
I.Ceiling is suspended under the floor framing.
2.Floor framing is constructed of truss -type open -web or perforated
members.
iftstopping materials shall not be less than 1/2 inch gypsum board, 3/8
h wood structural panels or other approved materials adequately
)ported and installed parallel to the floor framing membersIRC R302.12
ADDITIONAL REQUIREMENTS
Height verification shall be done by the applicant's agent/contractor and
observed by the Building Inspector on site. The agent/contractor shall set
up the equipment (transit/builders level), establish the datum point, and the
point of average grade. These items must be consistent with the approved
plans. If the proposed height of a building (as shown on the plans) is
within 12 inches of the maximum height permitted for the zone, an
elevation survey is required. An elevation survey consists of three
components to be conducted by a licensed surveyor. 1) Prior to
construction, the surveyor shall establish average grade as specified in
ECDC 21.40.030, and shall establish a reference datum point that will be
undisturbed and can be freely accessed. 2) The surveyor shall locate the
elevation of the first floor prior to the City under -floor inspection. 3) A
final letter of height confirmation shall be provided upon completion of the
structure.
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I REVISIONS I BY I
LEGEND:.
Indicates existing bearing and non -bearing walls to remain
Indicates existing bearing and non-bearing-waIls to be removed.
Indicates new2 x 4 @ 16" D.C. stud wall.
Indicates new 2 x 6 @ 16"o.c. stud walls
BATH I Indicates existihg room unchanged
Indicates remodeled rooms
ffN-N-G I Indicates new rooms
Floor material change.
Unless noted otherwise
Typical
Existing
Finish grade
Finish Floor
Center line
T,11( It- Top plate
N4- 'via Ovip
4 - 101-, -P _Aff"JIP 412-Al�
-SITE DATA
Client name and address: Heather and Ethan Maiefski
213 Elm Street
Edmonds, WA. 98020
(2 06)
Tax identification number: 005 82000301002
4gal description:
South Park Add to Edmonds Blk 003 D-02-TR 10 EXC E
100ft THOF &.EXC W 70ft THOF Per City ofEdm LLA
LL-2000-67 Rec; AF200008085002
Zone:
RS-6
Lot size:
10511 SF.
Proj,pa description:
Add a Master Suite and deck with in the garage to . of
footprint. 446s.f/ deck 152s.f. add a gable over the entry.
.Lot Coverage:
Allowed = 35%
Actual (E) House
1120SX.
(E) Garage/Bime-way
850s.f.
(E) Deck
190S.f.
IT) Shed
180s.f
Total 22.2%
2340s.f.
I -Pervious surfaces: Pre and Post 1977
(E) house with roofline (1954)=
1314.5st
(F) driveway & carport (I 954)=
.394s.f.
(E) shed (1954)=
144s.f
(E) walkways (1954)=
155s.f
Pre-197.7 total
1997.5s.f
(E) garage with roof line(1979)=
968s.f.
(F) driveway (1979)=
154s.f
(E) Kitchen with roofoutline(1995)--
260s.f
(E) Deck (1995)=
190S.f.
Post 1977- current total
1572s.f.
Proposedireplaced impervious
Over (E) garage house footprint
598s.f.
Gable over (E) entry
36s.f.
Proposed replaced impervious total=
634s.f.
Impervious Surface % allowed 45%
(E) house
1120s.f.
(E) Garagelbree-way
850 st
(E) Deck
190s.f.
(E) Shed
180s.f
(E) Udygway/sidewalks
693.s.f.
Total 28.8%
3033s.f
Height Calculation:
A= 109.50'
B= 115.25'
C= 113.00'
D- 111.00'
448.75'/4--112.18' average grade
Max. heightallowed= 137.18'actual height=
132.42'
Lot Slope 8%
Consultants
Architect: Aspects Architectural and Development Services Inc
15617 37th Ave. N.E.
Lake Forest Park, WA. 98155
(206) 363-8805
Contact Jim Musar
ED& er: j5y-nen Carter Quinn
820 John Street #201
Seattle, WA. 98109
(206)264-7784
contact Nick Carter
Contractor: Client
CITY OF EDMONDS
BUILDIrG DEPARTMENT
ADDRESS 15--A 34-
OWNER _AA6LIy,+9I<_i
APPROVED DATE:
BLDG. OFFICIAL:
PER M11
13 LD zao_LQ�
,DVRD BY PLANNING
ALL WORK SUBJECT
To FIELD
INSPECTION FOR
CODE COMPLIANCE
—7-
14
WAMON
r
- I I �_ - 1110
_'-- 11 �i
ELM STREET
tSITE PLAN
-fITE AND ROOF NOTES:
Architectural composition -of, install per marrufactu res specifications
6:12 pitch match existing. Provide fleshing at all valleys, walls to roof,
edges and penetrations in the roof.
