HomeMy WebLinkAbout304 5TH ST_BLD1828_2026 NOTICE
TO PERMITEE AND/OR OWNER
❑ PARTIAL APPROVAL ,CORRECTIONS REQUIRED
❑ DO NOT OCCUPY
l/ ❑ APPROVED
1l
PERMIT#far,' I`J V t ❑ AM ❑ PM I DATE:
JOB ADDRESS:/ �i' f �- i LOT#:
PROJECT:
TYPE OF INSPECTION: lh,_ hl
OTHER:
❑ NO PERMIT-STOP WORK-OBTAIN PERMIT
❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND
PERMIT -STOP WORK
❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR.
❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE
APPROVED.
❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC)
MUST BE PAID PRIOR TO NEXT INSPECTION.
❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION
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THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR
PENALTIES IMPOSED BYLAW MAYAPPLY.
FOR INSPECTION CALL: 360-403-3417
INSPECTOR DATE
.®.
p PLANNING 0 CIVIL 0 BUILDING CITY OF ARLINGTON
o �
NOTICE
TO PERMITEE AND/OR OWNER
❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED
Cl DO NOT OCCUPY (7 APPROVED
PERMIT#: LOT#: I DATE:
JOB ADDRESS: , f'..', , P<I I v-tv
TYPE OF INSPECTION:FvAnl,
❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY
WITH CURRENT BUILDING AND/OR PLANNING CODES.
❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND
PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH
APPROVED PLAN AND PERMIT OR REMOVE IT.
❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR.
❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE
APPROVED.
❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC)
MUST BE PAID PRIOR TO NEXT INSPECTION.
Cl CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION
THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR
PENALTIES IMPOSED BYLAW MAYAPPLY.
FOR INSPECTION CALL: 360-403-3417
INSPECTOR DATE
WILDING DEPT.
o PLANNING DEPT. CITY OF ARLINGTON "�.,,
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
PHONE; (360) 403-3551
BUILDING_PERMIT
Address:304 E Fifth Street Permit#:1828
Parcel#:00529900601900 Valuation:0.00
OWNER APPLICANT CONTRACTOR
Name:YO SOY LLC Name:Sergio Orozco Name:Certified Roofing and Construction
Address:3611 168TH ST NE Address:1715 7th Street Address: 1715 7th Street
City,State Zip:ARLINGTON,WA 98223 City,State Zip:Marysville,WA 98270 City,State Zip:Marysville,WA 98270
Phone: Phone:425-590-7719 Phone:425-590-7719
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Demolition CODE YEAR: 2015
STORIES: 1 CONST.TYPE: `IB
DWELLING UNITS: I OCC GROUP: R3
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI 10/IRC110.
SALES TA ' TICE:Sales tax relating to construe' n and construction materials in the City of Arlington must be reported on your sales tax return form
and coded i of Arlington . 1
Signal Print N Date Released By to
CONDITIONS
Approved as submitted. Additional requirements: Prior to demolition, the side sewer needs to be cut and
capped at the sewer stub, a City of Arlington wastewater inspector needs to be on site, please call 360-403-
3508 24hrs ahead to request inspection;Prior to demolition contact City of Arlington Utilities at 360-403-
3526 to schedule meter removal.
THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
3/23/2018 Demolition Fee $100.00
3/23/2018 Processing/Technology Fee $25.00
3/23/2018 State Building Code Surcharge Fee $4.50
Total Due: $129.50
Total Payment: $0.00
Balance Due: $129.50
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
Permit Information
Date 2/7/2018
Permit Number 1828
Project Name Yo Soy, LLC
Applicant Name Sergio Orozco
Applicant Address 1715 7th Street
City, State,Zip Marysville,WA 98270
Contact Sergio Orozco
Phone 425-590-7719
Email saizehomeinvesting@gmail com
Permit Type Demolition
Site Address 304 E Fifth Street
Valuation 0.00
Status Applied
Permit Issued
Permit Expires
Square Feet 0
Type of Construction/Occupancy Load
Number of Stories 0
Proposed Use Demo existing home
Assigned To Kristin Foster
Property
Parcel Address Legal Owner Owner Phone Zoning
00529900601900 304 5TH ST YO SOY LLC 111 Single Family Residence-Detached
Contractors
Contractor Name Primary Phone Email Contractor License License#
Contact Type
certified Roofing and Sergio 425-590- Labor and
Construction rozco 7719 saizehomeinvesting@gmaiLcomCONTRACTOR Industries CERTIRC849CR
Review
Date Type Description Target Date Completed Date Assigned To Status
/7/2018 Demolition /14/2018 Kevin Olander In Review
/7/2018 Demolition 2/14/2018 PW Admin Rev In Review
2/7/2018 Demolition 2/14/2018 PW-Sew-Rev In Review
/7/2018 Demolition 2/14/2018 PW-Wat-Rev In Review
Fees
Fee I Description Notes Amount
Demolition Fee 322.10 00.00 $100.0
Processing/Technology Fee 341.43.00.02 $25.00
State Building Code Surcharge Fe 386.00.01.00 $4.50
Total $129.5
Uploaded Files Upload File
Date File Uploaded B
2/7/2018 4:05:20 PM 1828 Asbestos Survev.pdf Foster,Kristin x
2/7/2018 4:05:20 PM 1828 Application.odf Foster,Kristin x
2/7/2018 4:05:20 PM 1828 Abatement Report.odf Foster, Kristin
DEMOLITION
PERMIT APPLICATION
Department of Community& Economic Development
City of Arlington •.18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
THIS APPLICATION MUST BE ACCOMPANIED WITH A COPY OF THE ASBESTOS/DEMOLITION NOTIFICATION FROM PUGET
SOUND CLEAN AIR AGENCY, TWO(2)COPIES OF AN ASBESTOS SURVEY REPORT AND ABATEMENT REPORT
(if applicable)COMPLETED BYAN APPROVED AGENCY.
Type of Permit:(check one) 1A Residential ❑ Commercial ❑ Industrial
Project Address: Parcel ID#:
Lot#: Subdivision Valuation:
Building Area(Sq Ft) No. of floors: Number of Buildings: q
Owner: Na Sm L L C Phone Number: —`7 !
Address: ~� t0 lam!K
City: State: Zip Zl Code: � 8 -1Td q
Contact Person: �C f4r)h 0`o-Lc o Phone Number:
Cell Phone: E-mail: �Al2f k0!1AClAVC-kJ!J 4e- ,y &A0y' . Ccm
Address: City: 4 State: Zip Code:Contractor:�,�rk K ' od R(yI 4 ("Qd+r&iWfd,_ Phone Number: P- S5
0- " If
Address l�0 s �� ��. City: �rl/JtAt r State: _CAA_-- Zip Code:
Contractor's License Number: Expiration:
Scope of Work:
I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above-
described pro y will be in accordance with the laws, rules and regulations of the Stat of Washington
7- C- 1Oin
Applicants Signature Date
VY o Yo2C(a
Print Applicants Name
FOR STAFF USE ONLY
IKbz4�
FEB 0 6 2018
Permit# Ac pted ev Amount Received Receipt# Date Received
S"� *�- � ,
� � �
2/7/2018 CERTIFIED ROOFING&CONST
Search L&I
e-rn�d,,, nk,ll, N)" n<t
"Vorkplace Rights iradles Ueensing
Washington State Department of
" Labor & Industries
CERTIFIED ROOFING & CONST
Owner or tradesperson 1715 3rd ST#B
OROZCO,SERGIO PARTIDA MARYSVILLE,WA 98270
360-651-9366
Principals SNOHOMISH County
OROZCO,SERGIO PARTIDA,OWNER
Doing business as
CERTIFIED ROOFING&CONST
WA UBI No. Business type
603 360 423 Individual
Governing persons
OTILIA
OROZCO
License
Verify the contractor's active registration/license/certification(depending on trade)and any past violations.