Hatched are- indicate- Pre-1977 impervious, shaded area indicates new
Master suite within the existing garage footprint and new entry porch
gable.
Indicates new skylights
Tie downspouts into existing storm drain system.
Match existing overhangs +/-I., at rake +/-2' at eaves
(D
Roof"Ventilartion Calculation:
Required for adaition 446s.f./300s.E = 1.48s.f. high/low
Continuous ridge vent ( min. 1/2 " x 12" per L.F. offree air flow)
155 11 x 6g.ijl.f. = 330si./144si./l.f. = 2.29s.f. high 48%
Eave blocking vent =(Z) 1-3/4?holes/L.F.= 6.125sq.in./L.F. x 56L.F.=
343s.i./1441/11. 2.38t.f. low 528/6
Provided 2.29 s.f. +2.38s.f. =.4.67s.f. high/low
Hei�it Calculation at the house: zone ComerA-Flag_A_
Comer Elevation Setback Required A999
A= 109.50' Front ze
'B = 1 15.25' Tides
C = 113.00' Rear
D = 111.00' Other' CF' i0l_
447.75s.f./4'= 112.18' average grade
Highest ridge- 132.42' 201-3" above average grade.
ENERGYNOTES:
1'.
The house addition will comply with Prescriptive Path III House has a net
glazing gain of 142A s.f
2.
All new windows to be U=.28 max.
All now exterior doors U=.20 muc.
3.
Provide R49 batt insulation in roof, min. I clearance to underside of
roof deck, Place vapor barria to heated side typical. Provide min. R-3 8 @
floor over unheated space.
4..
R-21 batt insulation @ new 2x6 exterior walls vapor barrier to heated side.
5.
90 CFM Continuous Whole house fan see power legend notes.
>0-
Existing-Cms 1!,-', ttkAf._ 0-14 tti�Af �"Jq rfl- WITI
A.,
- I 26,T- ol4n�4.C*&" e_&L .
0
7
Table R406.2 2M SaaUlo _fkwff Gede-mdit.5 points la>750&f ofnew'
p
heated space.
High Efficiency Building Env.clope
Fenestration 13=18, Floor R-39 no new slabs.
Minimum of75% ofall installed luminaries shall be high efficacy
RESUB
luminaries. All exterior lighting shall be high efficacy luminaries.
SEp 12 2017
BUILDING DEPMAORTMENT
r
,ITYOFED NDS
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U
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A, ARCHITECT
1_��
JAMES R. MUSAR
I H,
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MMR -<
11
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scale
Drawn
Job 11
Sheet
Of Shoots
I REVISIONS I BYI
ow
,�Ivfilgard Monticeto or ultimate series (verity with owner prior to ordering)
*Ulout window siF& rough opening =a
& 2-0" x Y-O" 8520M 2'x Yx (2) l2s.f.
tempered glass in Master Bath .
6.0- x 2'.0" 8120M Horizontal slider double 'cut
6'x 2— 12s.f
6-r 4'.W'8520M Double casements 6'x 4- 24s.f
Verify egress window priorto ordering Windom
valux VS101 Verify skylight will work With,.R. print to ordering.
1.83'.2.33'x2- 8.5s.f.
V.1- V8304 2.571x3.25'x4= 33.4s.f-
Total window glazing= 89.9s.f..
Not...
1. Us. milgand windows or approved equal U =.28 nums.
2. V!rIpy header heights, and rough openings Prior to ordering windows.
.3. All glass adjacent to showers shall be tempered. Verify tempered glass location Prior to
ordering windows
4. Provide egress hardware at egress windows in the bedroom.
Prqvide screars per client.
5. . Verify window and door rough opening$ match the manufactures sluecific-ti. 3
prior to ordering windows or doors. Verify style and manufacture with client prior
to ordering.
DOORSCHEDULE:
Entry Door (veny with 0 er prior to cring rou
callout door ze gh opening areq
3'-W'x 6'.S" entry door 3'x6.66— 20s.t
2'-6"x6'-6" 3023UIriberglassoutswingingFreneb Doom
2.5'x6.5'x2- 32.5sf.
Tot I aldo"glaring= 52.5 s.f
M3 T-6" x 61-V Panel door
r4l 2'.4"x 6'-S" packet panel door (optional with obscure glass in Mastarbath
Notese
a Undercut interior doors min I" to mist in ventilation
7.
d Verifystylo,stainorpaint grade door with client.
o Verify rough openings prior to ordering doon.
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IMAIN FLOOR (E) /DEMOLITION PLAN
J111MOLITION
NOTES:
I Dotted lines indicates walls, windows, doors to be'removed.
.2. Contact Puget Sound clean air agency for asbestos and demolition notification.
2 Follow all OSHA, and required City safety regulations.
3 Properly dispose ofall construction debris recycle -
.. . .......
ALL. WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
See floor plan for additional mechanical,'electrical and specialty information.
All di —ions are face ofstud U.N.O.
Verify all conditions, dimensions, and requirements prior to construction bring to the
,attention any discrepancies or conflicts 0 the Architect or General contractor prior to
proceeding with wor)L
Th. 2015 Twernational Residential Building Code and city zoning ordinances shall take
precedence over any drawing, notes or dimensions in these working drawings. Bring to
the attention ofthe Architect discrepancies.
DoAance's from the drawings shall be approved by the owner prior to commencing with
work
Note now windows and door callans indicated on the floor plans and schedules.
Verify all finish. with . prior to start ofwork or ordering materials.
(D Main flocar/ second floor stairs!
Hardwood stairs with 10 treads 10"each, 9 paint grade risers; 7.T'cach. Verify in the
feild 1-1/2" continuous handrail 1-1/2" out from finish wall 34"-38" from trend nose and
=turn to;Wl at the top and bottom. Verify min. 6-8" cleanance from nose treads to
finished traction. Stair width 3'.0" minimum firdsh.Wfinish.
LOWER PLAN LEGEND:
50CFM exhaust fan in bathroom.
Indicates Smoke detector with battery back- up hard wire
Indicates Carbon Monoxide detector
Provide a continuously operating exhaust ventilation fan 90CFM whole
house fan (remote location in the attic) for 4bdrm, 3212s.f house, The
whole house fan shall be controlled by a 24 hour timer readily accessible,
and require no energy consuming appliance. At the time offinal inspection
the timer shall have a label affixed to the control that wads "Whole Home
Ventilatiore'. Outdoor air inlet shall be provided off gas direct vent FAU.
Undercut interior doors min. I" above finish floor to insure air flow. Ifthe
fan is located within 4' ofgrill provide a fan that is rated I sono or better.
RESUB
SEP 12 2017
BUILDING DEPARTMENT
CITYOFEDMONDS I
W ,
U
Z
5905 1 -H,
X, 7
JAMES R.M
STATEOFWAS
Ail
P.
Date 'e,
Scale 4tpoj1-,d'
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Shed
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REVISIONS BY
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PcmrsArsc.
X-P PL
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'Ni 111i; shall be 8d box. Nailing applies to all panel edges (block all unsupported panel edges),
top & bottom plates and blocking. Nall to Intermediate framing membersw/ 8d @ 12"oc.
(Note: where stud spacing Is 24"oc, nail to intermediate framing members with 8d@6 oc)'
2 Framing at adjoining panel edges shall be 3-Inch nominal or wider and nails shall be staggered.
"Clipshall be either A35, UP4
3 Nails shall be 16d box (0.13SOX3") or 10d common (0.148W")
Screws shall be Simpson SDS25300 (1/4"W"noln)
6 Provide 3"x3NO.229" plate washer at all anchor bolts. Anchor bolts shall be positioned such
T�C)C=� r1ric,
that plate edge of plate washer Is with 1/2" of the edge of the bottom plate. I g e e Y4")
(Plate washers may be diagonally slotted with a width of up to 13/16" and a en th not to xc ad I
R
A
'73 <
NOT; %)
cA
TYPfCAL HOL.DOWN*,
Bottom Plate Attachment
Capacity
Mark Sheathing
Blele panel
Attachment
5 1
=w
(pit)
.
Nailing
to top plate 3
n.CBoIZ7`t0
COA rete below
(Seismic)
SW 1 15/32" APA Sheathing
Yes Sol @ Woe
CLIP @ 24"oc
16d @ 6"oc 5/8" @ 48"or,
240
SW 1 15/32"APA Sheathing
Yes ad @ 4"oc?
CLIP 0 20"oc
16d @ 4�/Voc 5/8" @ 48"oc
355
40 Vioht", hlte
IOLA A.,
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HOLDOM SCHEDULE
ANC -Ho
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4x4 hdder
2x4 or. DF#2
7,
2. -f'-Wo, I'fY7_
Z).(3),U4 header DF#2.
Ito 43 3
(2) 2x6 or UIS hcad�F#2
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x6 or 6x6.h.eadcr.DF.#.7
(1) 2:
G)'(2.)'2�8 or 44 'h cadet #2
2x.8 qr-0A header-DR2.
... . ........... ....
......
(D6xl0'headcrDF#2
(1) 1A I
7
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. . . . . .
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Wood Framing P an Notes
. . . . . . . . . . . .
1. Roofsheathing shall be 1513T' APA Rated
sheathing With a pene! index of24/0. Nail to
framing with old common nails at 6"oe at pa�al
edges and 12" . in field unlessit.toolotherwis.
on plans.
2 Typkal floor sheathing shall be 23/32" APA,
.. .....
Sturd-l-Floor with a panel index of,10/20. Nail
to framing with 10d common nails at 6" oe at
7�
panel edges and 12" m in field unless noted
otherwise on plans.
3. All headens and beams shall be (2) US
. ... ...