Construction Contractor Active.
Meets current requirements.
License specialties
GENERAL
License no.
CERTIRC849CR
Effective—expiration
02/19/2016—02/19/2020
Bond
Ironshore Indemnity Inc $12,000.00
Bond account no.
SUR40004435
Received by L&I Effective date
02/19/2016 02/18/2016
Expiration date
Until Canceled
Insurance
Scottsdale Ins Co $1,000,000.00
Policy no.
CPS 2786736
Received by L&I Effective date
01/25/2018 02/17/2018
Expiration date
02/17/2019
Scottsdale Ins Co $1,000,000.00
Policy no.
CPS 2623654
Received by L&I Effective date
https:Hsecure.Ini.wa.gov/verify/Detail.aspx?U BI=603360423&LI C=CERTIRC849CR&SAW= 1/2
2/7/2018 CERTIFIED ROOFING&CONST
02/15/2017 02/17/2017
Expiration date
02/17/2018
Insurance history
Savings
No savings accounts during the previous 6 year period.
Lawsuits against the bond or savings
_............................
No lawsuits against the bond or savings accounts during the previous 6 year period.
L&I Tax dobts
No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts
may be recorded by other agencies.
License Violations
No license violations during the previous 6 year period.
Workers' comp
No active workers'comp accounts during the previous 6 year period.
Public Works Strikes and Debarments
Verify the contractor is eligible to perform work on public works projects.
Contractor Strikes
No strikes have been issued against this contractor.
Contractors not allowed to bid
No debarments have been issued against this contractor.
Workplace safety and health
No inspections during the previous 6 year period.
O Washington State Dept.of Labor&Industries.Use of this site is subject to the laws of the state of Washington.
I ieip uf� improve
hftps://secure.ini.wa.gov/verify/Detail.aspx?UBI=603360423&LIC=CERTIRC849CR&SAW= 2/2
NVL Laboratories, Inc.
4708 Aurora Ave N,Seattle,WA 98103 INVIL
p 206.547,0100 1 f 206 6341936 1 www.nvllabs.com L A B S
Asbestos And Other Fibers Analysis
by Phase Contrast Microscopy
Client: Alexander's Demo Abatement LLC Batch #: 1801767.00
Addres: 704 145th St SW Method: NIOSH 7400
Lynnwood, WA 98087 Client Project#: N-A
Date Received: 1/26/2018
Attention: Mr.Willmar Ramirez Samples Received: 1
Project Location: 304-E 5th St Arlington, WA 98223 Samples Analyzed: 1
Lab ID:18008266 Client's Sample#: A#8 Date sampled:1/26/2018
Time Flow Rate Sample type:Clearance
Start 12:00 PM 14.00 Location:In work area
End 01:26 PM 14.00 Activity:VAT-Floor tile-Ceilina tile-Brown mastic-CAB
Worker:
Minutes 86 Ave.14.00 Comments:
Liters Pump ID LOQ fibers/cc Fibers/flds Fibers/mmZ RL f/cc [F�iberslcc
1204 20 min 0.032 max 0.416 5/100 <7.0 0.002 0.002
E
TY OF ARLINGTON
BUILDING DEPARTMENT
APPROVED
DA
CHANOEs AMNoaIZED
t poi Armpovpn BY THE
OFFICE COPY
Received
FEB 0 6 2018
pr1q)*
Blank ave.(f/mmz)0.0= Micro.field area(mm2)0.00785 Effe.filtration area(mmz)385 Precision+/-37% Accuracy+/- 17%
Sampled by: Client
page 1 of 4
'110TOKIdRA rjo yTID
THWTPAq�
QavoRq9A
• .1
Letter of
Alexander's Demolition Comp a or
Abatement LLC For: Safe Home Investing
304-E 5th st Arlington
License #ALEXADL830K.7 Wa 98223
Asbestos Certification # 1638
Wilmar Ramirez(Owner)
From: 704145th St SW Lynnwood,WA,98087
Phone: (425) 219-8624
Date= 01/26/2018
DESCRIPTION/COMMENTS SQ.FT
ALEXANDER'S DEMOLMON ABATEMENT LLC.
We remove asbestos in Bathroom and kitchen linoleum file
165-- sq.ft.
Remove acoustic ceiling file Brown mastic,in 2-Betrooms,kitchen,&Batrhoom,and 610--sq.ft
Remove CAB concrete Asbestos Boa rd,in around botom perimeter, 250---sq.ft
Using Enclosure'/2 mask,tyvec suit;,gloves,negative Air,
Area using manual and wet methods
The job was complete with air monitoring,&Air clearance
The disposal was double bagged,in danger bags
TOTAL.SQ.FT. 1,025
Thank you for your business!
i
A-T 1
Asbesto-Test,
Inc.
1429 Ave.D.#I87,Snohomish,WA 98290
425-489-4040
www.asbestotestcom:
OFFICEASBESTOS SURVEY
COPY
House and Garage 0)304 E. S'b St.,Arlington, WA 98223
Page I of 8
January 3,2018 CITY OF ARLINGTON
B2171220 BUILDING DEPARTMENT
APPROVED
Safe Home Investing
1715 3'd St, DA BY 4tL
Marysville,WA 98270 r IF
Attn.: Sergio Orozco NO CHANGES AUTHORIZED
425-590-7719 UNLESS APPROVED BY THB
safehomeinvestine(a)gmail.com I BUILDING; INSPECTOR
On December 26,2017,Asbesto-Test personnel conducted an Asbestos survey(per
U.S.E.P.A./A.H.E.R.A. guidelines (as designated and specified by Puget Sound Clean Air
Agency and Washington State) of the house and garage r),304 E. Set'St.,Arlington,Snohomish
Coantr, Wa4tington 98223. This survey purpose is to identify Asbestos Containing
Materials that are present and will require professional removal prior to demolition.
NARRATIVE OF FINDINGS
BASIC CONSTRUCTION: The house is a single story wood frame on a post and beam
foundation. The siding is wood shingle with concrete asbestos board(CAB)skirting. The CAB
skirting materials were sampled.No vapor barrier was present under the wood and CAB siding
materials. The roofing is composition.The composition roofing materials were sampled.
INTERIOR CONSTRUCTION, FINISHES, AND FLOORINGS: The interior
construction is finished with wood and drywall.The drywall and taping compounds were
sampled.The vinyl and tile floorings with relating mastics were sampled.The misc. mastic
materials were sampled. The masonry tile with its associated mortar and mastic materials were
sampled.
INSULATION: The insulation materials were sampled.
continue to page 2 Ref Air
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Page 2 of 8 January 3,2018
B2171220 Asbesto-Teat,Inc. 425-489-4040
House and Garaee 0—)304 E. Stt'St.,Arlington, WA 98223
ELECTRICAL SYSTEM: The electrical wiring insulation of the knob and tube wiring was
sampled.Any suspect electrical wiring insulation or any suspect TSI(Thermal System
Insulation)found in, around, or behind any locatedJuse or breaker boxes should be considered
to be ACM(Asbestos Containing Material), unless determined otherwise by laboratory analysis.