1.,
minimum, too.o. Refer to note 4 for support
. .....
Mq-i_ent;.
I F I-- --A
4. All rl.mar, shall be double stud nr
T.i'm'"24.
u.n.o., with the b�ounorbeaderb
the column. Individual studs sha
togetherper die general structural notes.
W�
S. All slabs�on-grade sh 11 be 4" reinforced with
ROOFFRAMING
0,7 rN-
WWF6x6WIAxWI.4u.n.o. Providentinimm
a
6,mil polypropylene vapor barrier under all
Slabs 4 inches of
P,
slabs. shall rest on a minimum
firee draining material.
f'I
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GARAGE FOUNDATION/MAIN FLOOR FRAMING -PLAN
. . . . . . . . . . . .
A,
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2NDFLOOPMAIN ROOF FRAMING PLAN
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I - 5905
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Date
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Drawn
Job J1 M
Shust .1
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SECTION.NOTES:
(DArchitectural composition roof, install per manufactures specifications match (E)
+/-6:12 pitch. Provide flashing at all valleys, walls toroof, edges and penetratiotis
in the roof. Flash and counter flash at valleys.
Ridge bird block
venting and vents at top Plate see Site and RoofNotes #6.
Roof structure per roof framing plans and structural notes.
Manufactured
7
rooftrusses, roof liaming and floorjoist called out on fisming
plans.
(DR49 batt insulation, R-38 batt insulation at vaulted ceilings, vapor barrier to
heated side typical.
W5. Gutters arid downspouts to tic into existing storm drains.
2.6 stud wall (� 16- with R-21 baft insulation. Match (E) siding, with
ver Y2!'exterior grade sheathing. Use window and
ryvek"building wra—po. door
A& wraps around penetrations per manufactures specifications.
17
(D 1/2" gyp. board @ ceilings and walls. 518" type X driwallat common walls and
ceiling with house.
See foundation plans and structunil notes for foundation walls, footings, slabs,
N\t�N' �\\77-7. �
holdowns and anchor bolts.
I Z) 1. 412, 1
ID�
f ELEVATIONNOTES:
/4)
Architectural Composition roof, install Per manufactures specifications 6:12 pitch
Match existing.
E I R I Ovehangs similar to existing
Gutters and downspouts are to tie into existing storin drain system.
Match existing siding.
U04 Q Match existing window and door tri..
(DP.,id. 2� GA. GI., flashing at rofto wall, ridge, valleys, watortable and
openings.
ALL WORK SJ�JECT
TO FIELD
INSPECTION FOR
CODE COMPUANCE
IWEST
RESU
SEP 12 2017
X.-
�1101EZNM
REVISIONS BY
5905
X
a o"
Date
scato
Dram J�jl
Job 411M
ShOW
4
Of sheets
(The following apply unless shown otherwise on the plans)
CRITERIA
I . ALL MATERIALS WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE 2015
INTERNATIONAL BUILDING CODE QBQ.
2. DESIGN LOADING CRITERI
SNOW LOAD Pf- 25 PSF
FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF
WIND'(MAIN WIND FORCE RESISTING SYSTEM) Vult- 110 MPH
Vasd = 85 MPH
Kt 1.0. EXPQSURIE C
EARTHQUAKE (EQUIVALENT LATERAL FORCE PROCEDURE) Ss=1 .26, Sds = 0.84
(BASED ON 2008 USGS "HAZARD DATA) SI =0.50, Sdl = 0.50
le=).O, SITE CLASS D
R 6. S FOR WOOD SH64 RWALLS
REDUNDANCY FACTOR = 1.0
CS =0.1 29 , BASE SHEAR = 4.3 KIPS
3. STRUCTURAL RAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FORBIDDING AND CONSTRUCTION.
CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES
PRIOR TO CONSTRUCTION. ALL DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE INTENDED FOR REFERENCE ONLY. REFEKTO
ARCHITECTURAL DRAWINGS FOILALL DIMENSIONS.
4. CONTRACTO SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL
DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE STRUCTURAL DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE.
VERIFIED.
S. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS
HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS.
6. CONTRACTO SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES
REQUIRED TO PERFORM THE WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT
RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY
TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR
SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
7. C-ONTRACTOR-INNILATED 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.
8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT
ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL
BY THE ARCHITECT AND THE STRUCTURAL ENGINEER.
9. ALL STRUCTURAL SYSTEM WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER
DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE
SUPPLIER.
10. SPECIAL INSPECTIONe
THIEFOLLDW!N� CONSTRUCTION TYPESARETO, BEREVIEWED BY A SPECIAL INSPECTOR DESIGNATED BYTHEOWNtRORARCkITECT. THE
SPECIAL INSPECTOR �HALL SEA QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, ToTHESATISFACTION OFTHEBUILDING
OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. SPECIAL
INSPECTION SHALL CONFORM TO SECTION 1704 OF THE 2015 INTERNATIONAL BUILDING CODE. THE ARCHITECT, STRUCTURAL ENGINEER,
AND BUILDING DEPARTMENT SHAU. BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS.
POST INSTALLED ANCHORS PERIODIC SPECIAL INSPECTION IN ACCORDANCE WITH THE PRODUCTS APPROVED ICC-ES REPORT.
EOTECHNICA
11. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND, THEREFORE, MUST BE VERIFIED BY A
QUALIFIED SOILS ENGINEER. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE
FOUNDATION REDESIGN.
FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18' BELOW ADJACENT FINISHED GRADE, UNLESS OTHERWISE NOTED,
FOOTINGS SHALL BE CENTERED BELOW COLUMNS ORWALLS ABOVE.
BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE.
ALLOWABLE SOIL PRESSURE 2,000 PSF
LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED). 60 PCF/35 PCIF
LATERAL EARTH PRESSURE (SEISMIC) 7H (ULTIMATE LOAD)
PASSIVE EARTH PRESSURE (INCLUDES FACTOR OF SAFETY - 1.5) 350 PCIF
COEFFICIENTOF FRICTION (INCLUDES FACTOR OF SAFETY - 1.5) 0.35
RENOVATION
1�. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORINGSHALLBE
INSTALLED
To SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND INA MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING
REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. SAW CUTTING, IF AND WHERE USED, SHALL NOT CUT EXISTING
REINFORCING THAT 15 TO BE SAVED, DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE.
LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF.
a. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE.
OVERCUTTING AT CORNERS SHALL NOT BE PERMITTED.
b. CONTRACTOR SHALL VERIFYALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTTING ANY OPENINGS.
C. SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY CORE DRILLING, IF POSSIBLE. I
d. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, THREADED BARS INTO THREADED EXPANSION INSERTS IN EXISTING
CONCRETE SHALL BE PROVIDED TO MATCH HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON PLANS.
13. CONTRACTOR SHALL CHECK FOR DRY R AT ALL EXTERIOR WALLS, EXISTING TOILET ROOM FLOORS AND WALLS, AREAS SHOWING WATER
STAINS, AND ALL WOOD MEMBERS IN BASEMENT AND CRAWL SPACES. ALL ROT SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE
REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER.
14. CONTRACTOR.SHALL VERIFY ALL E XISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL
DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED.
THE CONTRACTOR SHALL BRING ALL CONFLICTS AND DISCREPANCIES TO THE ATTENTION OF THE ARCHITECT AND STRUCTURAL
ENGINEER.
CONCRET
15. CONCREr SHALL BE MIXED. PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE
SECTION 190S AND ACE 301-11. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF fc = 3,000 PSI, SHALL CONTAIN NO LESS THAN 5A
SACKS OF CEMENT, HAVE A MAXIMUM WATER / CEMENT RATIO OF 0.45, AND A SLUMP OF S' OR LESS. CONCRETE HAS BEEN DESIGNED
USING 2,500 PSI PER INTERNATIONAL BUILDING CODE SECTION 1705.3 EXCEPTION 2.3' TO �VOID SPECIAL INSPECTIONS.
MIX DESIGNS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND BUILDING DEPAR . TMENT FO . R APPROVAL TWO WEEKS PRIOR TO
PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT. FINE AND cOARSEAGGRE=. WATER AND
ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE
WITH CHAPTER 5 OF ACE 318-11. ;THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE
PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION
PRESENTED CONFORMS TO THE CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED
PERFORMANCE.
ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING
TO ASTM CZ6O, C494M, AND C618. UNLESS OTHERWISE NOTED THE TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE 5%
IN ACCORDANCE EXPOSURE CLASS F1 PER ACI 318-11 TABLE 4.3.1 AND TABLE 4.4.1.
16. REINFORCING STEE SHALL CONFORM TO ASTM A61 S (INCLUDING SUPPLEMENTS Sl), GRADE 40, Ify = 40,000 PSI.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-1 85
17. DETAILINIGOF REINFORCING STEE ONCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACE SP-66-04 AND 318-11. LAPALL
CONTINUOUS REINFORCEMENT #5 AND SMALLER 48 BAR DIAMETERS OR 2'-0" MINIMUM. A MAXIMUM OF ONE HALF OF THE TOTAL
REINFbRCEMENT SHALL BE LAPPED WITH THE REQUIRED LAP LENGTH. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS.
LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8"AT SIDES AND ENDS.
NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLYS0 DETAILED OR APPROVED BY THE
STRUCTURAL ENGINEER. FIELD BENDING OF GRADE 60 REINFORCEMENT SHALL NOT BE ALLOWED.