HEATING AND VENTILATION SYSTEM:There is a gas forced air furnace in the house.
There was no visible relating suspect ACM located except the flue mortar packing materials that
were sampled.THERE MAY BE ADDITIONAL ACM TSI PRESENT(ASSOCIATED WITH THE FURNACE
AND/OR DUCTING) IN THE STRUCTURE THAT IS CONCEALED FROM VIEW(i.p. within the walls,
ceilings, and/or floors, inside additional ducting areas, or within the furnace unit itself).ALL TSI
THAT MAY BE LOCATED THAT IS NOT VISIBLY FIBERGLASS AND/OR FOAM MATERIAL IS
PRESUMED ASBESTOS CONTAINING.Note: It was not possible to dismantle the furnace and
ducting to locate and/or evaluate any additional suspect ACM which may be concealed,inside
the unit, or associated in hidden areas. It is our opinion any further handling of the furnace
system should be coordinated by the project manager and/or abatement contractor. If any
additional relating suspect asbestos containing materials are located prior to and/or during any
demolition or renovation, any and all additional related suspect materials should be considered
to be ACM(Asbestos Containing Material), unless determined to be otherwise by laboratory
analysis.
MISC.: None.
ADDITIONAL STRUCTURES ON SITE INCLUDED IN SURVEY: The garage is a
wood framed structure with composition roofing. The composition roofing materials were
sampled. The BLUE FLOORING NEEDS DETAILS. The glazing on the wood framed
windows were also sampled.
#of structures included in survey: one house
Requested by: Sergio Orozco
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— o.w.forte xut
William R. Hutson II
Inspector, Certified A.H.E.R.A.
Accred. # 161243 exp. Feb. 22, 2018
continue to page 3
40
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® CE�
1429 Ave.D.#187,Snohomish,WA 98290
425-489-4040;f 775-665-0420
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i
Page 3 of 8 January 3,2018
B2171220 Asbesto-Test,Inc. 425-489-4040
(louse and Garage(a)304 E. 5tt'M.,Arlington, WA 98223
THE ASBESTOS CONTAINING MATERIALS LISTED AS"NON-FRIABLE"REMAIN NON-FRIABLE(NOT EASILY AIRBORNE)UNTIL FORCES
EXPECTED TO ACT ON THE MATERIAL WILL RENDER THE ACM AS FRIABLE(EASILY AIRBORNE).SUCH FORCES INCLUDE,BUT ARE
NOT LIMITED TO,EQUPMENT USED IN THE DEMOUTON PROCESS,WEATHER INCIDENTS,AND OTHER DAMAGES THAT RENDER
THE ACM FROM NON-FRIABLE TO FRIABLE
ANY AND ALL MATERIALS IDENTIFIED AS ACM OR PACM IN THIS REPORT(AND/OR ADDITIONAL MATERIALS ASSOCIATED WITH
THE STRUCTURE THAT MAY BE DISCOVERED AND LATER IDENTIFIED AS ACM OR PACM),MUST BE PROFESSIONALLY ABATED
PRIOR TO DEMOLITION.ASSESSMENT AND QUANTIFICATION OF ACM FOR ABATEMENT PURPOSES AND/OR PRICING FOR
REMOVAL SHOULD BE DETERMINED BY ON SITE EVALUATION.
SAMPLES#1415 ARE ASBESTOS CONTAINING MATERIALS,EXCEPT THOSE SAMPLES LISTED AS"NAD"
ANALYSIS ID ASBESTOSHTYPE//QUANTITY OTHER MATERIAL
1.0 floor the NAD non-fibrous materials
kitchen side entry surface layer,bathroom surface layer
color: light gray&brown slate pattern
2.0 mastic NAD adhesive
beneath previous sample
3.0 sheet vinyl flooring NAD non-fibrous materials,
kitchen side entry 2❑d layer,bath 2"d layer- cellulose,fiberglass
color: gray
4.0 mastic NAD adhesive
beneath previous sample
5.0 floor tile NAD non-fibrous materials
kitchen side entry under plywood first layer
color: brown
6.0 mastic NAD adhesive
beneath previous sample
7.0 LINOLEUM FLOOR TILE yes H chrysotile H 2% non-fibrous materials,
NON-FRIABLE ACM
SIDE ENTRY, KITCHEN UNDER PLYWOOD 2ND LAYER-COLOR: BURGUNDY
NOTE:THE ASBESTOS IN THE HARD TILE SURFACE MATERIAL
APPROX.65 SQ. FT.
8.0 LINOLEUM TILE yes H chrysotile//2% non-fibrous materials,
NON-FRIABLE ACM
KITCHEN ON CABINET BOTTOMS&SHELVES—COLOR:TAN STREAKED
NOTE:THE ASBESTOS IN THE HARD TILE SURFACE MATERIAL
APPROX.50 SQ. FT.
continue to page 4
40
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1429 Ave.D.N187,Snohomish,WA 98290
425-489-4040;f 775-665-0420
www.asbestofest.com:takd9usbiestotest MM
I
Page 4 of 8 January 3,2018
B2171220 Asbesto-Test,Inc. 425-489-4040
House and Carrie(a,,304 E. 5 h St.,Arlington, WA 98223
ANALYSIS ID ASBESTOS//TYPE//OUANTITY OTHER MATERIAL
9.0 mastic/backing NAD adhesive,cellulose,tar
beneath previous sample listed
10.0 LINOLEUM FLOOR TILE yes//chrysotile//2% non-fibrous materials,
NON-FRIABLE ACM
BATHROOM 2ND LAYER-COLOR: LIGHT GRAY
NOTE:THE ASBESTOS IN THE HARD TILE SURFACE MATERIAL
APPROX.50 SQ. FT.
11.0 acoustic ceiling tile NAD cellulose,paint
kitchen&bedrooms
12.0 BROWN MASTIC yes//chrysotile//2% adhesive,cellulose
NON-FRIABLE ACM
HOLDING PREVIOUS SAMPLE
APPROX.560 SQ. FT.
13.0 acoustic ceiling tile NAD cellulose,paint
bathroom
14.0 BROWN MASTIC yes H chrysotile H 2% adhesive,cellulose
NON-FRIABLE ACM
HOLDING PREVIOUS SAMPLE
APPROX.50 SQ. FT.
15.0 CAB SKIRTING yes//chrysotile H 18% non-fibrous materials
Concrete Asbestos Board ACM
FRIABLE FOR DEMOLITION PURPOSES
AROUND BOTOM PERIMETER OF HOUSE
APPROX.250 SQ. FT.
NOTE:ANY ADDITIONAL COLORS OR KINDS OF VINYL FLOORING AND/OR TILE WITH ANY
RELATING MASTICS/BACKINGS THAT WERE NOT DISCOVERED IN THIS SURVEY AND MAY
LATER BE LOCATED IN THIS STRUCTURE ARE ALSO PRESUMED TO CONTAIN ASBESTOS UNLESS
TESTED OTHERWISE BY LABORATORY ANALYSIS
continue to page S
BBB
1429 Ave.D.N187,Snohomish,WA 98290
425-489-4040;f 775-665-0420
www.usbettotest.com•intogosbtestotest.com
i
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Page 5 of 8 January 3,2018
B2171220 Asbesto-Test,Inc.425-489-4040
House and Garaee(a),304 E. 5`h St.,Arlin,-ton, WA 98223
ANALYSIS ID ASBESTOSHTYPE?//QUANTITY OTHER MATERIAL
THERE WAS NO ASBESTOS DETECTED IN ANY OF THE REMAINING SAMPLES
16.0 sheet vinyl flooring NAD non-fibrous materials,
kitchen under pergo—color: light bluish gray cellulose,fiberglass
17.0 mastic NAD adhesive
beneath previous sample
18.0 mastic NAD adhesive,cellulose
kitchen&bathroom vanity holding white laminate
19.0 z brick NAD non-fibrous materials
kitchen wall
20.0 mortar/mastic NAD adhesive,cellulose,
holding previous sample non-fibrous materials
21.0 acoustic ceiling tile NAD cellulose,paint
living room/dining room-stapled up
22.0 suspended acoustic ceiling tile NAD cellulose,paint
hall
23.0 sheet vinyl flooring NAD non-fibrous materials,
hot water heater/electrical closet—color:blue w/sparkles cellulose
24.0 mastic NAD adhesive
beneath previous sample
25.0 masonry tile NAD non-fibrous materials
wal Is over tub&tub base—color:tan
26.0 mortar/mastic NAD adhesive,cellulose,
holding previous sample non-fibrous materials
27.0 drywall/taping compound/paint NAD nor}-fibrous materials,
kitchen composite cellulose,gypsum
28.0 drywall/taping compound/paint NAD non-fibrous materials,
bathroom composite cellulose,gypsum
29.0 drywall/taping compound/paint NAD non-fibrous materials,
hall composite cellulose,gypsum
30.0 drywall/taping compound/paint NAD non-fibrous materials,
living room composite cellulose,gypsum
continue to page 6
40
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1429 Ave.D.#187,Snohomish,WA 98290
425-489-4040;f 775-665-0420
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Page 6 of 8 January 3,2018
B2171220 Asbesto-Test,Inc. 425-489-4040
House and Garage(a.304 E. S`ti St.,Ariintton, WA 98223
ANALYSIS ID ASBESTOS//T)TE//QUANTITY OTHER MATERIAL
31.0 drywall/taping compound/paint NAD non-fibrous materials,
dining room composite cellulose,gypsum
COMMON AREAS:
32.0 composition roofing NAD cellulose,tar,
non-fibrous materials
33.0 mastic NAD cellulose,adhesive
holding composition roofing
34.0 vapor barrier NAD cellulose,tar,fiberglass
beneath composition roofing
35.0 insulation NAD fiberglass,cellulose
attic—color:white
GARAGE:
36.0 linoleum flooring NAD non-fibrous materials,
shop area of garage—color: painted blue cellulose,tar
37.0 mastic/backing NAD cellulose,tar
beneath previous sample
38.0 window glazing NAD non-fibrous materials,
cellulose
39.0 composition roofing NAD cellulose,tar,
non-fibrous materials
40.0 vapor barrier NAD cellulose,tar,fiberglass
beneath composition roofing
41.0 mastic NAD cellulose,adhesive
holding composition roofing
continue to page 7
BBB
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1429 Ave.D.#187,Snohomish,WA 98290
425-489-4040;f 775-665-0420
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Page 7 of 8 January 3,2018
B2171220 Asbesto-Test,Inc. 425-489-4040
House and Garage(a)304 E. 5"'St.,Arlington, WA 98223
u,
r+
2 9,583 Sq.Ft.
1 Single Family Residential
1,092 i 1910
1977
1,092 Snohomish County
1 00529900601900
continue to page 8
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1429 Ave.D.#187,Snohomish,WA 98290
425-489-4040,•f 775-665-0420
www osbestotestcom:infoPosbtestotest.com
Page 8 of 8 January 3,2018
B2171220 Asbesto-Test,Inc.425-489-4040
House and Carare Ca,304 E. 5"'St.,Arlington. WA 98223
Samples taken are listed with their corresponding analyses.If asbestos is detected,those samples containing asbestos are listed first
and noted with the initials'ACM".
Some sample analyses listed may be a representative analysis of individual and separate samplings and analysis of homogenous
materials,as prescribed by A.H.E.R.A.guideline.
If,during demolition or renovation,any additional suspect asbestos containing materials are located[may include but not limited to:
sheet vinyl flooring,the flooring,wall or ceiling texturings or paints,concrete siding or skirting,cement pipes,cement wallboard,
electrical cloth,electrical wiring insulation,thermal paper,wallboard,joint compounds,vinyl wall coverings,spackling compounds,or
any othersuspect TSI(Thermal System Insulation)],those materials are presumed Asbestos Containing Materials unless determined
to be non-asbestos by laboratory analysis.
Asbesto-Test,Inc.does not guarantee approximations of quantities of ACM,which may be listed with the analyses.It is therefore
recommended professional abatement price and/or disposal quotes be obtained by inquiring as to fees per area of specific ACM
material(i.e.square orlinearfoot etc.),or by on site assessment.
Any and all materials identified as ACM and/or PACM in this report must be abated prior to disturbance in renovation or demolition.
PLM(polarized light microscopy)has been known to miss asbestos in small percentages of some samples,which contain asbestos,
thus negative PLM results cannot be guaranteed. Floor tiles and wipes should be tested with SEM(scanning electron microscope)or
TEM(transmitting electron microscope),to insure analytical accuracy when asbestos is reported in small percentages
Analytical test method:USEPA 600/R93/116'•(PLM);WAC 296-62-077S3 App.J
**One percent is the USEPA regulatory limit for asbestos in bulk samples.
Key: "FRIABLE'signifies"Easily Airborne"
ACM signfies Asbestos Containing Material"
PACM signifies"Presumed Asbestos Containing Material'
CAB signifies"Concrete Asbestos Board"
< signifies"less than"
TSI signifies'Thermal System Insulation"
HVAC signifies"Heating Ventilating Air-Conditioning"
NAD signifies"No Asbestos Detected"
END OF REPORT
d, Pres., BSc.
*lnsct
C emist,Pres.,
proficient
certified A.H.E.R.A.
28675(Expires July 26, 2018)
B area.
1pmpffga C � NF
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1429 Ave.D.#187,Snohomish,WA 98290
425-489-4040;f 775-665-0420
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LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (lac) I/deft Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 .13 n/r 180 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01 13 n/r 120
BOLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 12 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight:111 lb Fr=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud*Except* MiTek recommends that SlaBfl ze/s at1 ►eolrod cross breC f1p
ST5:2x4 HF No.2 be installed during truss erection,in accordance with Stabilizer
Instali-ation_guide.
REACTIONS. All bearings 23-0-0.
(lb)- Max Horz 2--153(LC 6)
Max Uplift All uplift 100lb or less at joint(s)2,19,21,22,23,17,16,15,14
Max Grav All reactions 250 lb or less at joint(s)18,19,21,22,17,16,15 except 2=269(LC 1),12=269(LC 1),
23-260(LC 19),14=260(LC 20)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vutt=11 Omph(3-second gust)Vasd=87mph;TCDL-6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult quallfied building designer as per ANSVrPI 1.
4)All plates are 2x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,19,21,22,23,17,
16,15,14.
10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSVfPI 1.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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LOADING(psf) SPACING- 2-0-0 CSI. DFFL in (loc) I/dell L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.15 8-10 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.45 Vert(CT) -0.20 8-10 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.04 6 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight:93 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc pudins.
BOT CHORD 2x4 HF N0.2 BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing.