18. CONCRETE EROTECTION (COVER) FOR REINFORCING STREL SHALL BE AS FOLLOWS:
FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3'
ALL OTHER SURFACES 1-112"
19. SLABS-ON-GRADE;.UNLESS,NOTED OTHERWISE SHALL BE 4' CONCRETE, REINFORCED WITH 6X6 WIAXWIA WELDED WIRE FABRIC CENTERED
IN SLAB. UNLESS OTHERWISE DIRECTED BY SOILS ENGINEER PROVIDE MINIMUM 6 MIL VAPOR BARRIER OVER 4"OF COMPACTED SAND OR
GRAVEL POST . iNS-rA LED ANCHORS
20. POST -INSTALL ED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL
OBTAIN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLING POST -INSTALLED ANCHORS IN PLACE OF M . ISSING OR
MISPLACED CAST -IN -PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST -INSTALLED ANCHORS TO AVOID CONFLICTS WITH
EXISTING REINFORCEMENT. HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INST�UCTIONS
AND )CC -ES REPORT. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW, SHALL BE SUBMITTED BY THE
CONTRACTOR TO THE ENGINEER -OF -RECORD FOR APPROVAL.
A. CONCRETE ANCHORS
1. MECHANICAL ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN
ACCORDANCE WITH ACE 35S.2 AND ICC-ES ACI 93. PRE -APPROVED MECHANICAL ANCHORS INCLUDE:
a. SIMPSON STRONG-TIEMTEN-HW (ICC-ES ESR-2713)
2. ADHESIVE ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN
ACCORDANCE WITH ICC-ES AC308. PRE -APPROVED ADHESIVE ANCHORS INCLUDE:
a. SIMPSON STRONG -TIE "SET-XP1 OCC-ES ESR-2508)
b. SIMPSON STRONG-TIE.-AT-XP' (IAPMO UES ER-263)
MOD
21. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITK W.C.L.I.B. STANDARD GRADING
RULES FOR WEST COAST LUMBER NO. 17, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS.
IOISTS: HEM -FIR NO. 2
W., 3X, AND 4X MEMBERS). MINIMUM BASE VALUE, 850 PSI
STUDS PLATES A MISCELLANEOUS.LIGHT FRAMING DOUGLAS FIR/HEM-FIR NO. 2, F�'= SSO PSI, Fe - 1.300 PSI
(FINGERJOINTED STUDS MAY NOT BE USED WITH APPROVAL FROM STRUCTURAL ENGINEER)
32. EMLLEL STRAND LUMBER (PSL): EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THL
MANUFACTURER, THE GRADE PRODUCT DESIGNATION OR TYPE, THE PRODUCTION DATE, SPECIES OR SPECIES GROUP DESIGNATION, AND
THE QUALITY CONTROL AGENCY. MEMBERS SHALL BE CLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM
D2SS9 WITH ALL GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER. 'STRUCTURAL CAPACITIES SHALL BE ESTABLISHED IN ACCORDANCE
WITH ASTM D5456 AND PRODUCT SHALL HAVE AN APPROVED I.C.C.-E.S. EVALUATION REPORT. MEMBERS SHALL BE TRANSPORTED AND
STORED PER MANUFACTURERS RECOMMENDATIONS AND SHALL NOT BE EXPOSED TO PROLONGED MCISTURE. MINIMUM REQUIRED DESIGN
PROPERTI ES: F� = 2900 PSI, E = 2,200,000 PSI, FY - 290 PSI.
DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE WEYERHAEUSER. ALTERNATE MANUFACTURERS MAY BE
USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER.'ALTERNATEJOIST HANGERS AND OTHER
HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD
CAPACITIES. ALLJOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDED.
23. JAMINA�TED VENEER LUMBER (LVD, EACH PIECE SHALLSEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE
MANUFACTURER, THE GRADE, PRODUCT DESIGNATION OR TYPE, THE PRODUCTION DATE, SPECIES OR SPECIES GROUP DESIGNATION, AND
THE QUALITY CONTROL AGENCY. MEMBERS SHALL BE GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM
D2559 WITH ALL GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER. STRUCTURAL CAPACITIES SHALL BE ESTABLISHED IN ACCORDANCE
WITH ASTM D5456 AND PRODUCT SHALL HAVE AN APPROVED ICC-ES EVALUATION REPORT. MEMBERS SHALL BE TRANSPORTED AND
STORED PER MANUFACTURERS RECOMMENDATIONS AND SHALL NOT BE EXPOSED TO PROLONGED MOSTURE. MINIMUM REQUIRED DESIGN
PROPERTIES: F, 2600 PSI, F� = 285 PSI, E - 2,000,000 PSI.
DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY WEYERHAEUSER. ALTERNATE MANUFACTURERS MAY BE USED
SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER, ALTERNATEJOIST HANGERS AND OTHER
HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD
C4ACITIES. ALLJOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDEM_
-D. EXTERIOR GLUE OR STRUCTURAL 11, EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1-09 OR
24. PLYWOODSHEATHING SHALL BE GRADE C
PS 2-10 AND AMERICAN PLYWOOD ASSOCIATION PERFORMANCE STANDARD PRP-1 08. ORIENTED STRAND BOARD OF EQUIVALENT
THICKNESS, EXPOSURE RATING AND PANEL INDEXIMAY BE USED IN LIEU OF PLYWOOD. SEE PLANS FORTHICKNESS, PANEL IDENTIFICATION
INDEXAND NAILING REQUIREMENTS. EACH PANEL SHALL BE IDENTIFIED FOR GRADE AND GLUE TYPE BY THE TRADEMARKS OF AN APPROVED
TESTING AND GRADING AGENCY.
54. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE,
PROVIDE 2 LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC. AND CONCRETE OR
MASONRY.
PRESSURE TREATED LUMBER SHALL COMPLY WITH THE AMERICAN WOOD PROTECTION ASSOCIAMON (AWPA) STANDARD U1, COMMODITY
SPECIFICATION A
ALL TREATED LUMBER SHALL BEAR THE QUALITY MARK OF AN ACCREDITED INSPECTION AGENCY. THE QUALITY MARK SHALL INCLUDE:
A."IDENTIFICATION OF TREATING MANUFACTURER
B. TYPE OF PRESERVATIVE USED
C. MINIMUM PRESERVATIVE RETENTION (PCF)
D. END USE FOR WHICH THE PRODUCT IS TREATED
E. IDENTITY OF THE ACCREDITED INSPECTION AGENCY
F. STANDARD TO WHICH THE PRODUCT IS TREATED
25. TIMBER CONNECTORS CALLED OUT BY LE17ERS AND NUMBERS SHALL BE 'STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR
CATALOG NUMBER C-2017. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC-ES
APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER.
CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS
CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS INWOOD MEMBERS SHALL CONFORM TO
ASTMA307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESSNOTED
OTHERWISE, ALL NAILS SHALL BE COMMON AND MAXIMUM NUMBER OF NAILS AS SPECIFIED By THE MANUFACTURER SHALL BE PROVIDED.
ALL SHIMS SHALL BE.SEASONEDAND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNE9-171D. ALL SAWN LUMBERJOISTS SHALL
BE CONNECTED TO FLUSH BEAMS WITH -LUS' SERIES JOIST HANGERS AND ALL PREFABRICATED PLYWOOD WEBJOI�TS SHALL BE CONNECTED
TO FLUSH BEAMS WITH "IIJS� SERIESJOIST HANGERS UNLESS NOTED OTHERWISE.
ALL CONNECTIONS IN CONTACT WITH PRESERVATIVE17REATED OR FIRE -RETARDANT -TREATED WOOD, SHALL BE OF HOT DIPPEQ ZINC -
COATED GALVANIZED STEEL OR STAINLESS STEEL. HOT DIPPED GALVANIZED FASTENERS SHOULD CONFORM TO ASTM STANDARD 153, AND
HOT DIPPED GALVANIZED CONNECTORS SHOULD CONFORM TO ASTM STANDARD A653 (CLASS G-185). STAINLESS STEEL FASTENERS AND
CONNECTORS SHOULD RETYPE 304 OR 316. NOTE: ELECTROPLATED GALVANIZED FASTENERS AND CONNECTORS ARE NOT TO BE USED
WITH PRESSURE TREATED WOOD. SIMPSON PRODUCT FINISHES CORRESPONDING TO THE ABOVE REQUIREMENTS ARE ZMAX (HOT DIPPED
GALVANIZED) AND SST300 (STAINLESS STEEL). STAINLESS STEEL HARDWARE AND FASTENERS SHALL NOT BE COMBINED WITH UNTREATED
OR GALVANIZED MATERIAL.
26. WOOD FASTENERS:
A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE,FOLLOWINC SPECIFICA71ONS:
LENGTH DIAMETER
15d r 0.113"
8d 2-1/2' 0.131"
10d 3' 0.148"
12d 3-1/4' 0,148"
16d 3-112' 0.162*
DESIGN IS BASED ON COMMON STEEL WIRE NAILS MEETING THE REQUIREMENTS OF ASTM Fl 667. USE OF ALTERNATE FASTENERS MUST BE
SLIBMITTED FOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO THE START OF CONSTRUCTION.
B. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO
COUNTERSINK NG PERMITTED.
IN
ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 12"
O.C. STAGGERED OR BOLTED TO CONCRETE WITH S/8' DIAMETER ANCHOR BOLTS (WITH 7' MINIMUM EMBEDMENT) @ 41-0"
D.C. UNLESS INDICATED OTHERWISE. PROVIDE 3'X3' X1 /4* HOT -DIPPED GALVANIZED PLATE WASHERS AT ALL ANCHOR
BOLTS. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16d NAILS @ 12' O.C.
STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT
OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM
PLATIES AND BLOCKING WITH NAILS AT 7' D.C. USE 5d COOLER NAILS FOR 1/2' GWS AND 6d COOLER NAILS FOR 5/8, GWB.
PROVIDE 15/32"APA RATED SHEATHING (SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK
UNSUPPORTED EDGES), TOP AND BOTTOM PLATES WITH 8d NAILS @ 6"O.C. AND TO ALL INTERMEDIATE STUDS AND
BLOCKING WITH NAILS 0) 12' O.C. ALLOW 1 /8' SPACING AT ALL PANEL EDGES AND ENDS.
C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE
THAN HALF THEJOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE
SOLID BLOCKING AT ALL BEARING POINTS.
NOTCHES AT THE END OFi0ISTS AND RAFTERS SHALL NOT EXCEED 1/4 THE DEPTH OF THE MEMBER. NOTCHES IN THE TOP
OR BOTTOM SHALL NOT EXCEED 1/6 THE DEPTH OF THE MEMBER AND SHALL NOT BE LOCATED WITHIN THE MIDDLE 1/3 OF
THE SPAN. THE DIAMETER OF ROUND HOLES BORED IN JOISTS AND RAFTERS SHALL NOT EXCEED 113 OP THE DEPTH OF THE
MEMBER AND SHALL NOT BE LOCATED WITHIN 2' FROM THE TOP OR BOTTOM EDGE.
TOENAILJOISTS TO SUPPORTS WITH IWO 16d NAILS. ATTACH TIMBERJOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON
METALJOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MUL-n-JOIST BEAMS TOGETHER WITH TWO ROWS OF
16d @ 12" O.C. ATTACH RAFTERS AT BEARING LINES WITH H2.5 0 2r O.C. UNLESS OTHER METAL CONNECTIONS ARE
PROVIDED.
UNLESS OTHERWISE NOTED ON THE PLANS, APA RATED ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH
AXIS PERPENDICULAR TO SUPPORTS AND NAILED WITH NAILS 0 6' D.C. TO FRAMED PANEL EDGES ANDOVER STUD WALLS AS
SHOWN ON PLANS AND 0 12' O.C. TO INTERMEDIATE SUPPORTS, PROVIDE APPROVE . ID PLYWOOD EDGE CLIPS CENTERED
BETWEEN JOISTS/TRUSSESAT UNBLOCKED ROOF SHEWTHIN6 EDGES. ALL FLOOR SHEATHINd EDGES SHALL HAVE APPROVED
TONGUE- . AN6-GROOVEJOINTS OR SHALL BE SUPPORTED WITH. SOLID BLOCKING. ALLOW 1/8- SPACING AT ALL PANEL EDGES
27. WOOD FRAMING NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS:
A. ALL WOOD FRAMIN� DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF.
THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1
OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE. ALL NAILS SHALL BE AS SPECIFIED ABOVE.
COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE
WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. INSTALLATION OF BOLTS AND
LAG SCREWS SHALL CONFORM TO SECTIONS 11.1 .2 AND I I . 1.3 OF THE 2015 NATIONAL DESIGN SPECIFICATION FOR WOOD
CONSTRUCTION. NATURALLY DURABLE OR PRESSURE TREATED WOOD SHALL BE PROVIDED WHERE REQUIRED BY SECTION
2304.11 OF THE INTERNATIONAL BUILDING CODE.
B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2X6 AT 16 'O.C. TWO STUDS
MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2 . 8 HEADERS SHALL
BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED AND SHALL BEAR FULLY ON A MINIMUM OF TWO STUDS. SOLID
BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE SOLID BLOCKING
BETWEEN STUDS AT MID -HEIGHT OF ALL STUD WALLS OVER I W IN HEIGHT.
STUDS MAY BE NOTCHED. CUT, OR PENETRATED WITH ROUND BORED HOLES AS FOLLOWS:
STUD SIZE MAXIMUM 140TCH / CUT MAXIMUM 80RED HOLE
2X4 7/8' 1-3/8'
2X6 1-3/8' 2-1/8-
BORED HOLES SHALL NOT BE LOCATED WITH 5/8' FROM THE EDGE OF THE STUD OR AT THE SAME LOCATION AS A NOTCH
OR CUT.
WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE To EACH STUD WITH TWO
160 NAILS, AND TOENAIL OR END NAIL EACH STUD TOSOTTOM PLATE WITH TWO I Gd.NAILS. FACENAILDOUBLE Top PLATE,
WITH IVd AT 12"O.C. AND LAP MINIMUM 4'-0* ATJOINTS AND PROVIDE EIGHT 16d NAILS AT 4' D.C. EACH SIDE OFJOINT.
AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 7 6d 0 12' O.C. UNLESS
OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMW PLYWOOD
PANEL EDGES AND MAIL WITH EDGE NAILING SPECIFIED.
SUB