WEBS 2x4 HF No.2"Except* MiTek recommends that Stabilizers and required cross brad%
W1:2x4 HF Stud be installed during truss erection,in accordance with Stabilizer
l installation guide.
REACTIONS (Ib/size) 2=1090/0-5-8 (min.0-1-13),6=1090/0-5-8 (min.0-1-13)
Max Horz 2m-153(LC 6)
Max Upllft2=-40(LC 8),6=-40(LC 9)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 pb)or less except when shown.
TOP CHORD 2-3=-1392/43,3-4 1215/102,4-5=-1215/103,5-6=-1392/43
BOT CHORD 2-10m-47/1102,9-10=01725,9-11=0l725,l l-12.O 725,8-12=0/725,6-8=0/1056
WEBS 4-8=-65/543,5-6=-350/144,4-10=-65/543,3-10s-350/144
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuR=11 Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h-25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable and zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=B.Opsf.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6.
6)This truss is designed In accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSVrPI 1.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.14 8-10 >999 240 MT20 1851148
TCDL 10.0 Lumber DOL 1.15 BC 0.45 Vert(CT) -0.20 8-10 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.02 6 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight.99 lb FT-20%
LUMSER- BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9.5 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc trracing, Except:
WEBS 2x4 HF Stud*Except* 6-0-0 oc bracing:2-11.
W3:2x4 HF No.2 I MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
l Installation guide.
REACTIONS. (lb/size) 6=978/0-5-8 (min.0-1-10),11-1207/0-5-8 (min,0-2-0)
Max Horz 11=-153(LC 6)
Max Upllft6=-42(LC 9),11=-43(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown.
TOP CHORD 2-3--80/563,3-4—819/91,4-5--1022/106,5-6=-1199/46
BOT CHORD 2-11 368/125,10-11--31/664,9-10=0/571,9-12=0/571,12-13-0/571,8-13-0/571.
6-8=0/897
WEBS 4-8=-63/554,5-8=-352/145,3-11=-1422(79
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1I Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h-25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable and zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=8.Opsf.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)6,11.
6)This truss is designed in accordance wilh tire 2015 Infernalional Residential Code sections R502.11.1 and R802A0.2 and referenced
standard ANSVTPI 1.
7)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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LOADING lost) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.02 13 n/r 180 MT20 1851148
TCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(CT) 0.00 12-13 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(CT) -0.00 14 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight:226lb FT=20%
LUMBER- BRACING
TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
T2:2x10 DF SS end verticals.
BOT CHORD 2x12 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HIP Stud JOINTS 1 Brace at Jt(s):23
OTHERS 2x4 HIP Stud MiTek recommends that Stabilizers and required cross brac(rV
be installed during truss erection,in accordance with Stabilizer
Instaliation_guitie._
REACTIONS. All bearings 23-0-0.
(lb)- Max Horz 22-225(LC 7)
Max Upllft All uplift WO lb or less at jolnt(s)except 22=-179(LC 4),14--177(LC 5),20=-1106(LC 16),21=-276(LC
7),16=-1104(LC 17),15=-274(LC 6)
Max Grav All reactions 250 lb or less at joint(s)20,16 except 22-463(LC 17),19=2037(LC 16),17=2035(LC 17),
14-462(LC 16),21=278(LC 6),15=275(LC 7)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 4-5=-87/347,5-6--310/136,6-7--700/0,7-8=-700/0,8-9=-310/136,9-10=-86/345,
2-22--345/85,12-14=-344/84
WEBS 6-23=Of775,8-23=0l775,5-19=-1119f71,9-17--1117/69,4-20--131/436,10-16=-129/435
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult-11Omph(3-second gust)Vasd-87mph;TCDL-6.Opsf;BCDL=4.8psf;h=25ft;Cal.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
4)All plates are 3x8 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL-8.0psf.
9)Ceiling dead load(5.0 psf)on member(s).5-6,8-9,6-23,8-23
10)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 179 lb uplift at joint 22,177 lb uplift at joint
14,1106 lb uplift at joint 20,276 lb uplift at joint 21,11 D4 lb uplift at joint 16 and 274 lb uplift at joint 15.
11)This truss is designed In accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSUTPI I.
12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
13)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement
at the bearings.Building designer must provide for uplift reactions indicated.
14)Attic room checked for 1-/360 deflection,
LOAD CASE(S) Standard
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LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.14 13-15 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.20 13-15 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 12 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Attic -0.10 13-15 1638 360 Weight:231 lb FT=20.6
LUMBER- BRACING
TOP CHORD 2x4 HF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
T2:2x10 DF SS and verticals.
BOT CHORD 2xl2 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud WEBS 1 Row at midpt 9-12,3-16
JOINTS 1 Brace at Jt(s):17
MiTek recommends that Stabilizers and required cross bracing i
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (I)(slze) 12=1226/0-5-8 (min.0-2-7),16=1226/0-5-8 (min.0-2-7) installation guide.
Max Horz 16=225(LC 6)
Max Grav 1 2=1 487(LC 17),16=1487(LC 16)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 3-4=-1410/0,4-5--1077/50,5-6=160/260,6-7=-160/260,7-8=-1076149,8-9=-1409/0,
2-16=264/67,10-12=-264/67
BOT CHORD 15-16=0/1004,14-15=0/1027,13-14=0/1027,12-13=0/949
WEBS 5.17=-1203/27,7-17--1203/27,4-15-0/933,8-13-0/933,3-15=-68/254,9-12=-1709/0,
9-13=-66/2541 3-16=-1710/0
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10:Vult=110mph(3-second gust)Vasd-87mph;TCDL-6.Opsf;BCDL-4.8psf;11�-25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
5)Ceiling dead load(5.0 psf)on member(s).4-5,7-8,5-17,7-17
6)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.13-15
7)Thls truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSUTPI 1.
8)11Semi-rigid pitchbreaks with fixed heels"Member end fixity,model was used in the analysis and design of this truss.
9)Attic room checked for U360 deflection.
LOAD CASE(S) Standard
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ID:O1 tE8koWIul1uH7HW®wayyl_Y-hf8gWeFOSc2FUEyTLbXpF4omEe60o1c1 UWEozIOAJ
1.60 8-1 4.9-12 &11.15 11-8.0 14.0-1 18.24 22 �q��q00-024-6-0
41 _Y_Mt_11 4-2-3 2-GiA-2-3- 1-11 1 J
8x8— Scale=1:62.8
3x8= 6
.\ 3x6=
5 7
1 \4419
17
5x12 11 2x4 5x12 I
Bx8 1;- 4 8 8x8
8.00 12 9
3
3x4 11 30 11
2 10
11
1 r \-
O
lot Do= 15 14 13 6x6=12
8x8=
1202= 1202=
0•���41-f 4-1-11 4-9-12 1334.8 18-2-4 41 11 .i 23-0-0
Y}- [a:0•& F.B, daeL[8:0-s-9,+EidgeL[12:EdII5,0 3 81,[13:0-3 8,0 8.17],L15:0-3 8,0.8A,116:Edge,0-3-t3]
LOADING(pso SPACING 4-8-12 CSI. DEFL in (loc) I/deb Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.19 13-15 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.78 Vert(CT) -0.27 13-15 >999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(CT) 0.01 12 Ma n/a
BCDL 8.0 Code IRC20151TPI2014 (Matrix) Attic -0,1213-15 1337 360 Weight:461 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2*Except* TOP CHORD 2-0-0 oc pudlns(6-0-0 max.), except end verticals
T2:200 DF SS (Switched from sheeted:Spacing>2-0-0).
BOT CHORD 2x12 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud JOINTS 1 Brace at Jt(s):6,17,2,10
REACTIONS. (lb/size) 12=3973M-5-8 (min.0-4-6),16=3973/0-5-8 (min.0-4-7)
Max Hors 16=-592(LC 6)
Max Grav 12=5286(LC 16),16=5362(LC 16)
FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=407/150,3-4 -4308/0,4-18--3061/50,5-18--2637/148,5-6=-194/862,6-7--194/862,
7-19=-2659/148,8-19=-3085/50,8-9=4355/0,9-10=-401/151,2-16=-822/166,
10-12=-812/166
BOT CHORD 15-16=0/3025,14-15-0/3014,13-14=0/3014,12-13=0/2893
WEBS 5-17 3871/106,7-17=-3871/106,4-15-0/2901,8-13-0/2901,3-15--219/457,6-1 7-0175 6,
9-12--5175/0,9-13=-201/450,3-16=-5123/0
NOTES-
1)2-ply truss to be connected togetherwith 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9 0 oc,2x10-2 rows staggered at 0.9-0 oc.
Bottom chords connected as follows:2x12-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-I row at 0-9.0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design
4)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL-6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber D0L--1.60 plate grip DOL=1.60
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7)Ceiling dead load(5.0 psf)on member(s).4-5,7-8.5-17,7-17
8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 pso applied only to room.13-15
9)This trues is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSVTPI 1.
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
11)Attic room checked for L/360 deflection.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Continued on page 2
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LOAD CASE(S) Standard
UnNorm Loads(pit)
Vert:15.16=-203(F--166),13-15=-61,12-13=-203(F--166),1-2=-166,5-18=-189,5-8=-166,6-7=-166,7-19=-189,10-11=-166,5-7=-24
Trapezoidal Loads(plf)
Vert:2 240(F--74)-to-4-198(F=-32),4=-221(F--32)-to-18=-189,19=-189-to-8=-221(F--32),8=-198(F=-32)-to-10-240(F-74)
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J1804730 C01 Common Structural Gable �2 1 i Job Rolofence(optional)_ _
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LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.02 7 n/r 180 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.02 7 rt/r 120
BCLL 0.0 Rep Stress Iner YES WB 0.03 Horz(CT) 0.00 6 n/a n/a
BCDL 8.0 Code IRC2015fTP12014 (Matrix) Weight:31 lb FT-20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud i MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 8-0-0.
(lb)- Max Horz 2=-65(LC 6)
Max Uplift All uplift 100 lb or less at joint(s)2,6,10,8
Max Grav All reactions 250 lb or less at joints)2,6,9,10,8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7.10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL-4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1.
4)Gable requires continuous bottom chord bearing.
5)Gable studs spaced at 2-0-0 oc.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)`This truss has been designed for a live load of 20.Op5f on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding too lb uplift at joint(s)2,6,10,8.
9)This truss Is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSVTPI 1.
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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4-0-0 4-"
Scale=1:22.2
4x4=
3
8.00 12
Wi
4
2
s EM 5
1
30= 2x4 11 3x4=
0-0-0 1 0 0 4.0-0 4-0-08-0-0
LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.03 2-6 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.05 2-6 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.01 4 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight:28 lb FT-20
LUMBER- BRACING
TOP CHORD 20 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud MITek recommends that Stabilizers and required cross bracing 1
be installed durie.ng truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 2=89510-5-8 (min.0-1-8),4-895/0-5-8 (min.0-1-8) Installation guid
Max Herz 2=65(LC 7)
Max Uplift2=-61(LC 8),4=-61(LC 9)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-609/40,3-4=-809/40
BOT CHORD 2-6-0/594,4-6=0/594
WEBS 3-6-0/644
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult-110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)2,4.
6)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSVTPI 1.
7)Girder carries tie-in span(s);8-0-0 from 0-0-0 to 8-0-0
8)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(N).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase-1.15
Uniform Loads(pig
Vert:1-3=-70,3-5=-70,2-4=-135(FG-119)
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Builders Fag Seams.AA I VA 98M Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 Wek Industries,Inc.Fri Jun 20 13:05.102 2018 Pa e�1
ID.,OltE8koOgBkdluH7FIMr6wayyl_Y-ZRNBWIWWrZhyrFEWTz4umAtln*nN7NP MZt1QAF
f11F0 40-0 &0-0 1 9-6-0
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4 2x4 11
2 1
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9 a 7
3x4 2x4 11 2x4 II 2x4 II 3x4
0-0-0 8-0-0
800
LOADING(pat) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES (TRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.02 6 n/r 180 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.02 6 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horc(CT) 0.00 5 n/a n/a
BCDL 0.0 Code IRC2015/TPI2014 (Matrix) Weight:29 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud MITek recommends that Stabilizers and required cross bracing
be Installed during truss erection,in accordance with Stabilizer
Installation aulde.
REACTIONS. All bearings 8-0-0.
(lb)- Max Horz 1.-59(LC 6)
Max Uplift All uplift 100 lb or less at joint(s)1,5,9,7
Max Grav All reactions 250 lb or less at joint(s)1,5,8,9,7
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd-87mph;TCDL=6.Opst;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
4)Gable requires continuous bottom chord bearing.
5)Gable studs spaced at 2-0.0 oc.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable o1 withstanding 100 lb uplift at joint(s)1,5,9,7.
9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,5.
10)This truss is designed in accordance with the 2015 International Residential Code sections R502A 1.1 and R802.10.2 and referenced
standard ANSVTPI 1.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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4
If 3
I
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o-0-0 4-0-0 8-0-0
4-0-0 r 4-Q4 �
LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GIUP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.01 1-5 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.01 1-5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 n/a n/a
BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:26 lb FT-20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied of f 0.0-0 oc bracing.
WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,In accordance with Stabilizer
REACTIONS. (lb/size) 1=310/0-5-8 (min.0-1-8),3=459/0-5-8 (min.0-1-8) Installation guide.
Max Horz 1--59(LC 6)
Max Upliftl=-5(LC 8),3--30(LC 9)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-32W7,2-3=358/13
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL-6.Opsf;BCDL=4.8psf;h-25tt;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3.
6)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSVrPI 1.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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veers Rio Source.ArlingkokWA 96M Rmr:7.610 s Nov 10 2015 Prhe:7.640 s Nov 10 2015 Wek huJustrws Inc.Fri Jun 2913:06 os 2018 P e 1
ID:O1tE8ko9g8lulIuH7HW6wayyl Y•SCdiCNL1a437RTZOph.P8w3MOTY75b1MpLVpWLz1
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1
0-0-0 &5 2 8-5-2
Plate ONeels(X. - -0-0-2.EdgeL 13:0-0-8.0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.21 2-3 >476 240 MT20 220/195
TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.30 2-3 >340 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCOL 8.0 Code IRC2015/TP12014 (Matrix) Weight:29 Ito FT=20%
LUMBER- BRACING- - - -
TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 8-5-2 oc purllns.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
f MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation ouide.
REAC11ONS. (lb/size) 3=495/Mechanical,2=600/0-7-5 (min.0-2-7)
Max Herz 2=134(LC 8)
Max Uplift3=-134(LC 8),2=-101(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult-1 I Omph(3-second gust)Vasd=87mph;TCDL-6.Opsf;BCDL=4.8psf;h-25f;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
3)Refer to girder(s)for truss to truss connections.
4)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of
bearing surface.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb)3-134,
2=101.
6)This truss is designed in accordance with the 2015 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSVTPI 1.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:11-2=-70
Trapezoidal Loads(plf)
Vert:2=-69(F=1)-to-3--149(F--79)
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Job Reference(pp _ J
Bu�at so mm illidlnyOon,WA 99223 Rurt:7A�O s Nov 10 2015�iNM:7.810 s PJov 10 2Af5�fTek lndua�,Inc.Fri Jun 2913 05A7 2018 fPapss 1
IDbriEBko9g81uf1uH7F1VY8wayyl Yw084PjMfLNB 3d8CMBTepBhdtl?g29sX?fN2rutOAA
15A 0� 0 1-1-IS 1-11-I1 398 5.11-8
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40.0 1.1p 18 1 10 1-11-11 9.11-13 �511-9
LOADING(psf) SPACING- 2-0-0 CSI. DEFL.. in (loc) Vdefl Ud PLATES GRIP
TOLL 25.0 Plate Grip DOL 1.15 TO 0.24 Vert(LL) -0.07 2-4 >943 240 MT20 1851148
TCDL 10.0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.13 2-4 >524 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2015frP12014 (Matrix) Weight:12 lb FT-20
LUMBER- BRACING- T
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins.
BOT CHORD 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTak recommends that Stabilizers and required cross bracing
be installed during truss erectlon,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 3.-3/Mechanical,2=287/0-5-8 (min.0-1-8),4=45/Mechanical
Max Horz 2=59(1-C 8)
Max Uplift3=-11(LC 8),28(LC 8)
Max Grav3=10(LC 4),2-287(LC 1),4-102(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=11 Omph(3-Second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL-1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2.
6)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlfrPl 1.
7)"Semi-rigid pltchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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8u�idam RM Smlrm.Aring w WA 119723 Rurr,6 4 s Prov 10 2015 PAnC 7.B4o s t0 2015 MTek tmwstrios InG Fd Jun 2819:Oba0e 201a pis 1
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Scale-1:19.8
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1 3x4- 4
040 3 015 31,14113-11-11 1-1143 5-11-8
LOADING(psi) SPACING :21��0 CSI. DEFL in (loc) I/deal Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL .15TC 021 Vert(LL) 0.06 2� >999 240 MT20 185/148
TCDL 10.0 Lumber DOL .15 BC 0.51 Vert(CT) -0.12 2-4 >573 180
BCLL 0.0 ' Rep Stress IncrESWB 0.00 Horz(CT) -0,00 3 n/a n/a
BCDL 8.0 Code IRC2015/T014 (Matrix) Weight;15 lb FT=20%
LUMBER• BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins.
BOT CHORD 20 HF Stud BOT CHORD Rigid ceiling directly applied or 1 D•0.0 oc bracing.
MITek recommends that Stabllizem and required cross bracing
be installed during truss erection,in accordance with Stabilizer 7II
_Inslalia__ on 9ulde. I
REACTIONS. (lb/size) 3=100/Mechanical,2=322/0-5-8 (min.0-1-8),4=44/Mechanlcal
Max Horz 2=96(LC 8)
Max Uplift3=-40(LC 8),2.-4(LC 8)
Max Grav3=101(LC 15).2-322(LC 1),4-99(LC 3)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=11 omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2.
6)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/iPI 1.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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Builders RRt Nblph nro-i1VA lk :7:640 r NtlV 1D 2016 PAM:7.640 a Nov 10 2015 MTek lrmbswes,htc.FA Jw 29 t3:05 09 2018 pie
186"BIa>0g81u11 uH7HWOwayyl_Y-snfggPNvs?RhWbUZV60u ftTslyt9_WMI pA8
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Scale=1:26.4
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LOADING 7pa' SPACING• 2-0-0 CSI. DEFL in (loc) I/de0 Ud PLATES GRIP
TOLL Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.06 2-4 >999 240 MT20 185/148
TCDL Lumber DOL 1.15 BC 0.51 Vert(CT) -0.12 2-4 >573 180
BCLL Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL Code IRC2015/TPI2014 (Matrix) Weight:18 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins.
BOT CHORD 20 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation ulde.
REACTIONS. (lb/size) 3=173/Mechanical,2=377/0-5-8 (min.0-1-8),4=44/Mechanical
Max Horz 2-130(LC 8)
Max Uplift3=-76(LC 8),2=-4(LC 8)
Max Grav3=173(LC 1),2=377(LC 1),4=99(LC 3)
FORCES. (lb)•Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vuft=1I Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL-4.Spsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL-1.60
2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2.
6)This trues is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSVTPI 1.
7)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
1
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Bu2dea RM Sam,A"W.WA 90223 11un:781p a Nov 10 2015 PrinC 7 040 s Nov 10 201�5 Wok InA=sies, FA Jun 28/3:06:10 2018 page 1
ID:OIIESkogq$lufluH7FIVUVBwayyl Y-KzsC21OYd12Ywlan2Ci01.ImD7T4wP1PWDyT118z1 7
1-&0 1 60 0�0 2 2 8 2.2.8
Scale=1:14.3
3
8.00 12
2 T1 i
B1 -I
1
3x4= 4
0.40 2-2.8
2.2.8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.00 2 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 2-4 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC201 SrrP12014 (Matrix) Weight:8 lb FT=20%
LUMBER- BRACING
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins.
BOT CHORD 20 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
L Tek recommends that StabMizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 3=1/Mechanical,2-25610-5-8 (min.0-1-8),4=14/Mechanical Installation guide.
Max Horz 2=60(LC 8)
Max Uplift3--12(LC 8),2--27(LC 8)
Max Grav3=11(LC 4).2-256(LC 1),4=32(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=1IOmph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL-4.Bpsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nenconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2.
6)This truss Is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSVTPI 1.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
1
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BuNdare PMs1 Source.MYn81an,WA 98a79 Fw+:7.640 s Nov 10 2015 PdM�.7.810 s Nai f0 2915 Mil'ek hdushlaa,tnc.fH Jun 2013:05:112818 Page 1
IA IEBko9g81uI1uH7HW"ayyl Y-pgMF5PAOd1PXERzb-Xaq-m)uUGTms9SRcDaBYz10Ae
1-60 000 1-ttt- t 240
1•b8 1-11-11 0 p•�
Scale=1:13.6
3
8.00 12
a Tt
171
e1 lm
0
t
3x4= 4
0.0-0 t-11.11 14112-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Udd PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 2 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(CT) -0.00 2-4 >999 180
BCLL 0.0 ' Rep Stress Incr YES we 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight:7 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOT CHORD 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 2-234/0.5-8 (min.0-1-8),4-16/Mechanical,3-23/Mechanical Installation guide.
Max Harz 2=60(LC 8)
Max Uplifl2--23(LC 8),3=-15(LC 8)
Max Grav2=234(LC 1),4=35(LC 3),3=26(LC 15)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vutt=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable and zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1.60
2)This truss has been designed lot a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit
between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3.
6)This truss is designed in accordance with the 2015 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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LL&Aders Sam*,A*.*n,WA 96M f km:7.640 s Nov 10 2015 P*K-.7,640 s Nov 10 2016 Walk kv/usWes Inc.FBI Jun 2B 1305:13 2018 Paaea 1
ID:OIIESko9g81ufiuH7HW6wayyl Y-IYYLgnROwDx7nYbiuiPZ2wPmgHxxEmeMdhGAzloA4
1.6.0 1 6 D O D 8 2-0-0 2.0-0 1-11.11 3.11-11
Scale-1:20.4
3 _
m
0
8.00 12
d o
70
1 3x4= 4
0-0-0 240 2-0.0
LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Well Ud PLATES (TRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.00 2 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(CT) -0.00 2-4 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:10 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOT CHORD 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
MiTek recommends that Stabilizers and required cross bracing 1
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 3=114/Mechanical,2=281/0-5-8 (min.0-1-8),4=16/Mechanical
Max Horz 2=96(LC 8)
Max Upl1ft3=-49(LC 8),2--20(LC 8)
Max Grav3-114(LC 1),2=281(LC 1),4=35(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES
1)Wind:ASCE 7-10;Vult=1IOmph(3-second gust)Vaad=87mph;TCDL=6.Opsf;BCDL=4.8psf;h-25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL-1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2.
6)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSUTPI 1.
7)"Semi-rigid pftchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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Date: 03/20/2026
Permit#: 1828
Permit Date: 02/07/2018
Review Date: 02/07/2018
Permit Type: DEMOLITION
Review Type: DEMOLITION
Target Date: 02/14/2018
Scheduled Time: 00:00
Completed Date: 02/08/2018
Description: Prior to demolition contact COA Utilities to schedule meter removal.GS
Review Status:
Assigned To: PW-WAT REV
Time In: 00:00
Time Out: 00:00
Hours: 0.0
Property Information
Parcel#: 00529900601900 YO SOY LLC
YO SOY LLC 3611 168TH ST NE
304 5TH ST ARLINGTON, WA 98223
Zoning: I I I Single Family Residence -
DetachedLot: Block:
Permit#: 1828
Permit Date: 02/07/18
Permit Type: DEMOLITION
Project Name: Yo Soy, LLC
Applicant Name: Sergio Orozco
Applicant Address: 1715 7th Street
Applicant, City, State, Zip: Marysville,WA 98270
Contact: Sergio Orozco
Phone: 425-590-7719
Email: saizehomeinvesting@gmail.com
Scope of Work: Demo existing home
Valuation: 0.00
Square Feet: 0
Number of Stories: 0
Construction Type:
Occupancy Group:
ID Code:
Permit Issued: 04/10/2018
Permit Expires:
Form Permit Type:
Status: COMPLETE
Assigned To: Kristin Foster
Property
Parcel# Address Legal Description Owner Name Owner Phone Zoning
00529900601900 304 5TH ST YO SOY LLC 111 Single Family
Residence-Detached
Contractors
Contractor Primary Contact Phone Address Contractor Type License License#
Certified Roofing and Sergio Orozco 425-590-7719 1715 7th Street CONSTRUCTION Labor d CERTIRC849CR
Construction CONTRACTOR Industri anes
Plan Reviews
Date Review Type Description Assigned To Review Status
02/07/2018 DEMOLITION BUILDING
02/07/2018 DEMOLITION No comments,LT PW-ADMIN-GIS
Prior to demolition,the side sewer needs to be cut and
02/07/2018 DEMOLITION capped at the sewer stub,a COA wastewater inspector pW-SEW-REV
needs to be on site,please call 360-403-3508 24hrs ahead
to request inspection JL
02/07/2018 DEMOLITION Prior to demolition contact COA Utilities to schedule pW-WAT-REV
meter removal.GS
Fees
Fee Description Notes Amount
Demolition $100.00
Processing/Technology $25.00
State Surcharge- 1st DU Residential- 1st Unit $4.50
Total $129.50
Attached Letters
Date Letter Description
03/23/2018 Building Permit
Payments
Date Paid By Description Payment Type Accepted By Amount
04/10/2018 Yo Soy,LLC Check#1017 Kristin Foster $129.50
Outstanding Balance $0.00
Notes
Date Note Created By:
03/28/2018 Emailed that permit is ready to issue. Kristin Foster
Uploaded Files
Date File Name
04/10/2018 3243390-1828 Issued Permit.pdf
02/07/2018 3020784-1828 Abatement Report.pdf
02/07/2018 3020785-1828 Application.pdf
02/07/2018 3020786-1828 Asbestos Survey-.pdf
Permit#: 1828
Permit Date: 02/07/18
Permit Type: DEMOLITION
Project Name: Yo Soy, LLC
Applicant Name: Sergio Orozco
Applicant Address: 1715 7th Street
Applicant, City, State, Zip: Marysville,WA 98270
Contact: Sergio Orozco
Phone: 425-590-7719
Email: saizehomeinvesting@gmail.com
Scope of Work: Demo existing home
Valuation: 0.00
Square Feet: 0
Number of Stories: 0
Construction Type:
Occupancy Group:
ID Code:
Permit Issued: 04/10/2018
Permit Expires:
Form Permit Type:
Status: LASERFICHE
Assigned To: Kristin Foster
Property
Parcel# Address Legal Description Owner Name Owner Phone Zoning
00529900601900 304 5TH ST YO SOY LLC 111 Single Family
Residence-Detached
Contractors
Contractor Primary Contact Phone Address Contractor Type License License#
Certified Roofing and Sergio Orozco 425-590-7719 1715 7th Street CONSTRUCTION Labor d CERTIRC849CR
Construction CONTRACTOR Industri anes
Plan Reviews
Date Review Type Description Assigned To Review Status
02/07/2018 DEMOLITION BUILDING
02/07/2018 DEMOLITION No comments,LT PW-ADMIN-GIS
Prior to demolition,the side sewer needs to be cut and
02/07/2018 DEMOLITION capped at the sewer stub,a COA wastewater inspector pW-SEW-REV
needs to be on site,please call 360-403-3508 24hrs ahead
to request inspection JL
02/07/2018 DEMOLITION Prior to demolition contact COA Utilities to schedule pW-WAT-REV
meter removal.GS
Fees
Fee Description Notes Amount
Demolition $100.00
Processing/Technology $25.00
State Surcharge- 1st DU Residential- 1st Unit $4.50
Total $129.50
Attached Letters
Date Letter Description
03/23/2018 Building Permit
Payments
Date Paid By Description Payment Type Accepted By Amount
04/10/2018 Yo Soy,LLC Check#1017 Kristin Foster $129.50
Outstanding Balance $0.00
Notes
Date Note Created By:
03/28/2018 Emailed that permit is ready to issue. Kristin Foster
Uploaded Files
Date File Name
04/10/2018 3243390-1828 Issued Permit.pdf
02/07/2018 3020784-1828 Abatement Report.pdf
02/07/2018 3020785-1828 Application.pdf
02/07/2018 3020786-1828 Asbestos Survey-.pdf
Date: 03/20/2026
Permit#: 1828
Permit Date: 02/07/2018
Review Date: 02/07/2018
Permit Type: DEMOLITION
Review Type: DEMOLITION
Target Date: 02/14/2018
Scheduled 00:00
Time:
Completed 02/08/2018
Date:
Description: Prior to demolition, the side sewer needs to be cut and capped at the sewer stub, a COA
wastewater inspector needs to be on site,please call 360-403-3508 24hrs ahead to request
inspection JL
Review
Status:
Assigned To: PW-SEW-REV
Time In: 00:00
Time Out: 00:00
Hours: 0.0
Property Information
Parcel#: 00529900601900 YO SOY LLC
YO SOY LLC 3611 168TH ST NE
304 5TH ST ARLINGTON, WA 98223
Zoning: I I I Single Family Residence -
DetachedLot: Block: