HomeMy WebLinkAboutPermit D16-0191 - CARY LANG CONSTRUCTION - NEW SINGLE FAMILY RESIDENCEC��Y G
I��TUD SEN
13047 57 A��E S
D16-0191
� City of Tukwila
• Department of Community Development
"�'' � 6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
'' ' Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.sov
COMBOSFR PERMIT
Parcel No: 2172000250
Address: 13047 57TH AVE S
Project Name: CARY LANG - KNUDSEN
Owner:
Name: KNUDSON GERALD
Address: 6402 S 144TH , TUKWILA, WA, 98589
Contact Persan:
Name: CARY LANG
Address:
Contractorc
Name:
29815 24 AVE SW , FEDERAL WAY,
WA, 98023
CARY LANG CONSTRUCTION INC
Acfdress: 29815 24TH AVE SW , FEDERAL WAY,
WA, 98023-2300
License No: CARYLCI1010F
Lender:
Name: CARY LANG CONSTRUCTION INC
Address: 29815 24TH AVE SW , FEDERAL WAY,
WA, 98023
DESCRIPTION OF WORK:
Permit Number: D16-0191
Issue Date: 8/24/2016
Permit Expires On: 2/20/2017
Phone: (206) 423-5055
Phone: (253) 661-6880
Expiration Date:
CONSTRUCT NEW 2802 SQ FT SINGLE FAMILY RESIDENCE WITH A 577 SQ FT ATTACHED GARAGE AND A 55 SQ FT
COVERED DECK
Project Valuation: $378,390.32 Fees Collected: $48,360.93
Type of Fire Protection: Sprinklers:
Fire Alarm:
Type of Construction: V-B
Electrical Service Provided by:
Occupancy perlBC: R-3
Water District:
Sewer District:
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition;
International Mechanical Code Edition
Uniform Plumbing Code Edition:
International Fuel Gas Code:
Public Works Activities:
2015 National Electrical Code:
2015 WA Cities Electrical Code:
2015 WAC 296-466:
2015 WA State Energy Code:
2015
2014
2014
2014
2015
Channelization/Striping:
Curb Cut/Access/Sidewalk: 1
Fire Loop Hydrant:
Flood Control Zone: 1
Hauling/Oversize Load:
Land Altering: Volumes: Cut: 45 Fill: 45
Landscape Irrigation:
Sanitary Side Sewer: Number: 1
Sewer Main Extension:
Storm Drainage: 1
Street Use: 1
Water Main Extension:
Water Meter: Yes
. �
Permit Center Authorized Signature: Date:
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development permit d agree to the conditions attached to this permit.
��� ���j �
Signature: �Z`� Date: / /�
Print Name: �''�l (��� �--�h'`5C ��"� '
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ***PUBLIC WORKS PERMIT CONDITIONS***
2: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement
and completion of work at least 24 hours in advance. All inspection requests for utility work must also be
made 24 hours in advance.
3: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public
Works Inspector for any work after 5:00 p.m. and weekends.
4: Work affecting traffic flows shall be closely coordinated with the�Public Works Inspector. Traffic Control
Plans shall be submitted to the Inspector for prior approval.
5: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable
service lines be underground from the point of connection on the pole to the house.
6: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall
provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public
Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00
Noon on Friday preceding any weekend work.
7: Any material spilled onto any street shall be cleaned up immediately.
8: Temporary erosion control measures shall be implemented as the first order of business to prevent
sedimentation off-site or into existing drainage facilities.
9: The site shall have permanent erosion control measures in place as soon as possible after final grading has
been completed and prior to the Final Inspection.
10: The Land Altering Permit Fee is based upon an estimated 45 cubic yards of cut and 45 cubic yards of fill. If
the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and
pay the difference in permit fee prior to the Final Inspection.
11: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a
vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period,
cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must
be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and
immediately before, during and following storms.
12: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at
least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction
approval.
13: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify
in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water
and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water
meter with a 1-inch service line is required. Refer to attached Public Works Details fo� 1" FIRE/DOMESTIC
SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector.
14: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made
out to the City of Tukwila for possible property damages caused by activites.
15: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as
additionally insured).
16: Prior to issuance of this permit Owner shall sign w/Notary a ROW Hold Harmless Agreement for work
within the Public right-of-way.
17: All double check valve assemblies shall be approved by the State Department of Health.
18: It shall be verified in writing to the Public Works Inspector that the fire loop system for the building
contains a State Department of Health approved double check detector valve assembly. This shall be done
prior to the Final Inspection.
19: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works
Inspector that the fire loop system for the building contains a WA State Department of Health approved
Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public
Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is
optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works la�spector.
20: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x$xx.xx per sq. ft. _
$x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works
Final.
21: Per City Ordinance no. 2177 new homes within the Foster Point Area are required to pay in full the current
fee for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior
to Public Work's final inspection approval.
22: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance
#2436)
23: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department
review and approval of drawings prior to installation or modification. New sprinkler systems and all
modifications to sprinkler systems involving more than 50 heads shall have the writtem approval of Factory
Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire
Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence
without approved drawings. (City Ordinance No. 2436).
25: New and existing buildings shall have approved address numbers, building numbers or approved building
identification placed in a position that is plainly legible and visible from the street or road fronting the
property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers
or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width
of 0.5 inch (12.7mm). (IFC 505.1)
26: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide
area below each required rescue window. (City Ordinance #2435)
27: Maximum grade for all projects is 15% with a cross slope no greater than S%. (City Ordinance #2435)
24: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
28: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
29: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention
Bureau at (206)575-4407.
30: ***BUILDING PERMIT CONDITIONS***
31: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
32: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
33: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop
drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings
shall be maintained on the site and available to the building inspector for inspection purposes.
34: Subgrade preparatioh including drainage, excavation, compaction, and fill requirements shall conform
strictly with the recommendations given in the soils report. Special inspection is required.
35: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
36: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to
any requirements for special inspection.
37: All wood to remain in placed concrete shall be treated wood.
38: There shall be no occupancy of a building until final inspection has been completed and approved by
Tukwila building inspector. No exception.
39: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy
can be obtained at City Hall in the office of the City Clerk.
40: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles
shall be ventilated in accordance with the applicable provisions of the International Mechanical Code.
41: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion.
Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical
dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping.
42: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the
City of Tukwila Building Department (206-431-3670).
43: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
44: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is
placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice
shall be removed from spaces to be occupied by concrete.
45: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an
approval of, any violation of any of the provisions of the building code or of any other ordinances of the City
of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other
ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data.
46: ***MECHANICAL PERMIT CONDITIONS***
47: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center (206/431-3670).
48: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
49: Manufacturers installation instructions shall be available on the job site at the time of inspection.
50: Except for direct-vent appliances that obtain all combustion air directly from the outdoors; fuel-fired
appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces:
Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms.
51: Equipment and appliances having an ignition source and located in hazardous locations and public garages,
PRIVATE GARAGES, repair garages, automotive motor-fuel dispensing facilities and parking garages shall be
elevated such that the source of ignition is not less than 18 inches above the floor surface on which the
equipment or appliance rests.
52: ***PLUMBING/GAS PIPING PERMIT CONDITIONS***
53: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the
Tukwila Building Division.
54: All permits, inspection records and applicable plans shall be maintained at the job and available to the
plumbing inspector.
55: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and
the Fuel Gas Code.
56: No portion of any plumbing system or gas piping shall be concealed until inspected and approved.
57: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and
Fuei Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of
the holder of the permit to make sure that the work will stand the test prescribed before giving notification
that the work is ready for inspection.
58: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall
unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes
installed outside the,conditioned space shall be insulated to minimum R-3.
59: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing
shall be protected by steel nail plates not less than 18 guage.
60: Piping through concrete or masonry walls shall not be subject to any load from building construction. No
plumbing piping shall be directly embedded in concrete or masonry.
61: All pipes penetrating floor/ceiling assemblies and fire-resistance rated walls or partitions shall be protected
in accordance with the requirements of the building code.
62: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin
layers to twelve inches above the top of the piping with clean earth, which shall not contain stones,
boulders, cinderfill, frozen earth, or construction debris.
63: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or
an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other
ordinance of the jurisdiction.
64: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit.
65: All new plumbing fixtures installed in new construction and all remodeling involving replacement of
plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies
that use significant quantities of water shall comply with Washington States Water Efficiency ad
Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section
402 of Washington State Amendments
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
5180 BACKFLOW - FIRE
1700 BUILDING FINAL**
0301 CONCRETE SLAB
5000 CURB, ACCESS, SDW
0610 ENERGY EFF CERT
5200 EROSION MEASURES
5210 EROSION MEASURES FNL
1400 FIRE FINAL
0201
0202
0200
0409
0708
2000
0606
8004
5040
0703
1800
5230
0608
0609
1900
1600
0401
0603
9002
0701
8005
5070
4035
0602
5090
5100
0412
9001
0601
0413
5130
FOOTING
FOOTING DRAINS
FOUNDATION WALL
FRAMING
GAS FIREPLACE INSERT
GAS PIPING FINAL
GLAZING
GROUNDWORK
LAND ALTERING
LATH & GYPSUM
MECH EQUIP EFF
MECHANICAL FINAL
PAVING AND RESTORE
PIPE INSULATION
PIPE/DUCT INSULATION
PLUMBING FINAL
PUBLIC WORKS FINAL
ROOF SHEATHING
ROOF/CEILING INSUL
ROUGH-IN GAS PIPING
ROUGH-IN MECHANICAL
ROUGH-IN PLUMBING
SANITARY SIDE SEWER
SI-SOILS
SLAB/FLOOR INSUL
STORM DRAINAGE
STREET USE
UNDERFLOOR FRAMING
UNDERGROUND
WALL INSULATION
WALL SHEATHING/SHEAR
WATER METER - PERM
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CITY OF TUKP 4
Communiry Developn.�,.c Department
Public Wo�ks Department
Per•mit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http:!/����v�v.Tuk�vi IaW A. <�ov
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Combination _ _: mit No. — V �
Project No.:
Date Application Accepted: � — � 1-{— � �
Date Application Expires: � � , %( �- ��
use
COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**please print**
__ __ - _ - _ - _ _ - - __
SITE LOCATION
King Co Assessor's Tax No.: Z I�Z O��`�
Site Address: �� ��� 5'T 1�(/tr° � � G 1M� j �(
CONTACT PERSON — person receiving all project
communication
Name: n p (/ � �
i�—
Address:
City: State: Zip:
Phone: 2� 6� r�z 3_�S x:
Email:
C �i �' u v� ��o rv�A-��� � Lar�.
- - - - -
ARCHITECT OF RECORD
Company Name:
�( �t h'� an-- 1'' �
9�teet Name: •+✓ b Q�✓ 5��,✓
Address: 1,��2 ��y �, S�—' S. 4�- k/ �
City: 5'u.w►niP.�' State: �� Z�P� �i'�
Phone: 2 f-3 _�y�_7 �U
Email: �'�� (an� Y`^4� !G IG.KS r Orti�.
LENDER/BOND ISSUED (required for projects $S,OOO or
j greater"per RC-W,19.27A�5) ,
Name:
ct �" a�S"` •
Address:
City: State: Zip:
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Revised: August 2011 Page 1 of 4
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PROJECT 1NFORMATION — ; i + �
Valuation of project (contractor's bid price): $ 2��� ��
Scope of work (please provide detailed information): /
C_ a N� T/L�i L� /�� U.� s�n,.5 ��P � h'`v �.� �
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DETAILED BUI:T:DING iNFORAMTION —
PROPOSED SQUARE
PROJECT FLOOR AREAS FOOTAGE
Basement
151 floor -Z Li
c
2" floor L �
J
Garage carport ❑
Deck — covered uncovered ❑ �'
Total square footage L 2
✓
Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed
in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407.
E UIPMENT AND FIXTURES —
INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT.
MECHANICAL:
Value of inec/ianica! work $ �� fuel type: ❑ electric
� gas
% furnace <100k btu � appliance vent � ventilation fan connected to single duct
� thermostat _� wood/gas stove water heater (electric)
emergency generator
other mechanical equipment
PLUMBING: y�
Value of plumbing/gas piping work $ l���
� bathtub (or bath/shower combo) bidet
I dishwasher floor drain
5 lavatory (bathroom sink) �_ sink
� water heater (gas) lawn sprinkler system
�
2
3
�
clothes washer
shower
water closet
gas piping outlets
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Revised: August 201 I Page 2 of 4
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� d PUBLIC WORKS PERMIT INFORI�, ,ON — ! �
Scope of work (please provide detailed information):
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet
WATER DISTRICT
❑.. Tukwila ❑... Water District # 125 ❑... Highline
❑.. Letter of water availability provided
SEWER DISTRICT
❑ .. Tuk���ila ❑...Valley Vie«� ❑...Renton
❑.. Sewer use certificate ❑...Letter of sewer availability provided
❑ .. Renton
❑ .. Seattle
SEPTIC SYSTEM:
❑.. On-site septic system — for on-site septic system; provide 2 copies of a current septic design approved by King County Health Departrnent.
SUBMITTED WITN APPLICATION (MARK BOXES WHICH APPLY):
❑.. Civil Plans (Maximum Paper Size — 22" X 34")
❑.. Technical Information Report (Storm Drainage) ❑... Geotechnical Report
❑.. Bond ❑... lnsurance ❑... Easement(s) ❑... Maintenance Agreement(s)
❑ ...Hold Harmless — (SAO)
❑ ...Hold Harmless — (ROW)
PROPOSED ACTIVITIES (MARK BOXES THAT APPLY):
❑.. Right-Of-Way Use - Potential disturbance ❑...Construction/�xcavation/Fill - Right-of-Way... ❑-or- Non Right-of-Way.. ❑
❑ .. Total Cut Cubic Yards
❑ .. Total Fill Cubic Yards
❑... Work In Flood Zone
❑... Storm Drainage
❑.. Sanitary Side Sewer ❑... Abandon Septic Tank
❑.. Cap or Remove Utilities ❑... Curb Cut
❑ .. Frontage Improvements ❑... Pavement Cut
❑.. Traffic Control ❑... Looped Fire Line
❑.. Permanent Water Meter Size ............... " WO #
:>
.. Residential Fire Meter Size ................. WO #
.. Deduct Water Meter Size .....................
„
❑.. Temporary Water Meter Size .............. " WO #
❑.. Sewer Main Extension .....................Public ❑- or - Private ❑
❑ ..Trench Excavation
❑ ..Utility Undergrounding
❑ .. Backflow Prevention - Fire Protection ' �
, Irrigation �'
Domestic Water '
❑.. Water Main Extension Public ❑- or - Private ❑
FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REOUESTII�'G WATER OR SEWER SERVICE
Fire line size at property line number of public fire hydrant(s)
❑ .. water ❑ .. sewer ❑ .. se�vage treatment
MON1'HLY SERVICE BILLING TO:
Day Telephone:
Mailing Address:
City State Zip
WATER METER REFUNDBILLING:
Mailing
Day Telephone:
Ciry State Zip
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Revised: August 2011 Page 3 of 4
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PERMIT APPLICATION NOTES -, � LICABLE TO ALL PERMITS IN THIS, �LICATION — �
Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed
and is subject to possible revision by the permit center to comply with current fee schedules.
Expiration of plan review — Applications far which no permit is issued within 180 days following the date of application shall expire
by limitation.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE
UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY
FOR THIS PERMIT.
PROPERTY O��R OR A��ORIZED AGENT:
Signature: �•-��L'
Date: ��i � / � �
PrintName: �-��71�T fi��2') G`��'"`�� �'`�'�� DayTelephone:
Mailing Address: �� ��5 � Z �� �P S l�c� �"`�r'�2 ( �`""' ( li'✓'� ¢���j
c,ry
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State Zip
Page 4 of 4
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. ` BULLETIN A2
TYPE C PERMIT FEE ESTIMATE
PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION
PW ma y adiust estimated fees
PROJECT NAME ��-v G-�� / ��''��SPn� PERMIT # —
C `°` /3��7 57�"ti � s )
If you do not provide contractor bids or an engineer's estimate with your permit
application, Public Works will review the cost estimates for reasonableness and may adjust
estimates.
1. APPLICATION BASE FEE
2. Enter total construction cost for each improvement category: ��
Mobilization 2 DD
3
�
250 (1)
Erosion prevention ,�S�oo a�
Water/Sewer/Surface Water 7.S`� °U
Road/Parking/Access �; o c�
A. TotalImprovements � f���
Calculate improvement-based fees:
B. 2.5% of first $100,000 of A. 4$ �
C. 2.0% of amount over $100,000, but less than $200,000 of A. r
D. 1.5% of amount over $200,000 of A. '
TOTAL PLAN REVIEW FEE (B+C+D) $ ��6' � (4)
5. Enter total excavation volume �� cubic yards
Enter total fill volume ei cubic yards
Use the following table to estimate the grading plan review fee. Use the
greater of the excavation and fill volumes.
QUAI�ITITY IN CUBIC RATE
YARDS
•✓ Uv to 50 CY Free
., � — ..,,.
101 — 1,000
1,001 — 10,000
10,001 — 100,000
100,001 — 200,000
200,001 or more
GRADING Plan Review Fees
— ------ — - $23.50 ----- ---- — --
$37.00
$49.25
$4925 for 1 ST 10,000,
PLUS $24.50 for each additional 10,000 or fraction thereof.
$269.75 for 1ST 100,000,
PLUS $13.25 for each additional 10,000 or fraction thereof.
$40225 for 1 ST 200,000,
PLUS $7.25 for each additional 10,000 or fraction thereof.
$ (5)
TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION �7,.;
(1+4+5) $ �Qi 8 �
The Plan Review and Approval fees cover'TWO reviews: 1) the first review associated with the submission of the
application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is
attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. �ECEIVED
CITY OF TUKWILA
Approved 09.25.02
Last Revised 01/15/16 �
�
JUL 14 2Ui6
PERMIT CENTER
• P, •
BULLETIN A2
TYPE C PERMIT FEE ESTIMATE
PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION
• PW may adjust estimated fees
� �, � ' t � 'i.
6.' � Permit'�ssuance/Inspection Fee (B+C+D)
� �S �s (6)
7. Pavement Mitigation Fee ��`��,��, � $
The pavement mitigation fee compensates the City for the reduced life span due to removal of
roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and
on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate
the pavement mitigation fee.
Approx. Pavement Overlay and
Remaining Years Repair Rate
(per SF of lane width)
20-15 (100%) $10.00
15-10 (75%) $7.50
10-7 (50%) $5.00
7-5 (33%) $3.30
5-2 (25%) $2.50
2-1 (10%) $1.00
0-1 $0.00
8. GRADING Permit Issuance/Inspection Fee
Grading Permit Fees are calculated using the following table. Use
the greater of the excavation and fill volumes from Item 5.
��)
�
� �� � �g)
QUANTITY IN CUBIC RATE
YARDS
�i 50 or less $23.50
51 —100 $37.00
101 — 1,000 $37.00 for 1St 100 CY
plus $17.50 for each additional 100 or
fraction thereof.
1,001 — 10,000 $194.50 for 1S` 1000 CY
plus $14.50 for each additional 1,000 or
fraction thereof.
10,001 — 100,000 $325.00 for the 15` 10,000 CY
plus $66.00 for each additional 10,000 or
fraction thereof
100,001 or more $919.00 for lst 100,000 CY
plus $36.50 for each additional 10,000 or
fraction thereof.
9. . Technology Fee (5% of 6+8)
Approved 09.25.02 w 2
Last Revised 01 /15/i 6
�` � �
� �
� � �
r
0
BULLETIN A2
TYPE C PERMIT FEE ESTIMATE
PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION
PW ma y adiust estimated fees
10. TOTAL OTHER PERMITS
A. Water Meter — Deduct ($25)
B. Flood Control Zone ($52.50 — includes Technology Fee)
C. Water Meter — Permanent*
D. Water Meter — Water only*
E. Water Meter — Temporary'k
* Refer to the Water Meter Fees in Bulletin A1
Total A through E
� ��
11. ADDITIONAL FEES
A. Allentown Water (Ordinance 1777) $
B. Allentown Sewer (Ordinance 1777) $
C. Ryan Hill Water (Ordinance 1777) $
D. Allentown/Foster Pt Water (Ord 2177) $ �d, $g(, ��
E. Allentown/Foster Pt Sewer (Ord 2177) $ I Sb
F. Special Connection (TMC Title 14) $
G. Duwamish $
H . Transportation Mitigation $ / 297 �Z
I. Other Fees ���� �N��� � $ �bo5 3�
C;/�y��� l.f�� �� Total A through I $ 3i,gS S� (10)
lC /�1 P.(L�N�- c
('� � t� �� �� �N�s�2 C�3--61�1 ����v, � 2S
I)iJE WHEN PERMIT IS ISSUED (6+7+�+9+10+11) $ 3`b ,�8`3 �
,
ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE
This fee includes two inspection visits per required inspection. Additional inspections (visits)
attributable to the Permittee's action or inaction shall be charged $60.00 per inspection.
Size
(inches)
�/ 0.75
1
1.5
2
3
4
6
WATER METER FEE
Permanent and Water Onl Meters
Installation Cascade Water Alliance
RCFC
01.01.2016 -12.31.2016
✓ $625 ✓ $6005
$1125 $15,012.50
$2425
$2825
$7825
$12525
0.75"
2.5„
$48,040
$96,080
�150,125
>300,250
Meter
$300
$1,500
Total Fee
✓ $6630
$16,137.50
$32,450
�50,865
$:100,505
$157,950
$312,775
���
Approved 09.25.02 ��Z�//�
Last Revised 01/15/16 3
� ' ' • � � • � ' � �
PermitTRAK $45,597.96
D16-0191 Address: 13047 57TH AVE S Apn: 2172000250 $45,597.96
0.75 INCH $6,615.00
CONNECTION CHARGE R401.379.002.00.00 0.00 $60.00
METER/INSTALL DEPO5IT B401.245.100 0.00 $490.00
WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00
WATER TURN-ON FEE R401.343.405.00.00 0.00 $50.00
CASCADE WATER ALLIANCE B640.237.500 0.00 $6,005.00
DEVELOPMENT $3,870.60
PERMIT FEE R000.322.100.00.00 0.00 $3,866.10
WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50
IMPACT FEE $2,348.00
FI RE R304.345.852.00.00 0.00 $922.00
PARK R104.345.851.00.00 0.00 $1,426.00
MECHANICAL $189.00
PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $I89.00
PLUMBING $252.00
PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00
PUBLIC WORKS $1,418.22
PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $48.75
CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $48.75
GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50
TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22
SEWER SERVICE FEE ' $19,800.00
SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $19,800.00
TECHNOLOGY FEE $218.97
TECHNOLOGY FEE R000.322.900.04.00 0.00 $218.97
WATER SERVICE FEE $10,886.17
WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 S10,886.17
� � . � � . . . . � , . . �
Date Paid: Wednesday, August 24, 2016
Paid By: CARY LANG CONSTRUCTION INC
Pay Method: CREDIT CARD 02822G
Printed: Wednesday, August 24, 2016 9:35 AM 1 of 1 ���
SY57EM5
Date Paid: Thursday, July 14, 2016
Paid By: CARY LANG
Pay Method: CREDIT CARD 04740G
Printed: Thursday, July 14, 2016 10:07 AM 1 of 1 �����
7 SYSTEMS
�� INSPECTION RECORD �
�� Retain a copy with permit �� v� � l
IN TION N0. PERMIT N0.
C1TY UF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367
Permit inspection Request Line (206) 438-9350
�Approved per applicable codes. � Corrections required prior to apprqvaf.
COMMENTS:
nspectar: ���� Iuace2 /� /� �
� REINSPECTION FEE REQUII2ED. Prior to next inspection, fee must be
paid at 6300 Southcenter 8lvd.. Suite 100. Calt to schedute reinspection.
INSPECTlON RECORD �
a
,� Retain a copy with permit �� +�1 ��
I ECTION N0. PERMIT N0.
CITY OF TUKWIL,A BUILDING DIVISI�N
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit inspection Request Line (206) 438-9350
� Approved per applicable codes. � Corrections required prior to appraval.
COMMENTS:
ns pector:
Date� /� �
� REIIVSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD , �
�
Z Retain a copy with permit ��"" ���
INSPECTION N0. PERMIT NQ.
C�TY �F TUKWILA BUILDING DiVISION
6300 Soufihcenter B[vd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Approved per appticable codes. � Corrections required prior to approval.
nspector:
� REINSPECTION FEE REQUIRED. Prior to next inspecfion, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection.
tNSPECTION RECORD �
� Retain a copy with permit �� ��i �f
I CTION N0. PERMIT N0.
CITY t)F TUKWILA BUILDING DIVt510N
6300 Southcenter Bivd., #100, Tukwila: WA 98788 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
oApproved per appiicable codes. � Garrections required prior to approval.
COMMENTS:
pector:
Date:� /� ��l
/
� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Slvd., Suife 100. Calt to schedute reinspectian.
INSPECTION RECORD �
Retain a copy with permit �j�� �� ��
INSPECTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION -
6300 Southcenter Blvd., #100, Tukwila. WA 981$8 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Approved per applicabie codes. a Corrections required p�ior to approval.
COM M ENTS:
nspector:
�
� REINSPECTION FEE REQUIRED. Prior fo next inspection, fee must be
paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD �."
�� Retain a copy with permit ���� � U���
INSP ION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Bivd., #100, Tukwila. WA 98188 (206) 431-3670
Permit inspection Request Line (206) 438-9350
� Approved per applicable codes. � Gorrections required prior to approval.
COMMENTS:
� S�E�9�� �iS1�7ad%�a1-��'�
� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Gatt to schedu[e reinspection.
INSPECTION RECORD , _ � t'
l� Retain a copy with permit ��� ��j <<
INS � TION N0, PERMIT N0.
C1TY OF TUKWILA BUILDING DIVISION
6300 Southcenter Bivd., #100, Tukwila: WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�APproved per applicable codes. L-� Gorrections required prior to approvai.
COMMENTS:
lnspector: Date:! .�� t ,7
� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at b300 5outhcenter Blvd., 5uite 100. Call to schedule reinspetfio�.
� ,? INSPECTI(�N RECORD �j Q�� � �
Retain a copy with permrt � t
I ION N0. PERMIT N0.
CITY OF TUKWII.A BUILDING DIViSION
6300 Southcenter Blvd.., #100, Tukwila: WA 98788 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
� Approved per applicahle codes. � Corrections required prior to approvai.
COMMENTS:
u REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at b300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
l�' INSPECTION RECORD �� �����, ��
Retam a copy with perm�t
INSP CTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION .
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Appr�oved per applicable codes. � Corrections required prior to approval.
� paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
�d INSPECTION RECORD •�f� ,��1 �
Retain a copy with perm�t
INSPECTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION .
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Approved per applicable codes. � Corrections required prior to approval.
U paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
� INSPECTION RECORD � ` �
f� Retain a copy with permit ��� ��1� l
INSPECTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #i00, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Approved per applicable codes. a Gorrections required prior to approval.
� paid at 6300 Southcenter Blvd., Suite 100. Calt to schedute reinspection.
INSPECTION RECORD �
�I
�� Retain a copy with permit �� � �l �
INS CTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DI!/ISION .
6300 Southcenter Bivd., #100, Tukwila: WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
� Approved per appkicable codes. � Corrections required prior to approval.
COMMENTS:
� ��f� A��� � � t �
i n s pector: Date:
�
u REfNSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD �
., �
�Z Retain a copy with permit �)� a��
INS TION N0. PERMIT N0.
CITY O� TUKWILA BUILDING DIVISION .
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Approved per appiicable todes. �Corrections required prior to approval.
� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD 1 �
� i Retain a copy with permit '-� j�' ��� ��� �
INSP ION N0. PERMlT N0.
CITY OF TUKWILA BUILDING DIVISION .
6300 Southcenter Bivd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
� Approved per applitabie codes. a Corrections required prior to approval.
COMMENTS:
Inspector: Date: /Q n� ,A
v(p
� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD �
�� Retain a copy with permit �G ���� �
INSP ION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION .
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
� Approved per applicable codes. ��Gorrections required prior to approval.
.�.
(lnspector: /A _ ��, I�ate:��/� �/�� I
/�"��
� REINSPECTION FEE REQUIRED. Prior to next inspecfion, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD �l� r�ig � �
9 Retain a copy with permit
INSPE ON N0. PERMIT N0.
CITY O� TUKWILA BUILDING DIVISION
6300 Southcenter Bivd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Ilnspector: ^ �.^ luate:/��g�� I
/��'11
� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD �
, G
� Retain a copy with permit ��� �l �
INSPECTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DSVISION .
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Appr�oved per applicable codes. � Corrections required prior to approval.
COMMENTS:
� REINSPECTION FEE REQUIRED. Prior to next inspecfion, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD . C�
� Retain a copy with permit
�I�'C'I1�1� .
INSP TION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
� Approved per applicable codes. � Corrections required prior to approval.
COMMENTS:
nspector:
Date: l�� �/��
/
� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD . '� � G j � � �
� Retain a copy w►th permit �
INSPECT ON N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION .
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Approved per applicable codes. � Corrections required prior to approval.
COMMENTS:
Inspector: Date: �� " �
Y
� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit ��" �� 1�'
INSPE N N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Appr�oved per applicable codes. a Corrections required prior to approval.
U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD �
� Retain a copy with permit ��' R� fg1
IN CTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Approved per applicable codes. �Corrections required prior to approval.
��
� paid at 6300 Southcenter Blvd.. Suite 100. Calt to schedule reinspection.
INSPECTION RECORD � �
� Retain a copy with permit �� � Q� � l
INSPECTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Approved per applicable codes. a Corrections required prio� to approval.
COMMENTS:
nspector:
9/l �;
� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Ca(t to schedule reinspection.
. INSPECTION RECORD `�-�
� Retain a copy with permit �� � G� f
INS ON N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Approved per applicabie codes. a Gorrections required prior to approval.
U paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD � �
� Retain a copy with permit ��� �����
INSPECTION N0. PERMIT N0.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
�Approved per applicable codes. �Corrections required prior to approval.
U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPE�TIOIV RECORD � .�,._.��
,� Retain a copy with permit
� ����-��.�
INSPECTION NUMBER PERMIT NUMBERS
CTTY OF TUKWILA FIRE DEP14RTMENT
206-575-4407
Project: , Type of Inspection:
t� �� �-� �` 2- i� rti, �.-- �e�v- . -; �-� r
Address � Contact Person:
Suite #: �,��`�"�- �'� .e .�.
Special Instructions Phone No.:
�Approved per applicable codes. � Corrections required prior to approval.
COMMENTS:
`� a�i � �� S ��.,- �0 � ��—
.�...�" i�— �` }�'Z �f L 1� l� `7Z- S r r.� . 1�'
' 't'" f 2. � � .�
Needs Shift Ins ection: S rinklers
Fire Alarm: Hood & Duct:
Monitor: Pre-Fire:
Permits: Occu anc T e:
�nspector: �� �-. 7� � �rc �".Z- �ate: �, J�1i � � Hrs.: �
�$100.00 REIPISPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn :
Address:
Word/Inspection Record Form,Doc
State:
3/14/14
T.F.D. Form F.P. 113
INSPECTION RECORD 7�/b- dl`'�i
Retain a copy with permit
INSPECTION NUMBER PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project: Type of Inspection:
C � st� �u-zr'_
Address: ��?� �j "7 �--'� �" �� Contact Person:
Suite #:
Special Instructions: Phone No.:
1
� Approved per applicable codes. ��Co�rections required prior to approval.
COMMENTS:
'�1v .� � ,� s o �J s �
Needs Shift Inspection: Sprinklers:
Fire Alarm: Hood & Duct:
Monitor: Pre-Fire:
Permits: Occu anc T e:
Inspector:
Date: �� 17 J 1,6 � Hrs.:
/ ` ` ��
`� $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn:
Address:
Companv Name:
State:
Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113
INSPECTION RECORD / l! � 0/�/
� Retain a copy with permit
�
INSPECTION NUMBER PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project: Type of In pection:
�% �� �G" �����
Address: � Contact Person:
Suite #: ���� �� f�l�.�
Special Instructions: Phone No.:
� Approved per applicable codes. � Corrections required prior to approval.
COMMENTS: '
�� r
Needs Shift I
Fire Alarm:
Monitor:
Permits:
Inspector:
n:
Sprinklers:
Hood & Duct:
Pre-Fire:
Occunancv T�
Date: �/j/�///� � Hrs.: /_
�$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn:
Address:
Company Name:
State:
Zlq:
Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113
Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4
Froject Information Contact Information
L2-2802-3
This project wiil use the requirements of the Prescriptive Path below and incorporate the
the minimum values listed. In addition, based on the size of the structure, the appropriate
number of additional credits are checked as chosen by the permit applicant.
Authorized Representative
Date
Climate Zone 5& Marine 4 6
R-Valuea U-Factora R-Valuea U-Factora
Fenestration U-Factorb n/a 0.30 n/a 0.30
Skylight U-Factor n/a 0.50 n/a 0.50
Glazed Fenestration SHGCb�e n/a n/a n/a n/a
Ceiling 49' 0.026 49 0.026
Wood Frame Wall9�k�' 21 int 0.056 21+5ci 0.044
Mass Wall R-Value' 21/21h 0.056 21+5h 0.044
Floor 309 0.029 309 0.029
Below Grade Wall`�k 10/15/21 int + TB 0.042 10/15/21 int + TB 0.042
Slabd R-Value & Depth 10, 2 ft n/a 10, 4 ft n/a
*Table R402.1.1 and Table R402.1.3 Footnotes includeri nn Pana �
Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the
International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the
following minimum number of credits:
❑1. Small Dwelling Unit: 0.5 points
Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration
area. Additions to existing building that are less than 750 square feet of heated floor area.
�2. Medium Dwelling Unit: 1.5 points
All dwelling units that are not included in #1 or #3, including additions over 750 square feet. REVIE
❑3. Large Dwelling Unit: 2.5 points (E(�DE ��
Dwelling units exceeding 5000 square feet of conditioned floor area. �e os
Table R406.2 Summary
1a
1b
1c
2a
2b
3a
3b
3c
3d
4
5a
5b
6
Efficient Building Envelope 1a
Efficient Building Envelope 1b
Efficient Building Envelope 1c
Air Leakage Control and Efficient Venti
Air Leakage Control and Efficient Venti
Air Leakage Control and Efficient Venti
Hi4h Efficiencv HVAC 3a
High Efficiency HVAC 3b
High Efficiency HVAC 3c
High Efficiency HVAC 3d
High Efficiency HVAC Di;
Efficient Water Heating
Efficient Water Heating
Renewable Electric Ener�
n
0.5
1.0
n 2a 0.5
n 2b 1.0
n 2c 1.5
0.5
1.0
Total Credits
*Please refer to Table R406.2 for complete option descriptions
0.5
1.5
0.5
❑
❑
�
❑
❑
0
❑
❑
❑
❑
�❑
*1200 kwh
FOR
E
AUG 12 2016
. �N/
City Tukwila
B�iILDI�I� DIVISION
0.5
0.5
0.0
1.50
RECEIVED
CITY OF TUKWILA
JUL 14 2016
DCD�IIIT 1+C1►ITCt�
�
Table R402.1.1 Footnotes
.�or SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing.
a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is
less than the label or design thickness of the insulation, the compressed R-value of the insulation from
Appendix Table A101.4 shall not be less than the R-value specified in the table.
b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration.
Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1
through 3 where the SHGC for such skylights does not exceed 0.30.
`"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous
insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the
basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13
cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or
exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-
13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and
basement wall.
d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1.
e There are no SHGC requirements in the Marine Zone.
f Basement wall insulation is not required in warm-humid locations as defined by Figure R301.1 and Table
R301.1.
g Reserved.
h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13
cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent
or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in
the locations where structural sheathing is used to maintain a consistent total sheathing thickness.
' The second R-value applies when more than half the insulation is on the interior of the mass walL
' For single rafter- or joist-vaulted ceilings, the insulation may be reduced to R-38.
k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a
minimum of R-10 insulation.
� Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation
requirement.
Table R402.1.3 Footnote
a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as
specified in Section R402.1.3.
' Window, Skylight and Door Schedule
Project Information Contact Information
L2-2802-3
Width Height
Ref. U-factor Qt. Feet �nch Feet �nch Area UA
Exempt Swinging Door (24 sq. ft. max.) 0.0 0.00
Exempt Glazed Fenestration (15 sq. ft. max.) 0.0 0.00
Vertical Fenestration (Windows and doors)
Component
Descri tion Ref. U-factor
Ent Door 0.20
Powder 0.30
Dinin Room 0.30
Great Room 0.30
Nook 0.30
Nook 0.30
Nook 0.30
Kitchen 0.30
Stud 0.30
Pla room 0.30
Pla room 0.30
Bedroom 4 � 0.30
Stairvueil 0.30
Bedroom 2 0.30
� Master Bedroom - 0.30
Master Bath 0.30
Bedroom 3 0.30
Gara e/Dwellin Door 0.20
Width Height
Qt. Feet �"`n Feet �"°n
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Area UA
1
__
__
__
__
__
Sum of Vertical Fenestration Area and UA
Vertical Fenestration Area Weighted U= UA/Area
Overhead Glazing (Skylights)
Component
Width Height
Qt. Feet �"`n Feet '"0n
Sum of Overhead Glazing Area and UA
Overhead Glazing Area Weighted U= UA/Area
Total Sum of Fenestration Area and UA (for hearing system sizing calculations)
414.8 120.66
0.29
Area UA
�� ���
� ��
414.8 120.66
r
�mple Heating System Size: Washinqton State
The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of
0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC.
Please fill out all of the green drop-downs and boxes that are applicable to your project. As you make selections in the drop-downs for each section,
some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension
Program at (360) 956-2042 for assistance.
Pro �ect Information Contact Information
L2-2802-3
Heatinq Svstem Tvpe: O nu ou,e� syscems O Heat Pump
To see detailed instructions for each section, place you'r cursor on the word "Instructions".
DesiQn Temperature
Instructions Design Temperature Difference (�T)
� Tukv+ila �,:_� pT = Indoor (70 degrees) - Outdoor Design Temp
f�
Area of Buildinq
Conditioned Floor Area
Instructions Conditioned Floor Area (sq ft)
Average Ceiling Height
inscruccions Average Ceiling Height (ft)
Glazinq and Doors
Instructions
Skvliqhts
Instructions
Insulation
Attic
Instructions �
� � R-49 I � �
Single Rafter or Joist Vaulted Ceilings
Instructions
�` Selec[ R-Value I � �
AbOV@ Gfade WaIIS (see Figure 1)
Instructions 11
� R-21 Intemiediate �,�1
-- �
Floors
Instructions ��
�, Ri 30 .. I I� E: �
Below Grade Walls �see F;yo� ��
_� _.._�
Instructions •
Select R-value I � .. ��
Slab Below Grade �see Frq�re ��
Instructions - ` �
i Selett mnditioning � t:
Slab on Grede �See Fryure ��
.. .___ .. ___...._._ _ . ____._ .. _ _....
Instructions °
- � SeIM R-Value � � �
Location of Ducts
Instructions
��,. Unconditioned Spate �� �
Fi ure 1.
Above Grade
�
2.802
Conditioned Volume
8.5 23,817
U-Factor X Area = UA
0.30 415 124.50
U-Factor X Area = UA
0.50 � ---
U-Factor X Area =
0.026 1,671
U-Factor Area
No selection �
U-Factor
0.056
U-Factor
0.029
U-Factor
No selection
F-Factor
No selection
F-Factor
No selection
Sum of UA
Area
2,471
Area
1,671
Area
�
Le�
Le�
UA
43.45
UA
UA
138.38
UA
48.46
UA
UA
UA
Duct Leakage Coefficient
1.10
354.78
46
Envelope Heat Load 16,320 Btu / Hour
Sum o/ UA X AT
Air Leakage Heat Load 11,832 Btu / Hour
VolumeX 0.6XnTX.018
Buitding Design Heat Load 28,152 Btu / Hour
Air Leakage + Envelope Heaf Loss
Building and Duct Heat Load 30,967 etu / Hour
Ducts in uncondRioned space: Sum o/Building Heat Loss X 1. f 0
Ducts in conddioned space: Sum o/ Burlding Heat Loss X 1
Maximum Heat Equipment Output 43,354 Btu / Hour
Buifding and Dud Heat Loss X 1.40 for Foiced Air Fumace
Building and Ouct Heat Loss X 1.25 /or Heat Pump
(07/O1/13)
t
STRUCTURAL CALCULATIONS�
FOR THE
)
CARY LANG CONSTRUCTION RESIDENTIAL PROJECT
�������
�r��,��3as�Tr,. '�<'
� �� ��
�
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Job No. : 11-076
Location: Lot 2, Knudson Park
Tukwila, Washington
Copyright 2016, SEGA Engineers
Plan L2-2802-3
June 23, 2016
� REVIEtN�p FpR
CODE CpMp��ANCE
APPROVED
' AUG I 2 2016
Ci �
BUILp �T��[a
_ G DIVISfON
�
0
RECEIVED
CITY OF TUKWILA
�
JUL 14 2016
PERMIT CENTER
,
SEGA Engineers�
Structural & Civil Consulting Engineers
22939 SE 292"d PL (360) 886-1017
Black Diamond, WA 98010
r ��/!�w �
�...�
I
STATEMENT OF WORK
SEGA Engineers was asked to provide a lateral loads analysis, shear wall
design, review of major framing members and foundation, and drawing red-lines
for a two story wood framed single family residence. The roof framing is
manufactured trusses, the floor framing is 2x dimensional or wood I-joists, and
the foundation is typical concrete strip footings with a crawl space.
The application and use of these calculations is limited to a single site referenced
on the cover sheet. The cover sheet should have an original signature in blue ink
over the seal. The attached calculations may or may not apply to other sites and
the contractor assumes all responsibility and liability for sites not expressly
reviewed and approved. Please contact SEGA Engineers for use at other sites.
SEGA Engineers will use that degree of care and skill ordinarily exercised under
similar circumstances by members of the engineering profession in this local. No
other warranty, either expressed or implied is made in connection with our
rending of professional services. For any dispute, claim, or action arising out of
.#his design, SEGA Engineers shall have liability limited to the amount of the total
fee received by SEGA Engineers.
Questions regarding the attached should be addressed to SEGA Engineers.
Greg Thesenvitz, PE/SE
- - - • SEGA Engineers -
SEGA Engineers,
� Structural & Civil Consulting Engineers
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010
Design Criteria
International Building Code (IBC), 2012
LOADS
Roof
DL
LL
Floor
DL
LL
Wind
Risk Category
Design Wind Speed
KZt
Exposure
15 psf
25 psf
10 psf
40 psf
I I
110 mph
1.00
B
Seismic
Design Category D
Sos 1.00
Response Factor 6.5
CS= 0.154
Importance Factor 1.00
Soil
Allowable Bearing 1,500 psf
Project L2-2802
Job No. 11-076 By: GAT
Checked Date:07/29/13 Sht i
SEGA Engineers� Project �2-2802
� "Structural & Civil Consulting Engineers
3ob Na 11-076 By: GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 ' Checked Date:' 10/21 /11 Sht 1
LOADS
ROOF
DL Roofing (Comp) 3.5 psf
'/2" OSB
2x @24"
lnsulation
5/$" GWB
Misc.
LL Snow, Pi
Reduction, Cs
6/12 pitch = 27 deg
Total Roof Load
FLOOR
DL
LL
DECKS
DL
LL
WALLS
DL
Copyright 2011, SEGA Engineers
Flooring
3/4" Plywood
2x12@16"oc
5/8" GWB
Misc.
Residential
Total Floor Load
2 x Decking
2x10@16"oc
Misc
Residential
Total Deck Load
Siding
'/2" Plywood
2x6@16"oc
Insul
'/2" GWB
1.8
3.5
1.1
2.8
1.5
14.2 psf
25 psf
0.00
(115% Load Duration)
(Ct = 1.1, other surFaces)
39.2 psf
0.5 psf
2.3
3.3
2.8
1.5
10.4 psf
40 psf
50.4 psf
4.3 psf
2:8
1.5
8.6
40 psf
48.6 psf
3.5
1.5 psf
1.7
0.6
2.2
9.5 psf
,
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JOB NO. j}��� � FIGURED BY �,,(#.T
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Black Diamond, Washington 98010 �{�
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SEGA Engineers
Structural & Civil Consulting Engineers
Project L2-2802
Job No. 11-076 By: GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 Checked Date: 07/29/13 Sht. �
LATERAL LOADS - (Alternate ASD)
SEISMIC
Maximum Base Shear, V= F SQS W Eq. 12.14-11
R
where,
F = 1.1 Two-Story Building
Sps =1.00 SS = 1:5 Fa = 1.00 (Table 11.4-1, SS > 1.25)
R = 6.5 Table 12.14-1
W = Seismic Weight
For W:
Wroot= (30ft) (55ft) (16psf)+ (2) (30ft+ 55ft) (4.Oft) (9.5psfl = 33kips
Wflao�= (30ft) (58ft} (14psf�+ (2) (30ft+ 58ft) (8.5ft) (9.5psfl = 39kips
W total = 71 kips
Design Base Shear , V= (.169 )(71 kip ) = 12.1 kip
E= 12.1 kip = 8.6 kip
1.4
WIND
Design Wind Pressure, ps =� Kn Pssa
where,
� = 1.00
= 1.00
= 1.00
= 1.00
= 1.05
Kn = 1.00
0-15ft
20 ft
25 ft
30 ft
35 ft
p3o = 17.7 psf
Po-�s= (1.00) (1.00) (17.7psfl =
P2o = ( 1.00 ) ( 1.00 ) (17.7 psfl =
Pzs = ( 1.00 ) ( 1.00 ) (17.7 ps� _
P3o = ( 1.00 ) ( 1.00 ) (17.7 psfl =
P3s = ( 1.05 ) ( 1.00 ) (17.7 psfl =
Design Base Shear: (Wind)
Vf�= (30ft) (10ft) (17.7psfl
+ (30ft) (5ft) (17.7psfl
+ (30ft) (1ft) (18.6psfl
V�S= (60ft) (10ft) (17.7psfl
+ (54ft) (5ft) (17.7psfl
+
+
+
+
Exposure B
110 mph
17.70 psf
17.70 psf
17.70 psf
17.70 psf
18.59 psf
Eq. 28.6-1, Sect. 28.6.3
Figure 28.6-1
Section 26.8
Figure 28.6-1 (ASD)
(x0.6= 10.62psfl
(x0.6= 10.62psfl
(x0.6= 10.62psfl
(x0.6= 10.62psfl
(x0.6= 11.15psfl
(30ft) (5ft) (17.7psfl
(30ft) (5ft) (17.7psfl
=13.8x0.6 =8.3kips
(58ft) (Sft) (17.7psfl
(20ft) (5ft} (17.7psfl =22.3x0.6 =13.4kips
Therefore, Seismic Loads Govern for Lateral Design - Front/Back
Wind Loads Govern for Lateral Design - Side/Side
Copyright 2013, SEGA Engineers
SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd PL
' Black Diamond, WA 98010
Project L2-2802
Job No. 11-076 By: GAT
(360) 886-1017
' Checked Date: 10/21/11 Sht. �
LATERAL LOADS - (cont'd)
Distribute Seismic Loads Over Height
Maximum Base Shear, V= 8.6 k
Fx = wX V (Eq. 12.14-12)
W
Froof =( 32.9 )( 8.6 k) = 4.0 kip
( 71.4 )
Feoor =( 38.6 )( 8.6 k) = 4.7 kip
(71.4)
Fx = 8.6 kip
Copyright 201 I, SEGA Engineers �
SEGA En ineers
PROJECT Z, M— Z�j � Z
Structural & Civil Consulting Engineers
JOB NO. � I� u 7� FIGURED BY ��l}-T'
22939 SE 292nd Place • Black Diamond, Washington 98010
,(360) 886-10I7 • Fax (360) 886-1016 CHECKED Bx DAT� ��'/�( SHEET �•OF
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Qall = 230 plf
Qall = 350 plf
Qall = 450 plf
Use minimum 3x studs
at abutting panel edges
and stagger nails
Notes:
1) All walls designated "�" are shear walls. Exterior walls shall be sheathed with rated sheathing
(24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at
intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1.
2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear
walls shall use double studs minimum (UNO).
3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5"
from each end of the piece. Embed bolts a minimum of 7" into concrete.
4) Allowable loads are permitted to be increased by 40% for wind design in accordance with
IBC Section 2306.3.
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Geotechnical Engineering Report
13047 57th Ave S
Tukwila, Washingto
P/N. 217200-0250
,
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l� � - � � �\`\�
July 13, 2016
prepared for:
Cary Lang Construction
Attention: Cary Lang
29815 24th Ave SW
Federal Way, Washington 98023
prepared by:
Migizi Group, Inc.
PO Box 44840
Tacoma, Washington 98448
(253) 537-9400
MGI Project P689-T16
F3EC�cl1lED
CIiV O� iU�fllILA
JUL 14 20i6
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TABLE OF CONTENTS
Page No.
1.0 SITE AND PROjECT DESCRIPTION ...............................................................................................1
2.0 EXPLORATORY METHODS .............................................................................................................2
2.1 Test Pit Procedure ..................................................................................................................2
3.0 SITE CONDITIONS .............................................................................................................................3
3.1 Surface Conditions .................................................................................................................3
3.2 Soil Conditions ........................................................................................................................3
3.3 Groundwater Conditions ......................................................................................................4
3.4 Infiltration Conditions and Infiltration Rate .......................................................................4
3.5 Seismic Conditions .................................................................................................................4
3.6 Liquefaction Potential ............................................................................................................5
4.0 CONCLUSIONS AND RECOMMENDATIONS ............................................................................5
4.1 Site Preparation .......................................................................................................................6
4.2 Spread Footings ...................................................................................................................... 8
4.3 Slab-On-Grade-Floors ....:.......................................................................................................9
4.4 Drainage Systems ...................................................................................................................9
4.5 Structural Fi11 .........................................................................................................................10
5.0 RECOMMENDED ADDITIONAL SERVICES ..............................................................................11
6.0 CLOSURE ...........................................................................................................................................12
List of Tables
Table 1. Approximate Location and Depth of Exploration ..................................................................................2
Table 2. Laboratory Test Results for Non-Organic Onsite Soils ..........................................................................4
List of Figures
Figure 1. Topographic and Location Map
Figure 2. Site and Exploration Plan
APPENDIX A
Soil Classification Chart and Key to Test Data ...................................................................................................A-1
Logof Test Pit TP-1 ................................................................................................................................................A-2
i
�
(VIIGIZI 'ilili' GROUP �
July 13, 2016
Cary Lang Construction
29815 24�h Ave SW
Federal Way, WA 98023
Attention: Cary Lang
MIGIZI GROUP, INC.
PO Box 44840 PHONE (253) 537-9400
Tacoma, Washington 98448 FAX (253) 537-9401
Subject: Geotechnical Engineering Report
13047 57�h Ave S
Tukwila, Washington
P/N 217200-0250
MGI Project P689-T16
Dear Mr. Lang:
Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical
engineering evaluation of the proposed residential development in Tukwila, Washington.
This report has been prepared for the exclusive use of Cary Lang Construction, and their
consultants, for specific application to this project, in accordance with generally accepted
geotechnical engineering practice.
1.0 SITE AND PROJECT DESCRIPTION
The project site consists of an undeveloped, residential parcel, located in a densely populated
residential area situated east of a westerly bend of the Duwamish River in Tukwila, Washington as
shown on the enclosed Topographic and Location Map (Figure 1). The subject property is located
along the northwest side of 57�h Ave S, which trends southwest-northeast at this location. The
project area is roughly rectangular-shaped, being slightly elongated from northwest to southeast.
The parcel spans approximately 95 feet along this orientation, and extends ± 80 feet from northeast
to southwest.
Improvement plans involve the clearing/stripping of the property, and the construction of a new
single-family residence towards the center of the parcel. The proposed driveway will be located
towards the southern corner of the property, and site produced stormwater will be retained on site
if feasible.
Page 1 of 12
Cary Lang Construction —13047 57'h Ave S, Tukwila, WA
Geotechnical Engineering Report
2.0 EXPLORATORY METHODS
July 13, 2016
P689-T16
We explored surface and subsurface conditions at the project site on June 29, 2016. Our exploration
and evaluation program comprised the following elements:
Surface reconnaissance of the site;
One test pit exploration (designated TP-1), advanced on June 29, 2016; and
A review of published geologic and seismologic maps and literature.
Table 1 summarizes the approximate functional location and termination depth of our subsurface
exploration, and Figure 2 depicts the approximate relative location. The following sections describe
the procedure used for excavation of the test pit.
TABLE 1
APPROXIMATE LOCATION AND DEPTH OF EXPLORATION
Termination
Exploration Functional Location Depth
(feet)
TP-1 Centrall , north end of the arcel 101/z
The specific number and location of our exploration was selected in relation to the existing site
features, under the constraints of surface access, underground utility conflicts, and budget
considerations.
It should be realized that the exploration performed and utilized for this evaluation reveals
subsurface conditions only at discrete locations across the project site and that actual conditions in
other areas could vary. Furthermore, the nature and extent of any such variations would not
become evident until additional explorations are performed or until construction activities have
begun. If significant variations are observed at that time, we may need to modify our conclusions
and recommendations contained in this report to reflect the actual site conditions.
2.1 Test Pit Procedures
Our exploratory test pit was excavated with a rubber-tired track hoe operated by an excavation
contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm
observed the test pit excavation, collected soil samples, and logged the subsurface conditions.
The enclosed test pit log indicates the vertical sequence of soils and materials encountered in our
test pit, based on our field classifications. Where a soil contact was observed to be gradational or
undulating, our log indicates the average contact depth. We estimated the relative density and
consistency of the in-situ soils by means of the excavation characteristics and the stability of the test
pit sidewalls. Our log also indicates the approximate depths of any sidewall caving or groundwater
seepage observed in the test pit. The soils were classified visually in general accordance with the
system described in Figure A-1, which includes a key to the exploration log. A summary log of the
exploration is included as Figure A-2.
Migizi Group, Inc. Page 2 of 12
Cary Lang Construction -13047 57�h Ave S, Tukwila, WA July 13, 2016
Geotechnical Engineering Report P689-T16
3.0 SITE CONDITIONS
The following sections present our observations, measurements, findings, and interpretations
regarding, surface, soil, groundwater, and infiltration conditions.
3.1 Surface Conditions
As previously indicated, the project site consists of a relatively small, undeveloped residential
parcel in Tukwila, Washington. Prior to recent developments, residential parcels immediately
northwest of the project area were cleared and graded with crushed rock; being utilized as an
overflow parking area. Fill soils from this effort extended into the northern reaches of the subject
parcel, with small stockpiles of crushed rock being present on site during the time of our site
reconnaissance. The interior of the site has recently been cleared, and is devoid of larger vegetation.
The eastern and western margins of the site are more thickly vegetated, containing growths of alder
and maple trees, with a dense understory of ferns, blackberry bushes, and tall grasses. The site
contains a frontage on 57th Ave S along its southeastern boundary, and is bordered by developed
residential sites on all other sides. Topographically, the site is relatively level, with minimal grade
change observed over the extent of the property.
No hydrologic features were observed on site, such as seeps, springs, ponds and streams. The
Duwamish River is located approximately 175 feet southeast of the project area.
3.2 Soil Conditions
Underlying a surface mantle of sod and topsoil, we encountered approximately 14 inches of fill soils
in the vicinity of our test pit exploration, which was performed towards the north end of the project
area. Based on our field observations, we anticipate that fill soils will be isolated to this portion of
the site, and not be encountered in most project excavations. Fill soils were all moderately
consolidated, and ranged in composition between a gravelly silty sand and crushed rock.
Underlying this material, we encountered native alluvial soils. Silt and sandy silt was encountered
from near surface elevations to a depth of 9 feet, with the majority of this soil group displaying
some degree of mottling. Based on previous grain-size analyses performed on soil samples from
this region, we anticipate that the relative fines (percent silt/clay) content will range between 50 and
75 percent for this upper, fine-grained soil group. Underlying the silt deposits, we encountered fine
sand with some to trace silt. This soil group was continuous to the termination depth of our
subsurface exploration; a depth of 101h feet. Native alluvial soils were generally poorly
consolidated.
In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington prepared by the U.S.
Department of the Interior U.S. Geologic Survey, the project site is mapped as containing Qal, or
Quaternary Alluvium. In respect to the geographic location of the project site, this geologic
mapping attributes most of the subsurface soils as deposits associated with the flood plains of the
adjacent Duwamish Waterway. Our subsurface exploration generally corresponds with the
mapping of the site performed by the USGS, with the presence of silt indicating that there was
localized "ponding" during some of these previous flood events.
The enclosed exploration log (Appendix A) provide a detailed description of the soil strata
encountered in our subsurface exploration.
Migizi Group, Inc. Page 3 of 12
Cary Lang Construction —13047 57�'' Ave S, Tukwila, WA July 13, 2016
Geotechnical Engineering Report P689-T16
3.3 Groundwater Conditions
We did not encounter groundwater in our subsurface exploration which extended to a depth of
10'h feet below existing grade. Given our knowledge of the geology and hydrology of the region,
we anticipate that groundwater is present at a depth of 12'/z to 15 feet below existing grade, roughly
corresponding to the elevation of the adjacent Duwamish River. Seasonally perched groundwater,
however, will likely be encountered during extended periods of wet weather due to the poor
permeability of site soils. We do not anticipate that groundwater will be present in most project
excavations, nor be a limiting factor in the proposed development.
3.4 Infiltration Conditions and Infiltration Rate
Based on our field observations and grain size analyses performed by MGI during previous
geotechnical evaluations performed in the region, it's evident that native soils consist of slowly
permeable sandy silt to silt at or near surface elevations, extending to depths of ± 9 feet below
existing grades. Underlying this material, moderately permeable fine sand is encountered.
Draina�e Desi�n Considerations
Given the fine-grained nature of site soils, we do not interpret full-infiltration as being feasible for
this project. Site produced stormwater should be managed through the introduction of dispersion
systems or limited infiltration. If limited infiltration is utilized, trench or drywell dimensions
should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface
Water Design Manual (KCSWDM). If retention facilities are constructed within the upper silty
stratum, the USDA classification of loam should be utilized for facility sizing, and if the facilities
extend down to sandier soils, the USDA classification of loamy sand should be utilized for design.
3.5 Seismic Conditions
Based on our analysis of subsurface exploration log and our review of published geologic maps, we
interpret the onsite soil conditions to generally correspond with site class E, as defined by
Table 30.2-1 in ASCE 7, per the 2012 International Building Code (IBC).
Using 2012 IBC information on the USGS Design Summary Report website, Risk Category I/II/III
seismic parameters for the site are as follows:
Ss =1.487 SMs =1.338 SDs = 0.892
S� = 0.557 SM� = 1.336 SD� = 0.891
Using the 2012 IBC information, MCER Response Spectrum Graph on the USGS Design Summary
Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.34 g and Sa at a period of 1.0
seconds is 1.34 g.
The Design Response Spectrum Graph from the same website, using the same IBC information and
Risk Category, Sa at a period of 0.2 seconds is 0.89 g and Sa at a period of 1.0 seconds is 0.89 g.
Migizi Group, Inc. Page 4 of 12 '
Cary Lang Construction —13047 57�'' Ave S, Tukwila, WA July 13, 2016
Geotechnical Engineering Report P689-T16
3_6 Liquefaction Potential
Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength
caused by shear strains, as could result from an earthquake. Research has shown that saturated,
loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most
susceptible to liquefaction. The fine sand stratum encountered beneath a depth of 9 feet is
marginally liquefiable when saturated, and could possibly liquefy during a large-scale seismic
event, resulting in post construction settlement.
4.0 CONCLUSIONS AND RECOMMENDATIONS
Plans call for the construction of a one story, wood-framed, single family residence towards the
center of the subject property. We offer these recommendations:
• Feasibili : Based on our field exploration, research and analyses, the proposed
structures appear feasible from a geotechnical standpoint.
• Foundation O,,ptions: Due to the soft soils underlying the site, over-excavation of
spread footing subgrades, to a depth of 3 feet, and the construction of structural fill
bearing pads will be necessary for foundation support of the new structure. If
foundation construction occurs during wet conditions, it is likely that a geotextile
fabric, placed between bearing pads and native soils, will also be necessary.
Recommendations for Spread Footings are provided in Section 4.2.
• Floor O�tions: Floor sections should bear on medium dense or denser native soils or
on properly compacted structural fill that extends down to medium dense or denser
native soil. We recommend over-excavation of slab-on-grade floor subgrades to a
minimum depth of 2 feet, then placement of properly compacted structural fill as a
floor subbase. If floor construction occurs during wet conditions, it is likely that a
geotextile fabric, placed between the structural fill floor subbase and native soils,
will be necessary. Recommendations for slab-on-grade floors are included in
Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-
1557).
• Infiltration Conditions: Given the fine-grained nature of site soils, we do not
interpret full-infiltration as being feasible for this project. Site produced stormwater
should be managed through the introduction of dispersion systems or limited
infiltration. If limited infiltration is utilized, trench or drywell dimensions should be
as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County
Surface Water Design Manual (KCSWDM). If retention facilities are constructed
within the upper silty stratum, the USDA classification of loam should be utilized
for facility sizing, and if the facilities extend down to sandier soils, the USDA
classification of loamy sand should be utilized for design.
The following sections of this report present our specific geotechnical conclusions and
recommendations concerning site preparation, spread footings, slab-on-grade floors, asphalt
pavement, and structural fill. The Washington State Department of Transportation (WSDOT)
Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10,
Migizi Group, Inc. Page 5 of 12
Cary Lang Construction —13047 57�h Ave S, Tukwila, WA July 13, 2016
Geotechnical Engineering Report P689-T16
Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for
Road, Bridge, and Municipal Construction, respectively.
4_1 Site Preparation
Preparation of the project site should involve erosion control, temporary drainage, clearing,
stripping, excavations, cutting, subgrade compaction, and filling.
Erosion Control: Before new construction begins, an appropriate erosion control system should be
installed. This system should collect and filter all surface water runoff through silt fencing. We
anticipate a system of berms and drainage ditches around construction areas will provide an
adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard
Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below
existing grade. An erosion control system requires occasional observation and maintenance.
Specifically, holes in the filter and areas where the filter has shifted above ground surface should be
replaced or repaired as soon as they are identified.
Tem�orary Drainage: We recommend intercepting and diverting any potential sources of surface or
near-surface water within the construction zones before stripping begins. Because the selection of
an appropriate drainage system will depend on the water quantity, season, weather conditions,
construction sequence, and contractor's methods, final decisions regarding drainage systems are
best made in the field at the time of construction. Based on our current understanding of the
construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches
placed around the work areas will adequately intercept surface water runoff.
Clearin� and Stri�ing: After surface and near-surface water sources have been controlled, sod,
topsoil, and root-rich soil should be stripped from the site. Our subsurface exploration indicates
that the organic horizon can reach thicknesses of up to 9 inches. Stripping is best performed during
a period of dry weather.
Site Excavations: Based on our exploration, we expect that shallow excavations will encounter soft
silty soils, and deeper excavations will encounter medium dense fine silty sand; each of which can
be readily excavated using standard excavation equipment.
DewaterinQ: Our exploration did not encounter groundwater within its termination depth, nor do
we expect that groundwater will be present in the planned excavations. However, if groundwater
is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be
adequate to temporarily dewater excavations.
Temporary Cut Slo�es: All temporary soil slopes associated with site cutting or excavations should
be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should
be no steeper than 1'hH:1V, and should conform to Washington Industrial Safety and Health Act
(WISHA) regulations.
Migizi Group, Inc. Page 6 of 12
Cary Lang Construction —13047 57�h Ave S, Tukwila, WA July 13, 2016
Geotechnical Engineering Report P689-T16
Sub�rade Com�action: Exposed subgrades for the foundation of the proposed residence should be
compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized
zones of looser granular soils observed within a subgrade should be compacted to a density
commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed
within a subgrade should be overexcavated and replaced with a suitable structural fill material.
Site Fillin�: Our conclusions regarding the reuse of onsite soils and our comments regarding wet-
weather filling are presented subsequently. Regardless of soil type, all fill should be placed and
compacted according to our recommendations presented in the Structural Fill section of this report.
Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent
(based on ASTM:D-1557).
Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as
structural fill:
• Surficial Organic Soil and Organic-Rich Fill Soils: Where encountered, surficial organic
soils, like duff, topsoil, root-rich soil, and organic-rich fill soils are not suitable for use
as structural fill under any circumstances, due to high organic content.
Consequently, this material can be used only for non-structural purposes, such as in
landscaping areas.
• Alluvial Silt: Underlying a surface mantle of sod and topsoil and a thin fill horizon,
we encountered mottled, silty soils to a depth of 9 feet below existing grade. These
soils are extremely moisture sensitive and will be difficult, if not impossible to reuse
during wet weather conditions. If reuse is planned, care should be taken while
stockpiling in order to avoid saturation/over-saturation of the material, and moisture
conditioning should be expected.
• Alluvial Fine Sand: Underlying the silt stratum discussed in the above section, we
encountered fine sand, which was continuous to the termination depth of our
subsurface exploration;l0'h feet below existing grade. T'his material type should be
considered moderately moisture sensitive, and can be adequately reused as
structural fill under most weather conditions, outside of extended periods of rain.
Permanent Slo�es: All permanent cut slopes and fill slopes should be adequately inclined to reduce
long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be
steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 2'/zH:1V) would further
reduce long-term erosion and facilitate revegetation.
Slo�e Protection: We recommend that a permanent berm, swale, or curb be constructed along the
top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover
should be established as soon as feasible, to further protect the slopes from runoff water erosion.
Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat.
Migizi Group, Inc. Page 7 of 12
Cary Lang Construction —13047 57�'' Ave S, Tukwila, WA July 13, 2016
Geotechnical Engineering Report P689-T16
4_2 Svread Footings
In our opinion, conventional spread footings will provide adequate support for the residences if the
subgrades are properly prepared. Due to the soft soils underlying the site, over-excavation of
spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads
will be necessary for foundation support of the new structure.
Footing De�ths and Widths: For frost and erosion protection, the bases of all exterior footings
should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings
need bear only 12 inches below the surrounding slab surface level. To reduce post-construction
settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches
wide, respectively.
Bearin� Subgrades: Structural fill bearing pads, 3 feet thick and compacted to a density of at least
95 percent (based on ASTM:D-1557), should underlie spread footings on this site. If foundation
construction occurs during wet conditions, it is possible that a geotextile fabric, placed between the
bearing pad and native soils, will be necessary.
In general, before footing concrete is placed, any localized zones of loose soils exposed across the
footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of
soft, organic, or debris-laden soils should be overexcavated and replaced with suitable structural
fill.
Lateral Overexcavations: Because foundation stresses are transferred outward as well as
downward into the bearing soils, all structural fill placed under footings, should extend horizontally
outward from the edge of each footing. This horizontal distance should be equal to the depth of
placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet
outward from the footing edges.
Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or
structural fill materials that have been compacted to a density of at least 95 percent (based on
ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris,
existing uncontrolled fill, or surfaces covered by standing water.
Bearing Pressures: In our opinion, for static loading, footings that bear on properly prepared,
structural fill bearing pads 3 feet thick can be designed for a preliminary allowable soil bearing
pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short-
term loads created by seismic or wind related activities.
Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser
state, we estimate that total post-construction settlements of properly designed footings bearing on
properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded
elements may approach one-half of the actual total settlement over horizontal distances of
approximately 50 feet.
Migizi Group, Inc. Page 8 of 12
Cary Lang Construction —13047 57�'' Ave S, Tukwila, WA July 13, 2016
Geotechnical Engineering Report P689-T16
Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all
footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has
cured. Either imported structural fill or non-organic onsite soils can be used for this purpose,
contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing
backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557).
Lateral Resistance: Footings that have been properly backfilled as recommended above will resist
lateral movements by means of passive earth pressure and base friction. We recommend using an
allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site
soils.
4.3 Slab-On-Grade Floors
In our opinion, soil-supported slab-on-grade floors can be used if the subgrades are properly
prepared. We offer the following comments and recommendations concerning slab-on-grade floors.
Floor Subbase: We recommend over-excavation of slab-on-grade floor subgrades to a minimum
depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor
construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the
structural fill floor subbase and native soils, will be necessary.
All subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557).
Ca�illar� Break and Va�or Barrier: To retard the upward wicking of moisture beneath the floor
slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break
would consist of a 4-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel,
such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular
gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic
sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to
serve as a vapor barrier. , During subsequent casting of the concrete slab, the contractor should
exercise care to avoid puncturing this vapor barrier.
Vertical Deflections: Due to elastic compression of subgrades, soil-supported slab-on-grade floors
can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction
modulus of 250 pounds per cubic inch can be used to estimate such deflections.
4_4 Draina�e Systems
In our opinion, structures should be provided with permanent drainage systems to reduce the risk
of future moisture problems. We offer the following recommendations and comments for drainage
design and construction purposes.
Perimeter Drains: We recommend that buildings be encircled with a perimeter drain system to
collect seepage water. This drain should consist of a 4-inch-diameter perforated pipe within an
envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the
gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the
Migizi Group, Inc. Page 9 of 12
Cary Lang Construction —13047 57'" Ave S, Tukwila, WA , July 13, 2016
Geotechnical Engineering Report P689-T16
surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base
of the perimeter footings.
Subfloor Drains: We recommend that subfloor drains be included beneath the new building. These
subfloor drains should consist of 4-inch-diameter perforated pipes surrounded by at least 6 inches
of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than
20 feet apart and having inverts located about 12 inches below the capillary break layer would be
appropriate, in our opinion.
Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or
other suitable location by gravity flow. Check valves should be installed along any drainpipes that
discharge to a sewer system, to prevent sewage backflow into the drain system. If gravity flow is
not feasible, a pump system is recommended to discharge any water that enters the drainage
system.
Runoff Water: Roof-runoff and surface-runoff water should not discharge into the perimeter drain
system. Instead, these sources should discharge into separate tightline pipes and be routed away
from the building to a storm drain or other appropriate location.
Gradin� and Ca�in�: Final site grades should slope downward away from the buildings so that
runoff water will flow by gravity to suitable collection points, rather than ponding near the
building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or
low-permeability (silty) soils to minimize or preclude surface-water infiltration.
4.5 Structural Fill
The term "structural fill" refers to any material placed under foundations, retaining walls, slab-on-
grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and
recommendations concerning structural fill are presented in the following paragraphs.
Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock,
crushed rock, well-graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit-
run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass,
which are derived from pulverizing the parent materials, are also potentially useful as structural fill
in certain applications. Soils used for structural fill should not contain any organic matter or debris,
nor any individual particles greater than about 6 inches in diameter.
Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be
placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be
thoroughly compacted with a mechanical compactor.
Com�action Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we
recommend that structural fill used for various onsite applications be compacted to the following
minimum densities:
Migizi Group, Inc. Page 10 of 12
Cary Lang Construction - 13047 57�h Ave S, Tukwila, WA
Geotechnical Engineering Report
Fill Application
Minimum
Compaction
Footing subgrade and bearing pad 95 percent
Foundation and subgrade wall backfill 90 percent
Slab-on-grade floor subgrade and subbase
95 percent
July 13, 2016
P689-T16
Sub�rade Observation and Com�action Testing: Regardless of material or location, all structural fill
should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation
section of this report. The condition of all subgrades should be observed by geotechnical personnel
before filling or construction begins. Also, fill soil compaction should be verified by means of
in-place density tests performed during fill placement so that adequacy of soil compaction efforts
may be evaluated as earthwork progresses.
Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on
their grain-size distribution and moisture content when they are placed. As the "fines" content (that
soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes
in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be
consistently compacted to a firm, unyielding condition when the moisture content is more than
2 percentage points above or below optimum. For fill placement during wet-weather site work, we
recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by
weight) based on the soil fraction passing the U.S. No. 4 Sieve.
5.0 RECOMMENDED ADDITIONAL SERVICES
Because the future performance and integrity of the structural elements will depend largely on
proper site preparation, drainage, fill placement, and construction procedures, monitoring and
testing by experienced geotechnical personnel should be considered an integral part of the
construction process. Subsequently, we recommend that MGI be retained to provide the following
post-report services:
• Review all construction plans and specifications to verify that our design criteria
presented in this report have been properly integrated into the design;
• Prepare a letter summarizing all review comments (if required);
• Check all completed subgrades for footings and slab-on-grade floors before concrete
is poured, in order to verify their bearing capacity; and
• Prepare a post-construction letter summarizing all field observations, inspections,
and test results (if required).
Migizi Group, Inc. Page 11 of 12
Cary Lang Construction -13047 57�h Ave S, Tukwila, WA July 13, 2016
Geotechnical Engineering Report P689-T16
6.0 CLOSURE
The conclusions and recommendations presented in this report are based, in part, on the
exploration that we observed for this study; therefore, if variations in the subgrade conditions are
observed at a later time, we may need to modify this report to reflect those changes. Also, because
the future performance and integrity of the project elements depend largely on proper initial site
preparation, drainage, and construction procedures, monitoring and testing by experienced
geotechnical personnel should be considered an integral part of the construction process. MGI is
available to provide geotechnical monitoring of soils throughout construction.
We appreciate the opportunity to be of service on this project. If you have any questions regarding
this report or any aspects of the project, please feel free to contact our office.
Respectfully submitted,
MIGIZI GROUP, INC.
�
Zach L. Logan
Staff Geologist
Migizi Group, Inc. Page 12 of 12
James E. Brigham, P.E.
Principal Engineer
I�
APPENDIX A
SOIL CLASSIFICATION CHART AND
KEY TO TEST DATA
LOG OF TEST PIT
,
0
�
MAJOR DIVISIONS TYPICAL NAMES
CLEAN GRAVELS GW �'�� WE�L GRADED GRAVELS, GRAVELSAND MIXTURES
GRAVELS WITH LITTLE OR '� '�'
MORE THAN HALF NO FINES GP �4•�" pppRLY GRADED GRAVELS, GRAVEL�AND MIXTURES
o' •D:
COARSE FRACTION
�> SILTY GRAVELS, POORLY GRADED GRAVELSANDSILT
� IS LARGER THAN GM � MIXTURES
O 'N GRAVELS WITH
<n o NO. 4 SIEVE
p N OVER 15% FINES CLAYEY GRAVELS, POORLY GRADED GRAVELSAND-CLAY
z � GC MIXTURES
¢ w
� @
W m CLEAN SANDS SW .• .• WELL GRADED SANDS, GRAVELLY SANDS
� � SANDS WITH LITTLE �'�'�'
O�OR NO FINES SP .•�� •;• pppRLY GRADED SANDS, GRAVELLY SANDS �
MORE THAN HALF
COARSE FRACTION
IS SMALLER THAN SANDS WITH SM ��' •.' SILTY SANDS, POOORLY GRADED SANDSILT MIXTURES
NO. 4 SIEVE OVER 15% FINES
SC '� CLAYEY SANDS, POORLY GRADED SAND-CLAY MIXTURES
INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR,
ML SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH
SILTS AND CLAYS SLIGHT PLASTICITY
� INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,
�� LIQUID LIMIT LESS THAN 50 CL GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS,
o LEAN CLAYS
O o —
o� OL — ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW
w v = PLASTICITY
Z � —
¢ `°
�= INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE
�� MH SANDY OR SILTY SOILS, ELASTIC SILTS
? � SILTS AND CLAYS
"� CH INORGANIC CLAYS OF HIGH PLAST�CITY, FAT CLAYS
LIQUID LIMIT GREATER THAN 50
OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
ORGANIC SILTS
...
HIGHLY ORGANIC SOILS Pt �, ,� �, PEAT AND OTHER HIGHLY ORGANIC SOILS
8
�
�
�
�
�
CA
CN
CP
DS
PM
PP
Modified Califomia
Split Spoon
Pushed Shelby Tube
Auger Cuttings
Grab Sample
Sample Attempt with No Recovery
Chemical Analysis
Consolidation
Compaction
Direct Shear
Permeabil'dy
Pocket Penetrometer
RV
SA
SW
TC
TX
N
UC
(1.2)
WA
(20)
�
1
R-Value
Sieve Analysis
Swell Test
CyGic Triaxial
Unconsolidated Undrained Triaxial
Torvane Shear
Unconfined Compression
(Shear Strength, ks�
Wash Analysis
(with % Passing No. 200 Sieve)
Water Level at Time of Drilling
Water Level after Drilling(with date measured)
SOIL CLASSIFICATION CHART AND KEY TO TEST DATA
Figure A-1
�
MIIGIZI �ilili` GROUP
< 1
Migizi Group, ���. TEST PIT NUMBER TP-1
PO Box 44840 PAGE 1 OF 1
�� Tacoma, WA 98448 Figure A-2
''F Telephone: 253-537-9400
Fax: 253-537-9401
CLIENT Cary Lang Construction PRWECT NAME Geotechnical Engineering Report
PROJECT NUMBER P689-T16 PROJECT LOCATION 13047 57th Ave S, Tukwila, Washington
DATE STARTED 6/29/16 COMPLETED 6/29/16 GROUND ELEVATION TEST PIT SIZE
EXCAVATION CONTRACTOR Owner-Operator GROUND WATER LEVELS:
EXCAVATION METHOD Rubber-tracked Backhoe AT TIME OF D(CAVATION —
LOGGED BY ZLL CHECKEO BY JEB AT END OF EXCAVATION —
NOTES AFTER IXCAVATION —
w
_ � � �; �
w =
w� � g �� O MATERIAL DESCRIPTION
o a�
Qz � �
�
0.0
Sod and Topsoil
SM � � (SM) Gray/brown silty sand with gravel and concrete debris (medium dense, moist) (Fill)
(GP) Gray gravel with silt and sand (medium dense, moist) (Crushed Rock)
�
GP o � 1.2
� (ML) Red/brown sandy silt (loose, moist) (Alluvium)
�
a
�
� 2.5
�
�,
�
a
m
�
m
a
z
�
N
z 5.0
� ML
m
0
a
�
a
�
�
a
� 7.5
0
a
g
�
w
3
N
�
N 9.O
� (SP) Dark gray fine sand (loose, moist) (Alluvium)
G
� SP
� 10.0
�o
� 10.5
r No caving observed
o No groundwater seepage observed
�
� The depths on the test pit logs are based on an average of ineasurements across the test pit and should be
� considered accurate to 0.5 foot.
" Bottom of test pit at 10.5 feet.
N
C'1
O
J
a
�
x
m
�
w
z
w
�
LL
�
Y
a
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U
��
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M�Tek�
Re: B1603353
L2-2802-3 Plan
MiTek USA, Inc.
250 Klug Circle
Corona, CA 92880
951-245-9525 .
The truss drawing(s) referenced b.elow have been prepared by 1VIiTek Industries, Inc. under my direct supervision
based on the parameters provided by ProBuild West (Arlington, WA).
Pages or sheets covered by this seal: K2148635 thru K2148652
My license renewal date for the state of Washington is June 10, 2017.
Lumber design values are in accordance with ANSI/TPI 1-2007 section
These truss designs rely on lumber values established by others.
July 7,2016
Komnick, Chad
R jE�p FOR
COOE COMP�p CE
APPR�
A�� 12 2016
�
Ci fTukwi�a�N
gU1LDINC DNIS
C�� �F TUKWILA
JUL 141016
PERMIT CENTER
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSUTPI 1.
Symbols
PLATE LOCATION AND ORIENTATION
� 3�4' Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of tr�ss
and fully embed teeth.
Q'��76�
�
For 4 x 2 orientation, locate
plates 0-'na� from outside
edge of truss.
This symbol indicates the'
required direction of slots in
connector plates.
"Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 `Nidth measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-$9: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
' Installing & Bracing of Metal Plate
Connected Wood Trusses.
�
�
O
_
U
�
O
�
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
2
TOP CHORDS
BOTTOM CHORDS
JOINTS ARE GENERALLY NUMBERED/LETfERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311,.ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
0
�
O
_
U
�
O
�
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
OO 2012 MiTekO All Rights Reserved
MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015
General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed The design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisiure content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative ireated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead �oad deflection.
1 l. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not c�t or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.-
20. Design assumes manutacture in accordance with
ANSI/TPI 1 Quality Criteria. •
Job , Truss Truss Type Qty Ply L2-28023 Plan
K2148638
B1603353 A04 COMMON 2 1
Job Reference o tional
rroauiw Hningcon, Hmngcon,vvH ats«a i.ti4U s Sep za zU1 b Mi l ek Intlustries, Ina Thu Jul 07 10:47:04 2016 Page 1
ID:fPVdnE_YkwaL30Gt8uqRs7yvar_ SHSgVFIXusy1?I1 Ugs9jTNn0i2oJ7mait0EBP9z_TDr
-7-13 7-8-0 6-4-0 6-1-15 6-4-1 6-4-1 6-1-15 6-4-0 7-8-0
0
YI
0
Sx8 =
4.55 12
Scale = 1:92.6
16 21 22 15 �4 23 24 t3 12 25 26 11 .
10 0
Iv
0
4x12 = 4x4 = 6x6 —5x10 = 5x10 -6x6 = 4x4 = 4x12 =
i 10-7-14 20-1�-15 i 32^10-1 42-4.2 .^ 0 p.
LOADING (psf)
TCLL 25.0
TCDL 10.0
BCLL 0.0 `
BCDL 8.0
LUMBER-
TOP CHORD
BOT CHORD
WEBS
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2015ITPI2014
2x4 HF No.2
2x6 DF 2400F 2.OE `Except`
12-15: 2x6 DF No2
2x4 HF No.2 "Except*
3-16,4-16,8-11,9-11: 2x4 HF Stud/Std
REACTIONS. (Ib/size) 10=2272/Mechanical, 2=2391/0-5-8
Max Horz 2=136(LC 8)
Max Uplift 10=-70(LC 9), 2=-90(LC 4)
CSI.
TC 1.00
BC 0.84
WB 0.50
(Matrix-S)
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.6813-14 >931 240 MT20 185/148
Vert(CT) -1.1713-14 >541 180 MT20HS 139/111
Horz(CT) 0.19 10 n/a n/a
Weight: 266 Ib FT = 20%
BRACING-
TOP CFiORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
WEBS 1 Row at midpt 4-14, 8-13
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-5611/186, 3-4=-5238/152, 4-5=-4116/114, 5-6=-4119/183, 6-7=-4113/183,
7-8=-4110/115, 8-9=-5200/153, 9-10=-5583/187
BOT CHORD 2-16=-237/5197, 16-21=-135/4482, 21-22=-135/4482, 15-22=-135/4482, 14-15=-135/4482,
14-23=0/3004, 23-24=0/3004, 13-24=0/3004, 12-13=-16/4464, 12-25=-16/4464,
25-26=-16/4464,11-26=-16/4464,10-11=-119/5152
WEBS 5-14=-464/132, 7-13=-463/131, 3-16=-507/134, 4-16=-4/648, 4-14=-920/134,
6-14=-125/1455, 6-13=-125/1447, 8-13=-9021135, 8-11=6/625, 9-11=-495/134
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=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=1.33 plate grip DOL=1.33
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " 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.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 2.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Yz' gypsum
sheetrock be applied directly to the bottom chord.
�7" M• xo�`[�
G�og wns� �C.�..
�����L ���.�'��
�sIONA�� �
July 7,2016
� WARNING - Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 rev. f 0/03/2015 BEFORE USE.
Design valid for use only with M1ek� connectors. This design is based only vpon paramefers shown, antl is for an individval building componeni, not ��a
a Truss sysfem. Before use, the building designer musf verify fhe applicability of tlesign parameters ond propeAy incorporate fhis design inio ihe overall
building design: Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addifional tempowry and permanent brocing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damoge. For general guidance regarding the
fabricafion, storage, delivery, erection and brocing of trusses and truss systems, see ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information ovoiloble from Truss Plate Institute, 218 N. Lee Sireef, S�ife 312, Alexondrio, VA 22314. Corona, CA 92880
Job , Truss Truss Type Qty Ply L2-2802-3 Plan
K2148643
B1603353 803 COMMON TRUSS 1 e�
J Job Reference o tional
rrotwna a.nington, Amngton,w,v atszzs 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 07 10:47:12 2016 Page 1
ID:fPVdnE_YkwaL30Gt8uqRs7yvar -DqxiA_rZ?Jzuy_e08YIbo36ThGac_HfujFAchiz_TDj
i 3-0-12 6-0-12 9-6-0 12-11-4 15-11-4 1Q-0-0
3-0-12 3-0-0 3•5-4 3-5-4 3-0-0 3-0-12 �
�
0
Sx8 I I
6x18 MT18H i " � � �� ' ° 6x18 MT18H �� �
Sx16 I I 8z8 = 12x12 = SxB. = Sx16 I I
� 3-0-'12 6-0-12 9-6-0 1�-11-4 15-1'I-4 19-0-0
LOADING (ps� SPACING- 2-0-0
TCLL 25.0 Plate Grip DOL 1.15
TCDL 10.0 Lumber DOL 1.15
BCLL 0.0 * Rep Stress Incr NO
BCDL 8.0 Code IRC2015/TPI2014
LUMBER-
TOP CHORD 2x4 HF No.2
BOT CHORD 2x8 DF SS
WEBS 2x4 HF Stud/Std'Except'
4-10: 2x4 HF No.2
REACTIONS. (Iblsize) 1=1 1 564/0-5-8, 7=10827/0-5-8
Max Horz 1=-112(LC 4)
CSI.
TC 0.61
BC 0.69
WB 0.94
(Matrix-M)
Iv
0
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.15 9-10 >999 240 MT20 185/148
Vert(CT) -0.27 9-10 >839 180 MT18H 185/148
Horz(CT) 0.07 7 n/a n/a
Scale = 1:41.2
Weight: 352 Ib FT = 20%
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-17535/0, 23=-14708/0, 3-4=-11111/0, 4-5=-1 1 1 1 1 /0, 5-6=-14925/0, 6-7=-17803/0
BOT CHORD 1-12=0/14574, 12-17=0114574, 1 1-1 7=0/1 4 574, 11-18=0/12207, 18-19=0/12207,
10-19=0/12207, 10-20=0/12390, 9-20=0/12390, 9-21=0/14792, 8-21=0114792,
8-22=0/14792, 7-22=0/14792
WEBS 4-10=0/11962, 5-10=-4822I0, 5-9=0/5539, 6-9=-2864/0, 6-8=0/2983, 3-10=-4544/321,
3-11=-274/5211, 2-11=-2822/169, 2-12=-116/2922
NOTES-
1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as foilows: 2x4 - 1 row at 0-4-0 oc.
Bottom chords connected as foilows: 2x8 - 3 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-8 2x4 - 2 rows staggered at 0-6-0 oc, member 2-12 2x4 - 2 rows
staggered at 0-6-0 oc.
2) All loads are considered equaily 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; VuIt=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=1.33 plate grip DOL=1.33
5) All plates are MT20 plates unless otherwise indicated.
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) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2240 Ib down and 87 Ib up at
1-0-12, 2240 Ib down and 87 Ib up at 3-0-12, 2240 Ib down and 87 Ib up at 5-0-12, 2256 Ib down and 86 Ib up at 7-0-12, 2256 Ib down
and 86 Ib up at 9-0-12, 2381 Ib down at 11-0-12, 2381 Ib down at 13-0-12, and 2381 Ib down at 15-0-12, and 2381 Ib down at 17-0-12
on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
� WARN/NG - Verlly design parameters and READ NOTES ON TH/S AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 iev. 10/03/2015 BEFORE USE.
Design volid for use only wiih MTek� connectors. This design is based only upon parameters shown, ond is for an individual building component, not
a truss system. Before use, ihe building designer must verify fhe applicobility of tlesign porameters and propeAy incorporoie ihis design info ihe overall
building design. Bracing indicafed is to prevent b�ckling of individ�ol truss web and/or chord members only. Additional femporory and permanent bracing
is always required for sfability and to prevent collapse with possible personal injury and property damage. For general guidonce regarding ihe
fabrication, storage, delivery, erecfion and bracing of irvsses and truss systems, see AN51/TPI7 Quality Criterfa, DSB•89 and BC51 Bulding Componenf
Satety Informafion ovailable from Truss Plate Institufe, 218 N. Lee Sireef, Svife 312. Alexondria, VA 22314.
�7" M• xo�`C�
��o� wnsr,�, j�'�,
�����L �����
�S�ONAL� �
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MiTek`
250 Klug Circle
Corona, CA 92880
July 7,2016
Job , Truss Truss Type Qty Ply L2-2802-3 Plan
K2148641
B1603353 B01 KINGPOST 1 1
Job Reference o tional
rro�suiw riningcon, r�mngcon,vvr� aa��a /.ti4U S J2p Zy ZUl9 MI I BK IfltluStfieS, Inc. Thu Jul 07 10:47:10 2016 Page t
ID:fPVdnE_YkwaL30Gt8uqRs7yvar -GRqxIIplUijBjgVd07GTje192SyGWaFbFxhVdpz_TDI
�o_� s-o-o 9-s-o ia-o-n �ao-o
' �-o-o ' s-o-o ' s-s-o s-s-o i-o-o
�
0
LOADING (psf)
TCLL 25.0
TCDL 10.0
BCLL 0.0 *
BCDL 8.0
4x4 =
�, sX� _
3x8 = 13 12 11 10
5x8 =
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2015lTP12014
LUMBER-
TOP CHORD 2x4 HF No.2 `Except"
3-13: 2x6 DF No.2
BOT CHORD 2x4 HF No.2
WEBS 2x4 HF Stud/Std
CSI.
TC 0.50
BC 0.49
WB 0.10
(Matrix-S)
�
Io
DEFL: in (loc) I/defl L/d PLATES GRIP
Vert(LL) 0.06 14 >999 240 MT20 ' 185/148
Vert(CT) -0.0713-14 >999 180
Horz(CT) 0.06 11 n/a n/a
BRACING-
TOP CHORD
BOT CHORD
JOINTS
REACTIONS. All bearings 7-0-0 except Qt=length) 2=0-5-8.
(Ib) - Max Horz 2=124(LC 25)
Max Uplift All uplift 100 Ib or less at joint(s) 11, 10 except 2=-1458(LC 27),
8=-1478(LC 30), 13=-158(LC 27), 12=-123(LC 24)
Max Grav All reactions 250 Ib or less atjoint(s) 12, 11, 10 except 2=1734(LC 24),
8=1612(LC 25), 13=591(LC 1), 13=591(LC 1), 8=281(LC 1)
FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2708/2403, 3-4=-948/902, 4-6=-795/788, 6-7=-1583/1514, 7-8=-2682/2557,
3-5=-429/114, 5-13=-475/98
BOT CHORD 2-14=-2117/2415, 14-27=-2118/2413, 13-27=-2113/2409, 1 2-1 3=-1 80 711 923,
11-12=-1026/1141,10-11=-595/710,8-10=-2017/2132
Scale = 1:44.0
Weight: 99 Ib FT = 20%
Structural wood sheathing directly applied.
Rigid ceiling directly applied.
1 Brace at Jt(s): 5
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation quide.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=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 DO1=1.33 plate grip DOL=1.33
3) All plates are 2x4 MT20 unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' 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.
6) Provide mechanical connection (by others) of truss to bearing ptate capable of withstanding 100 Ib uplift at joint(s) 11, 10 except Qt=1b)
2=1458, 8=1478, 13=158, 12=123, 8=1478.
7) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag
loads along bottom chord from 11-6-8 to 19-0-0 for 585.9 plf.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y:" gypsum
sheetrock be applied directly to the bottom chord.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
AWARNING - Verify deslgn parameters and READ NOTES ON TH/5 AND INCLUDED MITEK REFERENCE PAGE MII•7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ekrel connectors. This design is based only upon paramefers shown, ond is for an individual builtling componenf, noi
a iruss system. Be(ore use, }he building designer must verify ihe applicability of design porameters ond properly incorporote ihis design into ihe overall
building design. Bracing indicaied is to prevenT b�ckling of intlivid�al fruss web and/or chord members only. Addifional iemporary and permoneni bracing
is always required for siabilify and to prevent collapse with possible personal injury and property damage. For general g�idonce regarding ihe
fabricotion, storoge. delivery, erection and bracing of irusses and }russ systems, see ANSI/TPII (2uality Criteria, DSB-B9 and BCSI Buiiding Component
Safety Information available from Truss Plote Institute, 218 N. Lee Sireet. S�ite 312. Alexondria, VA 22314.
J.',� Ns. RO�'[�
�� Og�W`�S� ��''�'''
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SIONAL'�1 � "
��•
MiTek"
250 Klug Circle
Corona, CA 92880
July 7,2016
Job , Truss Truss Type Qty Ply L2-28023 Plan
K2148637
61603353 A03 SPECIAL TRUSS 3 1
Job Reference o tional
rroouna r,rnnycon, r�ning[on,vvr�, aa��o . /.ti4U 5 Jep Zy Z015 MiTek IntlUStrleS, InC. ThU Jul 07 10:47:03 2016 Page 1
ID:fPVdnE_YkwaL30Gt8uqRs7yvar= zSulHvkv7YqANbSH69eUx9EsBeT30EKZeMVetjz_TDs
-7-13 6-6-0 1-10-1 2-7-15 9-1-15 6-4-1 6-4-1 6-1-15 6-4-0 � 7-8-0
41
V
0
5x8 =
4.55 12
Scale = 1:94.2
LOADING (psf)
TCLL 25.0
TCDL 10.0
BCLL 0.0 '
BCDL 8.0
9x18 MT18H = 17 16 24 , 25 15 14 26 27 13
8x16 MT20HS = 5x10 =
2.00 12
3-1-4 15-9-0 26-6-0
3-1-4 7-7-12 10-&0
f2 0-3-3 Edc�el f10 0-6-0 0-3-0]�[12 0-1-2 Edge],_[18 0-9
SPACING- 2-0-0 CSI.
Plate Grip DOL 1.15 TC 0.92
Lumber DOL 1.15 BC 0.84
Rep Stress Incr YES WB 0.82
Code IRC2015/TPI2014 (Matrix-S)
6x6 = 4x4 =
Sx10 =
DEFL. in (loc) I/defl L/d
Vert(LL) -0.7515-16 >845 240
Vert(CT) -1.3215-16 >480 180
Horz(CT) 0.36 12 n/a n/a
PLATES
MT20
MT20HS
MT18H
Weight: 279 Ib
4xt2 =
GRIP
185/148
139/111
185/148
FT = 20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 `Except' TOP CHORD Structural wood sheathing directly applied.
1-5: 2x4 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied.
BOT CHORD 2x6 DF 2400F 2.OE'Except* WEBS 1 Row at midpt 10-15
14-17: 2x6 DF No.2 MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 HF No.2 'Except" be installed during truss erection, in accordance with Stabilizer
6-17,6-16,10-13,11-13,3-18: 2x4 HF Stud/Std, 4-17: 2x4 DF 2400F 2.OE Installation uide.
REACTIONS. (Iblsize) 2=2412I0-5-8, 12=2256/Mechanicai
Max Ho2 2=135(LC 8)
Max Uplift2=-91(LC 4), 12=-71(LC 9)
FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-8937/329, 3-4=-8688/285, 4-5=-4507/125, 5-6=-4435/134, 6-7=-3999/116,
7-8=-4030/179, 8-9=-4072/185, 9-10=-4070/116, 10-11=-5188/157, 11-12=-5574/191
BOT CHORD 2-18=386/8381, 17-18=-220/5743, 16-17=-93/4139, 16-24=0/2963, 24-25=0/2963,
15-25=0/2963, 14-15=-18/4438, 14-26=-18/4438, 26-27=-18/4438, 13-27=-1814438,
12-13=-121 /5146
WEBS 7-16=-405/115, 6-17=-36/512, 9-15=-463/131, 6-16=-762/111, 10-13=-7/647,
11-13=-502/134, 8-16=-120/1392, 8-15=-125/1453, 10-15=-918/136, 4-17=-2002/156,
4-18=106/3415
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=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; Lurriber DOL=1.33 plate grip DOL=1.33
3) All plates are MT20 plates unless othenvise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * 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.
6) Refer to girder(s) for truss to truss connections.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Yz" gypsum
sheetrock be applied directly to the bottom chord.
,2 I�qiM
0
July 7,2016
� WARNING - Verify design paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valitl for use only wiih M7ek� connectors. This design is based only upon poromefers shown, and is for an individ�al b�ilding componeni, not ��s
a fruss system. Be(ore use, ihe building designer must verify }he applicabiliry of design parameters and properly incorporafe ihis design into the overall
building design. Bracing indicated is to prevent buckling of individual fruss web and/or chord members only. Addifional temporary and permonenf bracing MiTek�
is always required for stabilify and to prevent collapse with possible personal injury and property damage. For general guidance regarding ihe
fabncafion, stoioge, delivery, erecfion and bracing of irusses and iruss systems. see qNSI/TPII Qualiy CrNeria, D58-89 and BCSI Building Component 250 Klug Circle
Safefy Information ovailable from Truss Plote InsTitute, 218 N. Lee Sireet. Suite 312, Alexondrio, VA 22314. Corona, CA 92880
Job , Truss Truss Type Qty Ply L2-2802-3 Plan
K2148640
61603353 A06 GABLE 1 1
Job Reference o tional
rro:�wia Anington, mm�gton,wn aa[[s
0
vI
0
2s-s-o
4.55 12
7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 07 10:47:09 2016 Page 1
ID:fPVdnE_YkwaL30Gt8uqRs7yvar_ oFGZYypgjObK5WwRTPkuAQUxE3fLn7uR1 Hyy4Nz_TDm
s�_o-o
zs-s-o
5x6 =
20 21 22 23
Scale = 1:92.2
Sx12 % 77 76 75 74 73 72 71 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41
4x6 = 4x6 = 5x12 �
LOADING (ps�
TCLL 25.0
TCDL 10.0
BCLL 0.0 `
BCDL 8.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2015/TPI2014
LUMBER-
TOP CHORD 2x4 HF No.2'Except`
1-11,31-40: 2x4 DF 1800F 1.6E
BOT CHORD 2x6 DF 2400F 2.OE
OTHERS 2x4 HF Stud/Std `ExcepY
CSI.
TC 0.76
BC 0.27
WB 0.11
(Matrix)
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.00 1 n/r 180 MT20 185/148
Vert(CT) -0.00 1 nlr 120
Horz(CT) 0.06 59 n/a nla
BRACING-
TOP CHORD
BOT CHORD
WEBS
21-59,20-60,19-61,18-62,17-63,16-64,22-58,23-57,24-56,25-55,26-54: 2x4 HF No.2
REACTIONS. All bearings 53-0-0.
(Ib) - Max Ho2 2=136(LC 27)
Max Uplift All uplift 100 Ib or less at joint(s) 60, 61, 62, 63, 64, 65, 67, 68, 69,
, 70, 71, 72, 73, 74, 75, 76, 77, 58, 57, 56, 55, 54, 53, 51, 50, 49, 48, 47,
46, 45, 44, 43, 42 except 40=-2207(LC 28), 41=-107(LC 30), 2=-2243(LC 19)
Max Grav All reactions 250 Ib or less at joint(s) 59, 60, 61, 62, 63, 64, 65, 67,
68, 69, 70, 71, 72, 73, 74, 75, 76, 58, 57, 56, 55, 54, 53, 51, 50, 49, 48,
47, 46, 45, 44, 43, 42 except 40=2287(LC 37), 77=286(LC 1), 41=354(LC 1),
2=2328(LC 40)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-6649I6500, 3-4=-5701/5601, 4-5=-5329I5266, 5-6=-5019/4956, 6-7=-4676/4632,
7-8=-4333/4308, 8-9=-3990/3988, 9-10=-3647/3669, 10-11=-3317/3350,
11-12=-3100/3172, 12-13=-2978I3030, 13-14=-2631/2711, 14-15=-2303/2391,
15-16=-1975/2072, 16-17=-1647/1752, 17-18=-1319/1433, 18-19=-991/1113,
19-20=-663/795, 20-21=-335/471, 21-22=-335/449, 22-23=-663/786, 23-24=-991I1097,
24-25=-1319/1410, 2 5-2 6=-1 64 711 72 4, 26-27=-1975/2040, 27-28=-2303/2358,
28-29=-2631/2678, 29-30=-295812997, 30-31=-3100/3139, 3132=3287/3317,
32-33=3615/3636, 33-34=-3957/3955, 34-35=-4300/4275, 35-36=-4643/4599,
36-37=-4986/4923, 37-38=-5301/5233, 38-39=-5666/5568, 39-40=-6619/6480
BOT CHORD 2-77=-6006/6228, 76-77=-5212/5347, 75-76=-4875/5009, 74-75=-4599/4733,
73-74=-4292/4427, 72-73=-3985I4120, 71-72=-3679/3813, 70-71=-3372/3507,
69-70=-3065/3200, 68-69=-275912893, 67-68=-2452/2587, 66-67=-2145/2280,
65-66=-1869/2004, 64-65=-183911973, 63-64=-1532/1667, 62-63=-1225/1360,
61-62=-919/1053,60-61=-612/747,59-60=-305/440,58-59=-305/440,57-58=-612/747,
56-57=-919/1053,55-56=-1225/1360,54-55=-1532/1667,53-54=-1839/1973,
52-53=-1869/2004,51-52=-2145I2280,50-51=-2452/2587,49-50=-2759/2893,
48-49=-3065/3200, 47-48=-3372I3507, 46-47=-3679/3813, 45-46=-3985/4120,
44-45=-4292/4427, 43-44=-459914733, 42-43=-4875/5009, 41-42=-5212/5347,
40-41=-6006/6228
WEBS 39-41=-257l142
Continued on page 2
Weight: 401 Ib FT = 20%
Structural wood sheathing directly applied or 2-8-10 oc purlins.
Rigid ceiling directly applied or 4-2-15 oc bracing.
1 Row at midpt 21-59, 20-60, 19-61, 18-62, 22-58, 23-57,
24-56
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
0
iq
0
WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/1015 BEFORE USE.
-
Design valid for use only wiih MTek� connecfors. This design is based only upon parameters shown, and is for an individual building component, nof ��•
a iruss sysfem. Before use, ihe building designer must verify ihe applicability of design parameters and properly incorporafe ihis design into ihe overall
building design. Brocing indicafed is to prevent bvckling of individuol fiuss web and/or chord members only. Additionol femporory ontl permaneni brocing MiTek�
is always required for sfabiliry and to prevent collapse wiih possible personal injury ontl properfy domage. For generol guidance regarding ihe
fabrication, storage, delivery, erecfion and bracing of irusses and iruss systems, see qNSI/TPII Quality Criteria, DSB-89 and BCSI Buildin9 ComponenT 250 Klug Circle
Safefy Information available from Truss Plote Instituie, 218 N. Lee Sireet, S�ite 312. Alexondrio, VA 22314. Corona, CA 92880
July 7,2016
Job Truss Truss Type Qty Ply L2-2802-3 Plan
K2148635
61603353 A01 GABLE 1 1
Job Reference o tional
rrotsuna Hning[on, v,nington,vvH, aozzs i.ti4U s Sep Z9 zo15 Mi l ek Intlustries, Inc. Thu Jul 07 10:47:01 2016 Page 1
ID:fPVdnE_YkwaL30Gt8uqRs7yvar_ 1inYtDifbxaS8lJv?kbOsk9grcL9wVvG620Xoqz_TDu
-7-13 6-6-0 4-6-0 3-0-0 6-1-15 6-4-1 6-4-1 6-1-15 5-0-0 3-6-0 56-0 -7-13
41
v
0
4.55 �z
Sx6 =
18 19 20 21 22
Scale = 1:94.6
72 71 70 69 68 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 50 49 48 47 q6 45 44 434C� 40
75 74 73 51
8x8 = 67 4x6 = 8x8 = 8x8 =
2.00 12 Sx8 = -
i - 8-;-4 i '5'9^0 20-1 +15 ,4. ,0-0 110-0 46- 4 0.0 i
LOADING (psf) SPACING- 2-0-0
TCLL 25.0 Plate Grip DOL 1.15
TCDL 10.0 Lumber DOL 1.15
BCLL 0.0 ` Rep Stress Incr YES
BCDL 8.0 Code IRC2015/TPI2014
LUMBER-
TOP CHORD 2x4 HF No.2
BOT CHORD 2x6 DF 2400F 2.OE'Except'
47-51,51-66: 2x6 DF No.2
OTHERS 2x4 HF Stud/Std'Except'
CSI.
TC 0.27
BC 0.04
WB 0.11
(Matrix)
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.00 39 nlr 180 MT20 185/148
Vert(CT) -0.00 39 n/r 120
Horz(CT) 0.01 38 n/a n/a
BRACING-
TOP CHORD
BOT CHORD
WEBS
20-58,19-59,18-60,17-61,16-62,15-63,21-57,22-56,23-55,24-54,25-53: 2x4 HF No.2
REACTIONS. All bearings 53-0-0.
(Ib) - Max Horz 2=-128(LC 9)
Max Uplift All uplift 100 Ib or less at joint(s) 2, 72, 38, 59, 60, 61, 62, 63, 64,
C5, 66, 67, 68, 69, 70, 71, 73, 74, 75, 56, 55, 54, 53, 52, 50, 49, 48, 47,
46, 45, 44, 43, 40 except 41=-214(LC 3)
Max Grav All reactions 250 Ib or less atjoint(s) 72, 42, 58, 59, 60, 61, 62, 63,
64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 57, 56, 55, 54, 53, 52, 50, 49, 48,
47, 46, 45, 44, 43 except 2=319(LC 1), 38=319(LC 1), 75=470(LC 19), 40=477(LC
20)
FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown.
WEBS 3-75=-333/92, 37-40=-332/92
Weight: 385 Ib FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 74-75,72-73,40-41.
1 Row at midpt 20-58, 19-59, 18-60, 17-61, 21-57, 22-56,
23-55
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
NOTES-
1) Unbalanced roof live Ioads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=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=1.33 plate grip DOL=1.33
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 quatified building designer as per ANSI/TPI 1.
4) Ail plates are 2x4 MT20 unless othervvise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4-0 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 72, 38, 59, 60, 61,
62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 56, 55, 54, 53, 52, 50, 49, 48, 47, 46, 45, 44, 43, 40 except (jt=1b) 41=214.
10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 72, 42, 67, 68, 69, 70, 71, 73, 74, 75, 46, 45,
44, 43, 41, 40.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
� WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENLE PAGE MII-7473 rev. f0/03/I015 BEFORE USE.
Design valid for use only wiih MiTek�a connectors. This tlesign is based only upon paramefers shown, and is for an individual building componenf, nof
a iruss system. Before use, fhe b�ilding designer must verify ihe applicability of design parameters and propedy incorpowte this design into ihe overall
building design. Bracing indicated is to prevent buckling of individual iruss web and/or chord members only. Adtlifionol femporary and permanent bracing
is alwpys required for stabiliiy and to prevent collapse wiih possible personal injury antl property damage. For general guidance regarding the
fabrication, storoge. delivery, erection and bracing of frusses and fruss sysfems, see ANSI/TPII Qualiy Criteria, DSB-89 and BCSI Butlding Component
Safety Informafion available from Truss Plafe Institute. 218 N. lee Sfreei, Suite 312. Alexandria, VA 22314.
r�. RO,y��
F w9s�,. �'�
�����L L����'�4'
� SroNAL� �
��'
MiTek'
250 Klug Circle
Corona, CA 92880
July 7,2016
Job , Truss Truss Type Qty Ply L2-28023 Plan
K2148639
B1603353 A05 COMMON 4 1
Job Reference o tional
rro�una nrnngron, Aningron,w,v aa[[s i.ti4U s Sep z9 zUtS nni i eK intlustnes, inc. I hu Jul 07 10:47:05 Z016 Page 1
ID:fPVdnE YkwaL30Gt8uqRs7yvar_ wUO2ib19fA4udvcgEagyOaJBoSBsrDrs6g_kxcz_TDq
-7-13 , 7-8-0 6-4-0 6-1-15 0-10-1 56-0 5-6-0 0-10-1 6-1-15 6-4-0 7-8-0
vI'
0
Sx8 =
4.55 12
Scale = 1:92.6
. 16 29 30 . 15 �4 31 32 �3 12 33 34 11
4x4 = 6x8 = 6x8 =
PLATFORM NOT DESIGNED
FOR LOADS OUT OF PLANE
6x8 - 6x8 = 4x4 =
ia�-iz �a-a-a ss-o ss-o 0-11- 3 sa-s io-�-�2
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 25.0 Plate Grip DOL 1.15 TC '0.98
TCDL 10.0 Lumber DOL 1.15 BC 0.89
BCLL 0.0 " Rep Stress Incr YES WB 0.50
BCDL 8.0 Code IRC2015/TPI2014 (Matrix-S)
LUMBER-
TOP CHORD 2x4 HF No.2'Except'
1-4: 2x4 DF 1800F 1.6E
BOT CHORD 2x6 DF 2400F 2.OE `ExcepY
12-15: 2x6 DF No.2
WEBS 2x4 HF Np.2 "Except`
3-16,4-16,8-11,9-11,19-20,21-22,23-24: 2x4 HF Stud/Std
REACTIONS. (Ib/size) 2=2516/0-5-8, 10=2397/Mechanical
Max Horz 2=136(LC 8)
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.5313-14 >999 240 MT20 185/148
Vert(CT) -1.2513-14 >508 180 MT20HS 139/111
Horz(CT) 0.20 10 n/a n/a
10 0
Iv
0
4x12 =
Weight: 282 Ib FT = 20%
BRACING-
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
WEBS 1 Row at midpt 4-14, 8-13
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Instal�ation uide.
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-5961/0, 3-4=-5585/0, 4-5=-4500I0, 5-6=-4503/0, 6-7=-4497/0, 7-8=-4495/0,
8-9=-5537/0, 9-10=-5919I0
BOT CHORD 2-16=0/5526, 16-29=0/4822, 29-30=0/4822, 15-30=014822, 14-15=0/4822, 14-31=0/3277,
31-32=0/3277, 13-32=0/3277, 12-13=0/4800, 12-33=0/4800, 33-34=0I4800, 11-34=0/4800,
10-11=0/5467
WEBS 5-14=-463(133, 7-13=-462/133, 3-16=-5141132, 4-16=-44/615, 4-14=-895/161,
6-14=0/1615, 6-13=0I1607, 8-13=-873/164, 8-11=-49/584, 9-11=-495/133
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=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=1.33 plate grip DOL=1.33
3) 250.OIb AC unit load placed on the bottom chord, 26-6-0 from left end, supported at two points, 6-0-0 apart.
4) All plates are MT20 plates unless othenvise indicated.
5) All plates are 2x4 MT20 unless otherwise indicated.
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, with BCDL = 8.Opsf.
8) Refer to girder(s) for truss to truss connections.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %z" gypsum
sheetrock be applied directly to the bottom chord.
�
�����L ����'��
� `rIONAL� �
July 7,2016
WARN/NG - Verl/y design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE.
--
Design valid for �se only with M1ek� conneciors. This design is based only upon parameters shown, and is for an individual building componeni, not ��a
a iruss system. Before use, ihe building designer musf verify ihe applicobilify of design parameiers ond propeAy incorporate ihis tlesign inio ihe overall
building design. Brocing indicated is to prevent buckling of individual iruss web and/or chord members only. Addi}ionol temporory and permaneni bracing MiTekJ
is olways required for sfability and to prevent collapse wifh possible personal injury ond property domage. For general guidance regarding fhe
fabricafion, storage, delivery, erection and bracing of irusses and iruss systems, see qNSI/TPII �ualiy Criterla, DSB-89 and BCSI Building Component 250 Klug Circle
Safefy Informotion avoiloble from Truss Plote Instifute, 218 N. Lee Streef. Suite 312, Alexondrio, VA 22314. Corona, CA 92880
Job _" Truss Truss Type Qty Ply L2-28023 Plan
K2148640
61603353 A06 GABLE 1 1
Job Reference o tional
rrc�una Hrungton, Hnington,wq aazz3
7.6a0 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 07 10:47:09 2016 Page 2
ID:fPVdnE YkwaL30Gt8uqRs7yvar_oFGZYypgjObK5WwRTPkuAQUxE3fLn7uR1Hyy4Nz_TDm
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=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=1.33 plate grip DOL=1.33
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 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 60, 61, 62, 63, 64, 65, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77,
58, 57, 56, 55, 54, 53, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42 except Qt=1b) 40=2207, 41=107, 2=2243.
10) This truss has been designed for a total drag load of 230 pif. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to
53-0-0 for 230.0 plf.
11) "Semi-rigid pitchbreaks including heeis" Member end fixity model was used in the analysis and design of this truss.
� WARNING - Verlly design parameters and READ NOTES ON THlS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. f0/09/2015 BEFORE USE.
Design valid for use only with M1ek� conneciors. This design is based only upon parameters shown, and is for on indivitluol building component, not ��•
a iruss system. Before �se, ihe building designer must verify the applicabilify of design porometers and propedy incorporafe fhis design into the overall
building tlesign. Bracing indicafed is to prevent buckling of individual tiuss web and/or chord members only. Additionol temporary and permanenf bracing MiTek•
is olways requiretl for sfability and to preveni collapse with possible personal injury and pwperty domage. For general guidance regarding the
fabricaTion, siorage, delivery, erecfion and bracing oF }russes ond iruss sysiems, see qNSI/TPII Qualiy Criteria, DSB-89 and BCSI Bulding Component 250 Klug Circle
Safety Information ovoiloble from Truss Plote Instiluie, 218 N. Lee Sfreef. S�ite 312, Alexondrio, vA 22314. Corona, CA 92880
Job Truss Truss Type Qty Ply L2-2802-3 Plan
, K2148649
B1603353 J603 MONOPITCH TRUSS 4 1
Job Reference o tional
Nrntiuntl Arungton, ntlingron,w,4 9Szz3
LOADING (psf)
TCLL 25.0
TCDL 10.0
BCLL 0.0 '
BCDL 8.0
LUMBER-
TOP CHORD 2x4 HF No.2
BOT CHORD 2x4 HF No.2
�
7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 07 10:47:15 2016 Page 1
ID:fPVdnE_YkwaL30Gt8uqRs7yvar= dPdqpOtRIELTqRNbpgrlQhk50TIbBrSKPDPGIOz_TDg
1-0-0 3-11•8
Scale = 1:192
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2015/TPI2014
3x4 =
CSI.
TC 0.16
BC 0.09
WB 0.00
(Matrix-M)
REACTIONS. (Ib/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical
Max Horz 2=88(LC 8)
Max Uplift3=-39(LC 8), 2=-6(LC 8)
Max Grav 3=102(LC 1), 2=271(�C 1), 4=55(LC 3)
FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown.
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.01 4-7 >999 240 MT20 185/148
Vert(CT) -0.01 4-7 >999 180
Horz(CT) 0.00 2 n/a n/a
Weight: 12 Ib FT = 20%
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabiliiers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
NOTES-
1) Wind: ASCE 7-10; VuIt=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=1.33 plate grip DOL=1.33
2) This truss has been desig'ned for a 10.0 psf bottom chord live load nonconcunent 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 Ib uplift at joint(s) 3, 2.
6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
July 7,2016
� WARNING - Verify design paremeters and READ NOTES ON THIS AND INCCUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. �
Design valid for use only wiih M7ek� connectors. This tlesign is based only �pon poromefers shown, and is for an individual b�ilding component, nof ��•
a truss system. Before use, ihe building designer must verify ihe applicability of design parameters ond properly incorporate ihis design info the overall
building design. Bracing indicated is to preveni buckling of individual fn�ss web and/or chord members only. Atlditional femporary and permanenf bracing MiTek•
is alwoys required for stability and to prevent collopse with possible personal injury and property damage. For generol guidance regarding ihe
fobricafion, sfoioge, delivery, erecfion and brocing of irusses and fruss sysfems, see pN51/TPII QualNy Criterfa, D5B-89�and BCSI Buflding Component 250 Klug Circle
Safety Informaffon ovailoble from Truss Plofe Institufe, 218 N. Lee Sireet, S�ite 312, Alexandria, VA 22314. Corona, CA 92880
Job Truss Truss Type Qty Ply L2-2802-3 Plan
K2148648
B1603353 J602 MONOPITCH TRUSS 5 1
Job Reference o tional
rrQesuna Hrnngton, Hnington,vvn auzz3
�
7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 07 10:47:15 2016 Page 1
ID:fPVdnE YkwaL30Gt8uqRs7yvar_ dPdqpOtRIELTqRNbpgrlQhk6RTmIBr5KPDPGIOz_TDg
t-0-0 ' 1-11-8
Scale = 1:t2.4
3x4 =
LOADING (psf)
TCLL 25.0
TCDL 10.0
BCLL 0.0 '
BCDL 8.0
LUMBER-
TOP CHORD 2x4 HF No.2
BOT CHORD 2x4 HF No.2
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2015/TP12014
CSI.
TC 0.07
BC 0.02
WB 0.00
(Matrix-M)
REACTIONS. (Iblsize) 2=174/0-5-8, 4=16/Mechanical, 3=47/Mechanical
Max Horz 2=52(LC 8)
Max Uplift2=-9(LC 8), 3=-18(LC 8)
Max Grav 2=174(LC 1), 4=27(LC 3), 3=47(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
DEFL. in (loc) I/defl L/d PLATES . GRIP
Vert(LL) -0.00 7 >999 240 MT20 185/148
Vert(CT) -0.00 7 >999 180
Horz(CT) -0.00 3 n/a n/a
Weight: 7 Ib FT = 20%
BRACING-
TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be instailed during truss erection, in accordance with Stabilizer
Installation uide.
NOTES-
1) Wind: ASCE 7-10; VuIt=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=1.33 plate grip DOL=1.33
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent 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 Ib uplik at joint(s) 2, 3.
6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
�7�'�9 M. KO�'[/
G'Y'' �� Wt1s� �',, f,.
�����L ���.�'�,�(�
� SI�NAL� � "
July 7,2016
WARN/NG - Verily deslgn paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. f0/03/2015 BEFORE USE. �
--
Design valid for use only with MTek� connecfors. This design is based only upon parameters shown, and is for an individual building component, nof ��a
a iruss sysfem. Before use, The building designer must verify the applicabilify of design parameters ond propeAy incorporate ihis design into ihe overall
butlding design. Brocing indicated is to prevent buckling of individval tr�ss web and/or chord members only. Additional femporary and permanent bracing MiTek�`
is always required for stability and to preveni collapse with possible personal injury and property damage. For general guidance regarding the
fabricaTion, siorage, delivery, erection and bracing of frusses antl truss systems, see pN51/TPII Qualiiy Criterfa, D58-89 and BC51 Butlding Componenf 250 Klug CirGe
Safety Informafion avoiloble from Truss Plate Institute, 218 N. Lee Sireet, Suife 312, Alexondrio. VA 22314. , Corona, CA 92880
Job Truss Truss Type Qty Ply L2-28023 Plan
K2148643
61603353 B03 COMMON TRUSS 1
3 Job Reference o tional
Nrntsund nriington, anington,wa yazz3
7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 07 10:47:12 2016 Page 2
ID:fPVdnE_YkwaL30Gt8uqRs7yvar_ DqxiA_rZ?Jzuy_e06YIbo36ThGac_HfujFAchiz_TDj
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pifl
Vert: 1-4=-70, 4-7=-70, 1-7=-16
Concentrated Loads (Ib)
Vert:9=-2381(F)12=-2240(F)14=-2240(F)17=-2240(F)18=-2256(F) 19=-2256(F)20=-2381(F)21=-2381(F)22=-2381(F)
AWARN/NG - Veri/y design parameters and READ NOTES ON THlS AND INCLUDED MI7EK REFERENCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE.
Design valid for use onty with M1ek� conneciors. This tlesign is based only upon parameters shown, and is for an individual building componenf, not , ��•
a truss sysfem. Before use, ihe building designer musf verify ihe applicobiliry of design porameiers and propeAy incorporote ihis design into ihe overoll
building design. Bracing indica}ed is to prevent bvckling of individual iruss web and/or chord members only. Additional femporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding ihe
fabrication, storage, delivery, erection and bracing of irusses and fruss systems, see ANSI/TPII Quality Criteria, DSB•89 and BCSI Bulding Componenf 250 Klug CirGe
Safety Information availdble from Truss Plote Instifute, 218 N. Lee Sfreef, Suite 312, Alexandno, VA 22314. Corona, CA 92880
Job Truss Truss Type Qty Ply L2-2802-3 Plan
K2148647
B1603353 JB01 MONOPITCH TRUSS 1 1
Job Reference o tional
rrottunaAnmgton, Hnington,WAyifCLJ
LOADING (psf) SPACING- 2-0-0
TCLL 25.0 Plate Grip DOL 1.15
TCDL 10.0 Lumber DOL 1.15
BCLL 0.0 " Rep Stress Incr YES
BCDL 8.0 Code IRC2015ITPI2014
LUMBER-
TOP CHORD 2x4 HF No.2
BOT CHORD 2x4 HF No.2
WEBS 2x4 HF No.2
/.ti4U 5 5ep Yy YU1 b Mi 1 eK Intlus[ries, Inc. Thu Jul 07 10:47:15 2016 Page 1
ID:fPVdnE_YkwaL30Gt8uqRs7yvar_ dPdqpOtRIELTqRNbpgrlQhk6RTmfBrSKPDPG10z_TDg
1•0-0 1-11-8
2x4 I I
REACTIONS. (Iblsize) 4=-1312-0-0, 5=85/2-0-0, 2=163/2-0-0
Max Horz 2=42(LC 5)
Max Uplift4=-16(LC 15), 5=-26(LC 8), 2=-12(LC 8)
Max Grav 4=13(LC 8), 5=91(LC 15), 2=163(LC 1)
CSI.
TC 0.07
BC 0.02
WB 0.00
(Matrix)
FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown.
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.00 1 n/r 180 MT20 185/148
Vert(CT) -0.00 1 n/r 120
Horz(CT) -0.00 4 n/a n/a
BRACING-
TOP CHORD
BOTCHORD
Scale = 1:12.4
Weight: 8 Ib FT = 20%
Structural wood sheathing directly applied or 1-11-8 oc purlins, except
end verticals.
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 uide.
NOTES-
1) Wind: ASCE 7-10; VuIt=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=1.33 plate grip DOL=1.33
2) 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.
3) Gable requires continuous bottom chord bearing.
4) Gable studs spaced at 1-4-0 oc.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) 4, 5, 2.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
�7I"� Tti. KOM,_``
G� • o�wnS�.1C.�,
�����L Et��'�„s4'�4'
��
� SIDNAL�
July 7,2016
rr
WARNING - Verily design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. f 0/03/2015 BEFORE USE.
Design valid for use only with MiTek� connectors. This design is based only �pon paramefers shown, and is for an individual builtling component, noi ��9
a truss system. Before use, fhe building designer must verify fhe applicability of design parameters ond properly incorporote ihis tlesign into ihe overoll
building design. Brocing indicated is to prevenT buckling of individual truss web and/or chord members only. Additional femporary and permanent bracing MiTek�
is always required for stabiliiy and to prevent collapse wiih possible personal injury and properfy tlamoge. For general guidance regarding fhe
fabrication, storage, delivery, erection and bracing of irusses and truss sysfems, see qNSI/TPII Quality Crfferia, DSB-89 and BCSI Builtling Component 250 Klug Circle
Safety Informafion ovoiloble from 7russ Plofe Institute, 218 N. Lee Sireef, Suife 312, Alexandrio, VA 22314. Corona, CA 92880
Job Truss Truss Type Qty Ply L2-2802-3' Plan
K2148645
61603353 JA01 MONOPITCH TRUSS 1 1
Job Reference o tional
rruoww r,nmgcon, r{nmgcon,wr� ao��a
LOADING (psf) SPACING- 2-0-0
TCLL 25.0 Plate G�ip DOL 1.15
TCDL 10.0 Lumber DOL 1.15
BCLL 0.0 * Rep Stress Incr YES
BCDL S.0 Code IRC2015lTPI2014
LUMBER-
TOP CHORD 2x4 HF No.2
BOT CHORD 2x4 HF No.2
WEBS 2x4 HF No.2
OTHERS 2x4 HF Stud/Std
/.b4U 5 52P Y`J ZUI� MI I BK If1tlU5[fIBS, InC. I hU JUI 0/ 10:47:14 2016 PegB 1
ID:fPVdnE_YkwaL30Gt8uqRs7yvar_ 9C3SbgspXxDcCIoPFyK3tUBxh4QOSPRAAZgjmaz_TDh
t-0-0 3-11-8
2x4 I I 5
CSI. DEFL.
TC 0.07 Vert(LL)
BC 0.03 Vert(CT)
WB 0.03 Horz(CT)
(Matrix)
REACTIONS. All bearings 4-0-0.
(Ib) - Max Horz 2=78(LC 5)
Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7
Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 2, 7
FORCES. (Ib) - Max: Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown.
in (loc) I/defl L/d PLATES GRIP
0.00 1 n/r 180 MT20 1851148
-0.00 1 n/r 120
-0.00 5 n/a n/a
BRACING-
TOP CHORD
BOT CHORD
Scale = 1:19.2
Weight: 16 Ib FT = 20%
Structural wood sheathing �iirectly applied or 3-11-8 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during trusg erection, in accordance with Stabilizer
Installation uide.
NOTES-
1) Wind: ASCE 7-10; VuIt=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=1.33 plate grip DOL=1.33
2) 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.
3) Gable requires continuous bottom chord bearing.
4) Gable studs spaced at 1-4-0 oc.
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 ali areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity mode� was used in the analysis and design of this truss.
�7" M•
G'" _�
�����L �����
� SjONAL� ,� "
July 7,2016
WARNING - Veri/y design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
--
Design volitl for �se only wiih MTek� connectors. This design is bafed only upon paramefers shown, ontl is for an individuol building component, not ' ��•
a truss sysiem. Before use, fhe building designer must venfy the applicability of design parameters and propeAy incorporate fhis design into ihe overoll
building design. Bracing indicated is fo prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing AIIiTek•
is alwoys required for stability and io preveni collapse wiih possible personol injury and property damage. For general guidance regarding fhe
fabrication, siorage, delivery, ereC4ion and bracing of trusses and fruss systems, see AN51/TPII Quality CriTeria, DSB-89 and BC51 B�Oding Componenf 250 Klug Circle
Safefy Information ovailoble from Truss Plofe Instiiute, 218 N. Lee Sfreet, Svife 312, Alexandno, VA 22314. . Corona, CA 92880
Job Truss Truss Type Qty Ply L2-2802-3 Plan
� K2148650
B1603353 JB04 MONOPITCH TRUSS 1 1
Job Reference o tiorial
Nr,ot3und nrnngton, ,vnington,w,v aa[1s
LOADING (psf) SPACING- 2-0-0
TCLL 25.0 Plate Grip DOL 1.15
TCDL 10.0 Lumber DOL 1.15
BCLL 0.0 " Rep Stress Incr YES
BCDL 8.0 Code IRC2015/TPI2014
LUMBER-
TOP CHORD 2x4 HF No.2
BOT CHORD 2x4 HF No.2
WEBS 2x4 HF No.2
OTHERS 2x4 HF Stud/Std
/.ti4o s Sep "L9 z015 Mi �ek Intlustries, Inc. Thu Jul 07 10:47:16 2016 Page 1
ID:fPVdnE_YkwaL30Gt8uqRs7yvar_ SbBDOLu33YTKRbynNNMXyvHHBt6swlxTet9qqTz_TDf
1-0-0. 311-8
2x4 I I 5
CSI.
TC 0.07
BC 0.03
WB 0.03
(Matrix)
REACTIONS. All bearings 4-0-0.
(Ib) - Max Horz 2=78(LC 5)
Max Uplift All uplift 100 Ib or less atjoint(s) 5, 6, 7
Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 2, 7
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) 0.00 1 nlr 180 MT20 185/148
Vert(CT) -0.00 1 n/r 120
Horz(CT) -0.00 5 n/a n/a
BRACING-
TOP CHORD
BOT CHORD
Scale = 1:19.2
Weight: 16 Ib FT = 20%
Structural wood sheathing directly applied or 3-11-8 oc purlins, except
end verticals.
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 uide.
NOTES-
1) Wind: ASCE 7-10; VuIt=110mph (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=1.33 plate grip DOL=1.33
2) 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 ANSIITPI 1.
3) Gable requires continuous bottom chord bearing.
4) Gable studs spaced at 1-4-0 oc.
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 tatl by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
M• xo�,�[I
� 4� \l�'�
�����L3����'��
� SjONAL� t� "
July 7,2016
WARNING - Verily design parameters and READ NOTES ON THlS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE.
--
Design valid for use only wiih MTek� connectors. This design is based only upon paramefers shown, and is for an individual building componenf, not ��•
a truss system. Before use, ihe building designer musf veriry ihe applicabilify of design parameters and propeAy incorporafe fhis design into the overall
building design. Bracing indicated is to prevent buckling of individual iruss web and/or chord members only. Additional femporary and permaneni bracing MiTek•
is always required for stability and to prevent collapse wiih possible personal injury and property damage. For general guidance regarding fhe
fabricafion, storage, delivery, erection and bracing of irusses ond iruss sysiems, see qNSI/TPII Quality Criteria, DSB-89 and BCSI Building Componenf 250 Klug Circle
Safey Informatlon ovoiloble from Truss Plote Institute, 218 N. Lee Streef, Svife 312, Alexondrio, VA 22314. Corona, CA 92880
Job Truss Truss Type Qty Ply L2-28023 Plan
K2148646
B1603353 JA02 MONOPITCHTRUSS 5 1
Job Reference o tional
Nrql3uudarungton, nningron,wasSz23
�
7.640 s Sep 29 2015 MiTek industries, Inc. Thu Jul 07 10:47:14 2016 Page 1
ID:fPVdnE_YkwaL30Gt8uqRs7yvar_ 9C3SbgspXuDcCIoPFyK3tUBwG4PMSPrAAZgjmaz_TDh
1-0-0 3-11-8
Scale = 1:192
LOADING (ps� SPACING- 2-0-0
TCLL 25.0 Plate Grip DOL 1.15
TCDL 10.0 Lumber DOL 1.15
BCLL 0.0 ' Rep Stress Incr YES
BCDL 8.0 Code IRC2015fTP12014
LUMBER-
TOP CHORD 2x4 HF No.2
BOT CHORD 2x4 HF No.2
3x4 =
CSI.
TC 0.16
BC 0.09
WB 0.00
(Matrix-M)
REACTIONS. (Iblsize) 3=102/Mechanicai, 2=271/0-5-8, 4=32/Mechanical
Max Horz 2=88(LC 8)
Max Uplift3=-39(LC 8), 2=-6(LC 8)
Max Grav 3=102(LC 1), 2=271(LC 1), 4=55(LC 3)
FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown.
�
�
N
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.01 4-7 >999 240 MT20 185I148
Vert(CT) -0.01 4-7 >999 180
Horz(CT) 0.00 2 n/a nla
Weight: 12 Ib FT = 20%
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends tFiat Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
NOTES-
1) Wind: ASCE 7-10; VuIt=110mph (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=1.33 plate grip DOL=1.33
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 Ib uplift at joint(s) 3, 2.
6) "Semi-rigid pitchbreaks with fixed heels"-Member end fixity model was used in the analysis and design of this truss.
July 7,2016
r�
WARNING - Veriry design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only wiih M7ek� connecfors. This design is based only upon parometers shown, ond is for an individual building component, noi ��'
a fruss system. Before use, ihe building designer must verify ihe applicability of design parameters and propeAy incorporate ihis design into the overall
building design. Bracing indicated is to prevent buckling of individual fruss web and/or chord members only. Addifional femporary and permanenf bracing MiTek�
is always req�ired for stabilify and to preven} collapse with possible personal inj�ry and properfy damage. For general g�idance regartling ihe
fabrication, sforage, dalivery, ereciion and brocing of trusses antl iruss sysfems, see qN51/TPII Quality CrHeria, DSB-89 and BC51 Butlding Component 250 Klug Circle
Safety Informallon ovailoble from Truss Plofe Institute, 218 N. Lee Sireei, Suife 312, Alexandrio, VA 22314. Corona, CA 92880
Job Truss Truss Type qty Ply L2-28023 Plan
K2148644
B1603353 C01 COMMON TRUSS 1 1
Job Reference o tional
rmauua r.ningcon, Hningcon,wr, yot[a /.ti4U S J8P Zy ZUl b MI I 2K If1tlUSt�125, Inc. I hu Jul 07 10:47:13 2016 Page 1
ID:fPVdnE_YkwaL30Gt8uqRs7yvar_ hOV40KsBmd51a8DCiFpqLGfjGglwjy61yvwADBz_TDi
-�-o-o s-o-o � -o-o i o-o
' i-o-o ' s-o-o s-o•o i-o-o
�
1
LOADING (psf)
TCLL 25.0
TCDL 10.0
BCLL 0.0 *
BCDL 8.0
4x4 =
axti — . ._ .. ._ ... ,. .,, ,� 4x6 =
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2015lTP12014
LUMBER-
TOP CHORD 2x4 HF No.2
BOT CHORD 2x4 HF No.2
OTHERS 2x4 HF Stud/Std
CSI.
TC 0.30
BC 0.23
WB 0.03
(Matrix)
REACTIONS.. All bearings 12-0-0.
(Ib) - Max Horz 2=83(LC 25)
Max Uplift All uplift 100 Ib or less at joint(s) 16, 17, 18, 14, 13, 12 except
2=-956(LC 29), 10=-954(LC 30)
Max Grav All reactions 250 Ib or less atjoint(s) 15, 16, 17, 18, 14, 13, 12
except 2=1017(LC 26), 10=1014(LC 25)
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.00 11 n/r 180 MT20 1851148
Vert(CT) -0.00 11 n/r 120
Horz(CT) 0.01 15 n/a nla
n
0
Scale = 1:27.1
Weight: 53 Ib FT = 20%
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins.
BOT CHORD Rigid ceiling directly applied or 4-11-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1742/1714, 3-4=-1156/1139, 4-5=-777/783, 5-6=-4021432, 6-7=-394/427,
7-8=-749/764, &9=-1126/1116, 9-10=-1720/1684
BOT CHORD 2-18=-1361/1398, 17-18=-9471984, 16-17=-640/677, 15-16=-333/370, 14-15=-333/370,
13-14=-640/677, 12-13=-947/984, 10-12=-136111398
NOTES-
1) Unbaianced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=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=1.33 plate grip DOL=1.33
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 ANSIlTPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4-0 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 17, 18, 14, 13, 12
except (jt=1b) 2=956, 10=954.
10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10.
11) This truss has been designed for a totai drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag
loads along bottom chord from 0-0-0 to 12-0-0 for 230.0 plf.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
� WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE.
Design valid for use only with MTek� connectors. This design is based only upon parameters shown, and is for an individual building component, not
a iruss system. Before �se, ihe b�ilding designer musi verify ihe applicability of tlesign paramefers antl property incorporafe this design into ihe overoll
building design. Bracing indicated is to prevent buckling of individual }russ web and/or chord members only. Additional temporary ond permanent bracing
is always required for sfability and to prevent collapse wdh possibl� personal injury and property damage. For general guitlance regarding ihe
fabrication, sforage, delivery, erection and bracing of irusses and iruss systems, see pNSI/TPII Quality CrHeda, DSB-89 and BCSI Bulding Component
Safety Informatlon available from Tr�ss Plate Instituie, 218 N. Lee Sireef, Suite 312, Alexandria, VA 22314.
��'
MiTek'
250 Klug Circle
Corona, CA 92880
July 7,2016
Job Truss Truss Type Qty Ply L2-28023 Plan
' K2148652
B1603353 Z02 Common Truss 5 1
Job Reference o tional
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 07 10:47:17 2016 Page 1
_ ID:fPVdnE YkwaL30Gt8uqRs7yvar -ZnlbEhvhqsbB31Xzx5umV6pQ9H18fhRdtXuNNvz_TDe
-�-o-o a-za �ao-o �a-s-s � 2aao ai-o-o�
1-0-0 5-2-7 49-9 4-9-9 52-7 1-0-0
�t
0
4x4 =
3x8 = 3x8 = 3x8 =
LOADING (psf) SPACING- 2-0-0
TCLL 25.0 Plate Grip DOL 1.15
TCDL 10.0 Lumber DOL 1.15
BCLL 0.0 ` Rep Stress Incr YES
BCDL 8.0 Code IRC2015/TPI2014
LUMBER-
TOP CHORD 2x4 HF No.2
BOT CHORD 2x4 HF No.2
WEBS 2x4 HF Stud/Std
REACTIONS. (Iblsize) 2=930/03-8, 6=930/0-3-8
Max Horz 2=130(LC 7)
Max Uplift2=-31(LC 8), 6=-31(LC 9)
CSI.
TC 0.25
BC 0.60
WB 0.27
(Matrix-S)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1164/63, 3-4=-867/68, 45=-867168, 5-6=-1164163
BOT CHORD 2-8=-62/898, 6-8=0/898
WEBS 4-8=-1I522, 58=-331/127, 3-8=-331/127
Iv
0
DEFL. in (loc) Ildefl L/d PLATES GRIP
Vert(LL) -0.13 8-11 >999 240 MT20 1851148
Vert(CT) -0.25 8-11 >947 180
Horz(CT) 0.03 � 6 n/a n/a
Scale = 1:44.1
Weight: 75 Ib FT = 20%
BRACING-
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
NOTES- '
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=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=1.33 plate grip DOL=1.33
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 Ib uplift at joint(s) 2, 6.
6) This truss design requires that a minimum of 7l16" structural wood sheathing be applied directly to the top chord and '/i' gypsum
sheetrock be applied directly to the bottom chord.
�r r�. xo�'`
G��� WAS� �'., f,
�����L3����'��
� `r��NAL� .ri �
July 7,2016
WARNING - Veri/y deslgn parameters and READ NOTES ON TH/5 AND INCLUDED MITEK REFERENCE PAGE MII•7473 rev. 10/03/2015 BEFORE USE.
--
Design valid for use only wifh MTek� conneciors. This design is based only upon paramefers shown, and is for an individuol building componeni, noi ��a
a iruss sysfem. Before use, ihe building designer must verify ihe applicability of design parameters and propeAy incorporate fhis design into the overall
building tlesign. Bracing indicafed is to preveni buckling of individual truss web and/or chord members only. Additional femporary and permaneni bracing MiTek•
is always required for sfability and fo preveni collapse wifh possible personal injury and property damage. For generol guidance regarding fhe
fabrication, sto�age, delivery, erecfion and bracing ot }russes and iruss systems, see qNSI/TPII Quality Crlferia, DSB-89 and BCSI Building Component 250 Klug Circle
Safey Information ovailable from Truss Plate Instituie, 218 N. Lee Streei, S�ite 312, Alexandria, VA 22314. ' , Corona, CA 92880
Job Truss Truss Type Qty Ply L2-28023 Plan
� K2148651
61603353 Z01 GABLE 1 1
Job Reference o tional
PrgBuiltl Arlington, Arlington,WA 982Z3 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 07 10:47:17 2016 Page 1
ID:fPVdnE_YkwaL30Gt8uqRs7yvar_ ZnlbEhvhqsb631Xzx5umV6pSxHR9fk5dtXuNNvz_TDe
�-i-o-o io-o•o + 20-0-0 2T-o �
' �-o-o �o-o•o io-o-o ' i-ao
05
LOADING (ps�
TCLL 25.0
TCDL 10.0
BCIL 0.0 '
BCDL 8.0
4x4 =
"`o — 30 29 28 27 26 25 24 23 22 21 20 19 18 sxo —
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2015ITPI2014
CSI. DEFL. in (loc) I/defl L/d
TC 0.07 Vert(LL) -0.00 17 nlr 180
BC 0.02 Vert(CT) -0.00 17 n/r 120
WB 0.10 Horz(CT) 0.00 16 n/a n/a
(Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD
BOT CHORD 2x4 HF No.2 BOT CHORD
OTHERS 2x4 HF Stud/Std
REACTIONS. All bearings 20-0-0.
(Ib) - Max Horz 2=130(LC 7)
Max Uplift All uplift 100 Ib or less atjoint(s) 2, 25, 26, 27, 28, 29, 30, 23, 22,
21, 20, 19, 18 �
Max Grav All reactions 250 Ib or less at joint(s) 2, 16, 24, 25, 26, 27, 28, 29, 30,
23, 22, 21, 20, 19, 18
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
Scale = 1:42.1
� Io
—�
PLATES GRIP
MT20 185/148
Weight: 109 Ib FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins.
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 uide.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. il; Exp B; enclosed; MWFRS
(enveiope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
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 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4-0 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.
9) Provide mechanicai connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 25, 26, 27, 28, 29,
30, 23, 22, 21, 20, 19, 18.
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
J" M• xo.�`�1
��og wnska rc,�..
�����L �����
� SIDNAL� � "
July 7,2016
WARNING - Ver!/y design parameters and READ NOTES ON THlS AND /NCLUDED MITEK REFERENCE PAGE MII•747J rev. 10/03/2015 BEFORE USE.
--
Design valid for �se only with MTek� connecton. This design is based only upon poromefers shown, and is for an individual builtling component, not ��'
a iruss sysfem. Before use, the building designer must verify fhe applicability of design porameters and propeAy incorporoie this design into ihe overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional femporary and permanent bracing MiTek�
is always required for siability and fo preven} collapse wifh possible peaonal injury and properfy damage. For general guidance regarding ihe-
fabrication, storage, delivery. erection and bracing of irusses and truss sysfems, see pNSI/TPII Quality Crlteria, DSB•89 and BC51 Bulding Componenf 250 Klug Circle
Sa(efy Infwmation ovoilpble from Truss Plote Insfitute, 218 N. Lee Sireef,.Suite 312, Alexandria, VA 22314. Corona, CA 92880
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l
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' Connector Summary �""-- �"""'
- I Qty Manuf Product Supportetl Mbr Fasteners Supporting Mbr Fasteners ;
- __-
;_ 9 __Simpson _HUS28 . 4: i6d (0 _i62" x 3.500") 22- 76tl (0.162" z 3.500") '
....... .. ........ . ....._ _ ....__:
PRQ uifd ZO815 67th Ave NE
Arlington, WA 98223
- ��� Phone: 1-360-925-4155
- -F`�s°`'�'-- --- -- - -- ---
n: .._..__..-
__-1 "siinu�c•.:.___.....__..__ _._...__.._.._
Cary lang const. ;
............................... !
......_.........._........._.......__.....;"si7irit�. o __..__......_........__......_.....
T L2-2802-3 Plan j L2-2802-3 Plan
5- —__—_-----_ _.—
13047 57th ave s, Tuckwilla, WA
I ni�s �s n ruuss r�,�c¢��var ninsunm oa�.��.
' �o�pnven1551 berinrnr�tanM v� nYiaitlu�l OnilJinC
I 1 �he (�afinn nf I�ea1WlEivo'JesbuilJinp, dviGn
; �aro�n :i a.»x� .n..0 ro. <.�n � �„ e�;��, w �nr.a
- .__.._ .... , o��� �,
i�.(il' .:......... ......'"--"""'"-- � P�+���nenl drminW The boflJinG dr�iRner
L �. n�yonxibl<fur I<myoro�v �nd V�rmnnenl prn�inL' olMe
yi� roa(�nJ Il�ror av��em �nY fpr Ibe ov<rvll xt�vrtun, i�e
� ...................... ........ ......� JniRn n( t�e �ruu xuOWri enur�un in�indio: �eWrrs.
iziri a: B� EO33rJ3 n"""• „'0i, •w .om���, �. m< resDnuelbiliy nf �M1a
' i boildin6 J<si�ner. For penrnl pnidan« r<RnMiny
....._..- . --"—� __— _..___"j bra<io,�,. �oniull "Br�cinR of .rolq Iivfsri' �v�tl�ble
i lm�v ��e Truv� Pla�e ins�l�u�r, sg3 D'<)nifrla Drn�e;
, :�Gdi.sun, \�'1531]9
Job Truss Truss Type Qty Ply L2-2802-3 Plan
� - K2148636
61603353 A02 SPECIAL TRUSS 5 1
Job Reference o tionai
t'rot3und a,rungton, Aningron,WA ySZ23 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Jul 07 10:47:02 2016 Page t
I D:fPVdn E_YkwaL30Gt8uq Rs7yvar_-VvLw4Z HM FiJmSt5YR6FOyhg ME7tfn5PQi14LHz_TDt
-7-13 6-6-0 4-6-0 3-0-0 1-9-0 4-4-15 6-4-1 6-4-1 6-1-15 5-0-0 3-6-0 56-0 -7-13
Sx6 =
4.55 � 2
Scale: 1/8"=1'
9x18 MT18H = 20 19 �� 1y 18 �� �6 9x18 MT18H =
8x16 MT20HS = Sx10 =
2.00 12
5x10 = 8x16 MT20HS =
6z6 -
i 8-1-4 i 15-9-0 2� i 32-10-0 39-10-0 46-2-4 53-0.0
-,-, � ...,.. ___ _.. __._ �
LOADING (ps� SPACING- 2-0-0 CSI.
TCLL 25.0 Plate Grip DOL 1.15 TC 0.99
TCDL 10.0 Lumber DOL 1.15 BC 0.84
BCLL 0.0 * Rep Stress Incr YES WB 0.82
BCDL 8.0 Code IRC2015/TPI2014 (Matrix-S)
LUMBER- '
TOP CHORD 2x4 HF No.2 `Except'
1-5,10-14: 2x4 DF 1800F 1.6E
BOT CHORD 2x6 DF 2400F 2.OE "Except'
16-17,17-20: 2x6 DF No.2
WEBS 2x4 HF No.2 `Except*
6-20,6-19,11-16,10-16,12-15,3-21:2x4 HF Stud/Std
4-20: 2x4 DF 2400F 2.OE
REACTIONS. (Iblsize) 2=2394I0-5-8, 13=2395/0-5-8
Max Horz 2=-128(LC 13)
Max Uplift2=-91(LC 8), 13=-91(LC 9)
DEFL. in (loc) I/defl Lld
Vert(LL) -0.86 18-19 >737 240
Vert(CT) -1.5418-19 >413 180
Horz(CT) . 0.51 13 n/a n/a
PLATES
MT20
MT20HS
MT18H
Weight: 290 Ib
GRIP
185/148
1391111
1851148
FT = 20%
BRACING-
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
WEBS 1 Row at midpt 11-16, 10-18
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
FORCES. (Ib) - Max. Comp./Max. Ten. - AII forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-8800/324, 3-4=-8546/280, 4-5=-44501126, 5-6=-4378/136, 6-7=-39431116,
7-8=-3974/180, 8-9=-3983/183, 9-10=-3978/113, 10-11=-4724/146, 11-12=-8503/200,
12-13=-8637/234
BOT CHORD 2-21=-374/8251, 20-21=-211/5659, 15-16=-79/5930, 13-15=-165/8087, 19-20=-87/4087,
19-28=0/2911, 28-29=0/2911, 18-29=012911, 17-18=0/4306, 16-17=0I4306
WEBS 7-19=-405/115, 6-20=-36/511, 9-18=-471/134, 6-19=-762/111, 11-16=-1916/102,
8-19=-120/1392, 8-18=-124/1405, 10-18=-860/125, 10-16=-61432, 11-15=-26/3027,
4-20=-1964/153,4-21=-101/3341
NOTES- -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=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=1.33 plate grip DOL=1.33
3) All plates are MT20 plates unless othenvise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' 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.
6) Bearing at joint(s) 2, 13 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface. ,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 13.
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and %:" gypsum
sheetrock be applied directly to the bottom chord.
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek� connectors. This tlesign is based only upon parameters shown, and is for an individual building component, nof
o iruss system. Before use, ihe building designer musf verify ihe applicability of design paramefers and propedy incorporafe fhis design inio ihe overall
budding design. Bracing indicated is fo prevent buckling of individual iruss web and/or chord members only. Additional femporory and permanent bracing
is always required for stability and to prevent collapse with possible personal injury ond properfy domage. For general guidance regarding fhe
fobrication, storage, delivery, erection and bracing of irusses and fruss sysiems, see pNSI/TPII Qualiy Criteria, DSB-89 and BCSI Bulding Componeni
Safety Informafion available from Truss Plofe Institute. 218 N. Lee Street, Suite 3I2. Alexandria, VA 22314.
��'
MiTek"
250 Klug Circle
Corona, CA 92880
July 7,2016
`
y�
City of Tukwila
Allan Ekberg, Mayor
Depa�tment of Community Development Jack Pace, Director
August 8, 2016
CARY LANG
29815 24 AVE SW
FEDERAL WAY, WA 98023
RE: Correction Letter # 1
COMBOSFR Permit Application Number D16-0191
CARY LANG - KNUDSEN - 13047 57 AVE S
Dear CARY LANG,
This letter is to inform you of corrections that must be addressed before your development permit can be approved. All
correction requests from each department must be addressed at the same time and reflected on your drawings. I have
enclosed comments from the following departments:
BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments.
• (GENERAL NOTE)
PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised
plan sheets shall be the same size sheets as those previously submitted.)
(If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of
the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature.
Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp,
signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a
bound specification document that contains specifications other than that of an engineering or land surveying
nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is
responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed;
Front page only will be sufficient. (WAC 196-23-010 & 196-23-020)
(BUILDING REVIEW NOTES)
1. Provide revised elevation sheets specifying North, East, South and West.
2. Building codes referenced throughout the plans to incfude engineering are no longer in effect. As of July 1 2016,
City of Tukwila requires all plan designs with notes to comply with the new adopted 2015 International and
Washington State Building codes. Please provide new plans and documents to reference the current State and
International codes including 2015 Washington State code amendments as follows:
2015 International Building codes (IBC)
2015 International Residential codes (IRC)
2015 Uniform Plumbing codes (UPC)
2015 International Mechanical codes (IMC)
2015 National Electrica( codes (NEC)
2015 Washington State Energy codes (WSEC)
2014 Liquefied Petroleum Gas Code (NFPA 58)
2015 National Fuel Gas Code (NFPA 54) (for LP Gas installation only)
2015 International Swimming Pool and Spa code
2009 ICGANSI A117.1 (barrier free codes)
3. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air
opening(s) with sizes specified in the garage. (IRC G2407.6 & IMC 304.6)
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 � Phone 206-431-3670 � Fax 206-431-3665
e�"'
4. Glazing adjacent to the stairs and landing where the bottom of the glazing is less than 36 inches above the plane
of the walking surface shall be safety glazing. Verify if the window shown shall require safety glazing and note as
necessary. (IRC R308.4.6)
Note: This permit plan review may not be complete as revised plans may require further corrections.
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
In order to better expedite your resubmittal, a'Revision Submittal SheeY must accompany every resubmittal. I have
enclosed one for your convenience. Correctionshevisions must be made in person and will not be accepted through the mail
or bv a messenger service.
If you have any questions, I can be reached at 206-431-3672.
S' cerely,
Brenda Holt
Permit Coordinator
FileNo. D16-0191
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 � Phone 206-431-3670 � Fax 206-431-3665
PERMIT CO�RD COP'�(�.
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0191 DATE: 08/08/16
PROJECT NAME: CARY LANG - KNUDSEN
SITE ADDRESS: 13047 57TH AVE S
Original Plan Submittal Revision # befor•e Permit Issued
X Response to Correction Letter # 1
DEPARTMENTS:
�
Build g Divis�on �
Public Works ❑
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
REVI.EWER'S INITIALS:
APPROVALS OR CORRECTIONS:
Approved ❑
Corrections Required ❑
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
Revision # after Permit Issued
Fire Prevention ❑
Structural ❑
Planning Division �
Permit Coardinator ❑
DATE: Og�lOI16
Structural Review Required �
DATE:
DUE DATE: O9IOg�16
Approved with Conditions 1�
Denied ❑
(ie: Zoning Issues)
DATE:
T'ermit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
iznsnois
�'ERf�a� C44RD COP�
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D 16-0191
PROJECT NAME: CARY LANG - KNUDSEN
SITE ADDRESS: 13047 57 AVE S
X Original Plan Submittal
Response to Correction Letter #
DATE: 07/14/16
Revision #
Revision #
before Permit :Issued
after Permit Issued
DEPARTMENTS:
Orc� c�c�i�R.- � � � c/ 1• �l ' �u L1.`� /� ��`��i�-� (�
L � �w �
Building Division Fire Prevent�on � Planning Division �
�M �c. �-�-�-f�
Public Wocks � Structural � Permit Coordinator r
PRELIMINARY REVIEW: DaTE: 07/1.9/16
Not Applicable ❑
(no approval/review f•equired)
REVIEWER'S INITIALS:
Structural Review Required �
DATE:
APPROVALS OR CORRECTIONS: DUE DATC: OgI1.6IlC)
Approved
❑ Approved with Conditions ❑
Corrections Required � Denied ❑
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Oirly
CORRECTION LETTER MAILED: � ��
Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff ]nitials:
12/ I S/2013
City of Tukwila
Departinent of Comrnunity Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: http://wvs��.Tuk���ilal�VA..�ov_
REVISION
SUBMITTAL
Revision submittals must be submitted in person at tlze Permit Center.
Revisions will not be accepted throug/: the mail, fax, etc.
Date: g� /� Plan Check/Permit Number: � 1 ICJ ��' I�
Response to Incomplete Letter #
Response to Correction Letter # �
Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
❑ Deferred Submittal #
Project Name:
Project Address: , 7j � L% �' ��_�—�J e S ��W i�,/.�-
Contact Person:
Summary of Revision:
0
CO wi vwP a�1't" S
�� ,
Phone Number: � � —
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by: ��
[1� Entered in TRAKiT on � ' "
W:�Permit Center\Templates�Forrtts�Revision Submittal Formdoc
Revised: August 2015
r
��
r��y [)F T KWILA
. . •
_��� ►
� City of Tukwila
• Department of Public Works
+ 6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
" ' Phone:206-433-0179
Fax: 206-431-3665
Web site: http://www.TukwilaWA.�ov
Parcel No: 2172000250
Address: 13047 57TH AVE S
WATER METER INFORMATION
Permit Number: D16-0191
Issue Date: 8/24/2016
Permit Expires On: 2/20/2017
Applicant: CARY LANG - KNUDSEN
DESCRIPTION OF WORK:
CONSTRUCT NEW 2802 SQ FT SINGLE FAMILY RESIDENCE WITH A 577 SQ FT AiTACHED GARAGE AND A 55 SQ FT
COVERED DECK
METER #1 METER #2 METER #3
Water Meter Size: .75"
Water Meter Type: PERM
Work Order Number: 21640125
Connection Charge:
Installation:
Plan Check Fee:
Inspection Fee:
Turn on Fees:
Subtotal:
Cascade Water Alliance (RCFC):
$60.00
$490.00
$10.00
$0.00
$ 50.00
$610.00
$6,005.00
TOTAL WATER FEES: $6,615.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
So.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
CARY LANG CONSTRUCTION IN�'
Home F,spanol Contact
Safety & Health Claims & Irrsurance
� Washington State Department of
�,,� Labt�r � �ndUs�r�es
CARY LANG CONSTRUCTION INC
Owner or tradesperson
Principals
LANG, CARY MITCHEL, PRESIDENT
LANG, JENNIFER ANN, SECRETARY
Doing business as
CARY LANG CONSTRUCTION INC
VVA UBI No.
601 231 391
License
29815 24TH AVE SW
FEDERAL WAY, WA 98023
253-661-6880
KING County
Business type
Corporation
Page 1 of 2
Search L�I �� s - �" `
�
A-% I'nd�x Help N1� I.Bci
Workplace Rights Trades & Licensing
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
_ ....................................._......._. .
Meets current requirements. �
License speciaities
GENERAL
�icense no.
CARYLC17010F
Effective — expiration
09/0611990— 09/13/2016
Bond
.....
DEVELOPERS SURETY 8 INDEM CO
Bond account na.
796451 C
Received by L&I
09110/2008
Insurence
.......................
INTERNATIONAL INSURANCE COMPAN
Policy no.
IG06C004387-00
Received by L&i
08/20/2015
$12,000.00
Effective date
0810912008
Expiration date
Until Canceled
$1,000,000.00
Effective date
09/10/2015
Expiration date
0 9/1 0120 7 6
Insurance history
Savings
...........__....
No savings accounts during the previous 6 year period.
Lawsuits against the.bond or savinys
No lawsuits against the bond or savings accounts during the previous 6 year period.
L&I Tax debts
.......................
No L81 tax debts are recorded for this contrector license during the previous 6 year period, but some debts
may be recorded by other agencies.
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391&LIC=CARYLCI101OF&SAW= 8/23/2016
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CaE�ERAL NOTES� I�APERVIOUS SURFACE COVERAGE LEGEND
ROOF INFILTRATION CALCULATIONS: �� :��.� � �.. ��.��• �
1. CONTRACTOR SHALL FIELD VERIFY ALL HOUSE AND COVERED PORCH PROPERTY LINE �������`��:^a��� �' `:�� �.�� ��'.:���,.;� 4" CONCRETE PAVEMENT
GRADES PRIOR TO CONSTRUCTION. 2,2$� SQ. FT. X 30 LF/1000 SF X 2' DEEP / 3' WIDE = 45.62 LF (INCLUDING OVERHANG) 2,281 SQ. FT.
� ' ' ' WALKWAY 35 SQ. FT. � � BSg� : 3" CLASS B ASPHALT OVER 6" CSBC
2. KEEP INFILTRATION TRENCH 5 M
IN. FROM DESIGN 46 LONG X 3 WIDE X 2 DEEP � ...........
PROPERTY AND 15' MIN. FROM HOUSE
DRIVEINAY 635 SQ. FT. RIGHT OF WAY LINE
FOUNDATION. PROPOSED RESIDENCE
- - RIGHT OF WAY CENTERLINE
� ' ' TOTAL 2,s4$ sQ. FT.
� � � 10HORIZONTAL GORAPHIC5SCALE o ______ PROPOSED INFILTRATION TRENCH
I � - ADJACENT PROPERTY LINE C _ _ _ _ _ _ �
�� � 2,951 / 7,601=0.388X 100% = 38.8% IMPERV. SURF. COVERAGE
I � � 1 inch = 10 ft. CORNER SET
� � I
� � � 2' GRAVEL STRIP �
� � I
� � I 46' 10' MIN 5' MIN
�i ► I
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N0. DATE BY REVISION DESCRIPTION JOB N0. ISSUE DATE CARY LANG CONSTRUCTION REFERENCE
SHEET N0.
7-05-2016 H, x. � , " ..:�' J �� �
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DESIGNED BY: �-i. fi. PHAN ��F WASJ�j��. 'z''4'oF `Q Land Planning • Civil Engineering (�
DRAWN BY: �. H. PHAN ���� ♦���� ��� r� �'� 5130 South 166th Lane 13047 - 57TH AVE SOUTH
_ SeaTac, WA 98188 SHEET
CHECKED BY: :•:� ,� �/ T (206) 229-6422 ,�
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10 5 0 5 10 � I I MINIMUM 4"X4" TRENCH `;__— �_: `- �
CORNER SET ! "--- �'
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I � � PROVIDE ENERGY DISSIPATION
I I � AT TOE WHEN NEEDED
i i � PLASTIC COVERI�G DETAIL
� � � PER 2009 KCSWDM FIGURE C.3.4.A
� INSTALL SILT FENCE � I
� PER DETAIL THIS SHEET � I SCALE: NONE
I� I I /
l+ I I
�� � I CONTRACTOR TO PROTECT MUD FROM BEING �
C-� �--- ---��—� TRACKED ONTO THE PUBLIC ROAD �pP� VARIES
I I ---
N33°48'24"E 80.00'
--------- ------------ ���S��N
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i " PAVEMENT � � ��
;
i ,
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,, �,,�, f � � �� - a � oR
%�%�;�i��% INSTALL DRIVEWAY CULVERT �R=25' MIN. 15' MIN. PROVIDE FULL WIDE ��VI��p�t�t�(��,
���; ..,'�\
���� ��� STOCKPILE IF THERE IS A ROADSIDE DITCH OF INGRESS/EGRESS AREA •���j�,C� v��
, ,%,
��%�' i���' PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE ���=�
r �/%� i i
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- -� ;;; � ( )
�; i� 4" TO 8" QUARRY SPALLS � 1� 2��6
�\\����\� PER DETAIL THIS SHEET � QUG
� ' �; �,- ;, ��,
-� �:=�;�,;'��a NOTES�
�. ��\���;!���� ila
;.;�,,-,;,; ;�,., -�° -:- AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF �,j� pf Tu�
- ��i; :;,a
'<��`�� ����`) : !%�,, :,� � D1lI1�10
; ;,` .��,;��.,�, � RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF BU�L�jNG
;;: ���;.��5 THE ROADWAY.
��
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;-",' ���\;�i ` IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD.
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;�j`�`; �� : o PER 2009 KCSWDM FIGURE C.3.1.A PLACE 5 FEET TALL ORANGE FILTER FENCING
�;�yj jj��^ � � . SCALE: NONE AROUND THE DRIP LINE OR AN AREA AROUND
`oo ���.`..:��;\��' , THE TREE EQUAL TO ONE FOOT DIAMETER FOR X
� w EACH INCH OF TREE TRUNK DIAMETER, �
� , WHICHEVER IS GREATER �,
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INSTALL TREE PROTECTION FENCE ��
�� Existing
PER DETAIL THIS SHEET � ��u,e
� !/13045 JOINTS IN FILTER FABRIC SHALL BE SPLICED
� AT POSTS. USE STAPLES, WIRE RINGS, OR + +
_ { � EQUIVALENT TO ATTACH FABRIC TO POSTS.
F / � � �
�-1�° r � � 2" X 2" X 14 GA. WIRE OR EQUIVALENT,
��� �� ��� � e� l� T�ANCE -�-��l-��ll-�l��l F STANDARD STRENGTH FABRIC USED
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.�,... �,��' �,;; � .< INSTALL CONSTRUCTION EJ�J _. _. _._....._ _ __......_ _ ......... .... .
�t��. � •�( ;,•-� _:, �.� r;' � I
�`i:`'�•;,`'.';)���``��:,;;'�_���' `i` PER DETAIL THIS SHE�fi � TREE PROTECTION FENCING DEi'AIL
, � � t �� ,� t ,r'-�s ,, l % r ; , SCALE: NONE
I,� �� � � � f ! � ''� FILTER FABRIC
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_.....__._._............ _..____ ____-- -_.__
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�_....._�.......... �� T....._.__. �• —.....,_ � _—. �-------------------_._.. TO 8 WIRE BACKING IS U FOR
OST SPACING MAY BE INCREASED � .://
.�S S5 —_ �— S5 . �— SS ----- � . .. ' IF SED FILTER MEDIA ' ,�/�
-- S� ----....__ SS ......_�^...__ SS __.�.�._.__ �S --......�_.__ S5 __..._.—._.. S5 DEWATERING %����
� ..,.. _,....—._._.�_._.—.. �S .___.......— �> ...—_.....— �S -- -- SS _._.__ _... -- BACKFILL TRENCH WITH \/.
�� 2" X 4" WOOD POSTS. STEEL FENCE POSTS, NATIVE SOIL OR 3/4" - 1.5" j'�/ ��;�
= u�i O \\! ,�\\"�
cn INSTALL INLET PROTECTION (TYP) �� REBAR, OR EQUIVALENT WASHED GRAVEL \� ; ,,
son�F� � PER DETAIL THIS SHEET ��� ����
NOTES� ���i; PORous BOTroM '���i;
RIM=16.3�� _ _ _ _ _ — — — FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. ��� � ''����
- �iECE1VED
=�� ,� ;�, �� ��, __..._._.........._.... ;� ................... S„ __� �p _�- SILT FE�CE DETAIL CIiY OF i'UKWiLA
.�� �J�� �U SD ._.........._._.__.__....... JCl ....._.._._..........__._._._ JD ��
_-__..___._____. _• ______._..._..._ -� THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN.
`;D --------------�--� SD - �D �� � `� - PER 2009 KCSWDM FIGURE C.3.6.A
�� SCALE: NONE �UL 14 20�6 SEDIME TFPROVOIDE AN O ERFLOW, AND CAN EOEASILY MAINT'AINED.RED
T
— �h' V41 ...._...._ .......................... W — ti� _ N/ __..._.._...._._..........._._. � -----�............._ W ._ W ..........�..------__ W _____---- W W �;1 _.
_____ w __........... W __ w w W_�.----------- w --------- ---- PERAIIti NTER
__..____ _._.___________-- -..__..._..........._---.
--_________ --------..^.____ _...----. __....._...._..._
' CE INLET ROTECTION DETAIL
��-� �"- R " ` PER 2009 KCS DM FIGURE C 3 9 B
a _.........._____— ------ � —.._.___------._._—
�hif� �._.__._._.....____--- OHP �......._._..._........... OHP -...�._.�.�.�.�..__..____-- OHP — . . .
,— C)HF� _._. QHf . ..�......_._......_��._---- ...........__.. ---____
EC7GF'� OF ASF'�HAL
OH -- -- --
OHP — OHF
12t;iP _S?I..� �._....._----------ZC — — — — — — — — — — - I'�
_....__...._.. � __._.� -- W
Ce�— POWEh' POi...E: SCALE: NONE
NO. DATE BY REVISION DESCRIPTION JOB NO. ISSUE DATE � H, r�� . � .� ,.,_� -� .� CARY LANG CONSTRUCTION SHEETENOE
7-05-2016 H P •��' o� w ,''�'' ��,;� J�� r ,
DESIGNED BY: H. fi. PHAN ��F wAsNr��. � Land Planning • Civil Engineering (✓ PARCEL N0. 2172000250 SP2
DRAWN BY: L. H. PHAN ��� r ca°� 5130 South 166th Lane � 3047 - 57TH AVE SOUTH
_ ! d w SeaTac, WA 98188 SHEET
CHECKED BY: �'°,��P�GI 815 ��' T(206) 229-6422 2
42815 StbNAL'�
PROJ. MNGR: A�o '��'GISTER�'� ��'4 T�SC ��A A D DE�AILS OF
��SSIONAL ���'�� EXPIRES: 2
SHEETS
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BEAR ON Fli�'1 UNDISTURBED EARTH �3ELOW �ANIC SURF,4C� SOILB. BACKFIi.� TO �E THOF?OIKxH�Y CC�MP�4GT�D.
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tOP C� tl-I� 8,48�MENt FLOOR, t0 tN� FINI3�D GrtR4DE. M�4SONRY W�4LL8 5H�41.L H�4V� NOt LE83 tNAN 3/8 INCH PORtL,4ND CEMENt
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TN� M,48UNRY.
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2. 55 P'OUNp h20�L �OFING_
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6. ��-MIL PL�XIi3t�E 1�OL'�'M�R c,:EM�NT.
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�PH,4L7 SHALL COfV�Oi�'f i0 7Yf''E C C7� A87M D�9. NOt ,45PN,4Lt SN,4LL BE APPLIED ,4t r4 t�MP£R4tUfZE OP LESS tHAN ZfdO'�.
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iN t�Mt3lJ8ili�3LE CG�hISi�IG710N WNEi� tNERE 18 USABLE 8i',4G� SOtN ,4BOVE t B�LOW tNE
CC�NCEALED SP�4C� c�F A PLOOR/C�ILINCrt �8SEh1BLY, DRA�TStOPB SH,4LL BE MSTALL�D SO tNAt tHE
,4#��4 OP tNE CONGEALED SP,4GE DOEB NOt EXG�ED 1�0 8CaUAl� �E�t. D�I'StOPPINCs 5N,4LL
DIYIOE tN� Ct�NCE,41_ED sP,4CE INtO APPk^OXIMAtELY �G�1.1,41. AREAS. WNE1�E '1'N� .433EMB�Y IS
ET1CLo�D 6l" ,4 �Lac�R MCMBI�4N� ,4Bov� e,4 GEILIi�lcs M�MBR� B��OUJ, DRfiF'�'StOPPITJ�s SNALL
� PRvvIDED IN ��voFvc�I�ING� ,45a�M8�1�8 uNDER tH� �o1.�oWING clRciartBtANcEB:
1. C�ILING IS 81�48P�ND�D IA�DER 7NE �1.00?f? FRr4hi(1VCx.
2. �LOOR �Rr4�htiNCx 13 CG�1�'iRblGtEt� OP Tf�t,188-tYPS OP�N-UJ�B OR f'ERFOt2A'i'�D M�MB�R3.
DR�TStOPPINCs SHALl. GONSIST C�F M,4T�RI,41.8 LIBTED IN IRC 3EGTION R3fd2.12.L
FIREBLOCKING R302.11
fN COM�IJStIBLE GC�tS'iRt.IGtION, �Ii�BLOGiGINC� vNALL S� PROVID�D t0 GUt O�F BOtH VERTIG,4L
,4ND HURIzOhI'I',4l.. GONG�Al.�D DR�T C)P�NINC�rB ,41�1D t0 �C3t�M AN �FEGt1YE �IRE e+A1�21ER �E'I'W�EhI
StORIEB, ,4ND BEtlU��1J A 70P StORY �4ND tHE ROOF SPACE.
�I�BLOCKItJU SHt�Ll,. BE PROVIpED IN WOOt�-Ftv4M�D CONS7RLtCtION IN tH� FOLLOWINCs LOCA710N8:
1. IN GONGE�I.ED 3P�CE8 C�F S?UD WALLS ,4ND PAi^c'TITIONS, INCLUpii�ts RIRR�p SP�4CE8 ,4ND
PAR�4�L�L ROWB O� !3'iUDB OR St,4C�L"R�D 8'tUDB ,4S �OLLOWS:
1.1. lI�R71G,4LLY ,47 TN� CEILtNCx ,�NO �1.00R �EYEl.B.
12. HORIZONt,4LLY At IN't'ERY,41.8 NOt EXCEEDING 10ft
2. �T MT�f�+COMVECTION3 B�TTUUI��N GONG�,41_Ep YERTIC,A�L ,4ND HORIZON7,4L SPACES 8UGH AS OGGUR
,4t SO�ItB, DRC7P C.�ILIN�$, r4ND G011� GEILIPIC�3.
3. IN CONGEALED �'AGES �i'U)EEN 8t,41R BTRINGERB AT 7HE TOP ,4Np BOTTOM OF TI-{E RI,IN.
�TICL03E0 SFAGES LINDER ST,41R8 8HA1.L COMPLY WItH tRC S�Gt10N R3t�2:1 lvs' CsIUB)
�4. ,4t OP�NINCGeB AR�LMD Y�NtB, Ptf�B, GUCtg, G4BL�8 ,4ND WII2�8 At GEILING ,4ND �LOOR LE1�EL,
WItH AN APPR0I�D M,4i'ERI,�L t0 1�818t tHE i�� R438�4C� OP �L� �4ND PRODUCtB OP
GOMBu3tlO�l. tN� MA'T�RI,�1. �ILLI1JCx THIv At�NU,IL�4R SPACE 8N,4LL NOt BE iZEQUIi'?�D t0 MEEt tHE
�N
,437M E 136 I�QUI��:M�NtS.
5. FOR tl�l� �Ii�B1.00,KIt�x OF GHIMNEY3 �AT�D �IREP��4GES, 8�� IRC 8EGtION Rim03.19.
6. FNaEB1.00fGING O� CO�IiC�S OP ,4 tW0-�,bMILY �W�U.ING IS �QUIRF_p ,4t tHE LI1JE O� DllJ�1.�It�KZ
LINIT SEP�RATION.
FIR�BLOCKItJG SHALL CC)NSISt O� MAi'ERI,4L8 L.15TED IN If�C SECtION R302.11.1 1.00SE-FI�L IN3U1.,4tION
MA'I'�RL4� SN,4L1. NOT �sE US�p AS ,4 �Il�BL�CK UN4.�83 BPEGI�IG,41.LY 'I'�STED IN THE �ORM ,4Np
MA�MJEIQ IN't�TtD�D. t++E INtEGRI'I'Y t� aLL FIfZEBLOCKB 3N,4LL B� MAINt,41NED.
����l��� ,4�� NAILINCs t0 COMPLY Wltl-I fs�GiUIREM�NtB OP IRC 7A�3LE Rbm'13fi) t.:R'�'P3uM WALL 80,4RO
,4t IN'TERIOR W�41.L8 t0 SE �,4gtEhl�D �ICCORDING t0 tABLE R t0235
MINIMUM tNICKN�55 ,4Np APPLIC�4TION O� C�YP�M 80�4i�D
T,48LE R'Ita29S
o� c.� M,4JcnMu�1 NL4>cli�N�Mt sP�4�CMG
aYt=surr aY�arr e�,aca� oF o� �,ast�te� tarc�$�
80.M� CR 00ARD OR 81� d° TJ�4�U.8 FOR2 AQPLIC,4TION
Csl'f�'8LM PAt�L "�°�-IG4t10N G1'TmBUN 1�AtdEL ��� TO UJ0�7D FR4MMG
1�t80GtJGTB 1'I�ODUCTB TO �� � � Od'�oslVio ���
t�a o,c�
� C�ILMG P�IQI°�TIDICLU-,4R 24 7 lZ L3 Cxl4C�E, i-V4' LONCti, t°V64' FIE,4L�s fZ�jO'8�' DIA, I-V�' L.C7hY'. A1�W.AR-
9/8 lU41.L SITH� DH�CTION Z4 8 16 1�ING�Ds O(� 4d COOL�i� NAIL. P�iP��' DIA, i-3/8' I-OWC*, 'I/9�' 1$A�D.
C�ILDJG $It+aER 3�N@�L'TION 1Fa T 12 ��E. I-9J8' LON��y f�l8d' I�ADi r�m98' PL4,1-V4' 1.GNC':. �AR-
I�MIC�qi O!i 15d C001.� tJI41L, fBt�CB,' Di,d, I-b/8' L.CNCi�, �/64' I�AI�:
�, c�i�.n� t���iciu.a� sa � �s oR ��rr� eo�c wan., m�►� at,a. i--rre� t.or�, sr�� �,ac.
w�a.t. �ir+�e nit�ctid� za 8 r�
r1
u�u �it+� ptt.�cria� ta rs t�
C�ILdJCs EITH�R Difa'ECTION W ? IZ 13 cil�. I-6/!9' LOPk3,1s�64' I�ADs (a,m98' 1�IA.1-3/S' LOIJCi. A1J�M,IL�4R-
H R 9
RtPJC+ED, c7R bd COOL.ER FL411. Pl�e'1' DIA, i-'i/8' LONCs, V4' +�EAD, OR
C.81LMG F�IQI°�-TIC�ICI�U.,4R Z4 '1 12 NAI ��4t@5' 1-7/8' 19/b�'
X AT
�ie� at�+� t��c�cw.�a�e sa � � i-�ia� �a� ed coat�c wai�e a� �caurva..�arr p�zrwa.�. ec�.
ira� sc�ws awat.�. cati�.�r wtu e�cricri atm�sal
WALL EITHL�@ �I}@�CtlC7N Z�F 8 12 19 Cw4C�E, I-$/B' LONrs, f9/64' FIEAt>� ORl8�3' DIA.1-9/9' l.A�k.�. �4rNJLAR-
I�JWGiEDs Oft 6d COOLL}2 NAIL, fL�.faffi' DIA, I-V8' LC�WC'�, V4' F�4D� Ol�t
U�4LL EItHER I�IfZEG't10N 16 8 16 � � •
,4f'P1.ICATIGN 1U111-I ADIaE81YE
3/8' C�ILMGt T'EI�Pk?JDICW.AR 1Fs ifa 16 S,NNE A8 .4� i� 8/S' G71�IM C0.�11� ANA 41'�81J"'1 f°.41�L
U14LL �ITI�IER DI�GTION Ib ib 24 �TB.
CEILMG E(7NER OfI�G1'ICM 16 W I� SAh� A8 A9o1lE FOR I/7' AND 9/8' Gl'P81r7 BOARD AND GYPStrI
I/7' Ot2 15/8' CLILMG t'�I�.NDIGJl.,4}� Z4 12 IPs t�At�L !'�DUCYB, T�8i�G'tivLl.l:
U�4LL �ITH�R Di1Z�GTiON Z4 I6 24
Yuao c�iin� t��icxu_ar� �► t� i� a,asE �..Y Haitm ,a8 ,aeov� Fo�e ��Yws�rr �o,aRn .axc ���urr
g� �"�`�� U14L1. EItNER D{REGTION 2d 4d 24 PA1�L PIQODUGT¢v FA� PLY I�{ST�4I.LED WItN ,4DFIE8IVE
F,48TENERB ,4!_L N�41L8 6PECIFI�D ON TH(8 PLAN �4�41�LL B� COMMON OR G,4LYANIXED BOX Cl,lN1.E83 NOTEO OTHERWISE) OF T�{E
D1,4�'IETER �4ND L�Tk'stN LIStED B��OW OR A3 P�R APP�NDIX L OP tH� NAtIONAI. D�81GN SPECI�ICAtION FOR UJOOp CON87RUCt10N
1N08) Sd COMMON C0.131' D1,4y 2-1/2' L�tN), 8d BOX (0J13' D1,4, 2-1/2' LG�NCs), 10d CC�NtMON lfd.1�48' D(�4., 3' LUNCa) 1md BOX ffa.128' t�1,4.,
3' �EWCs71-I), lbd C.OI'1MON Cfd.162' 1�IA, 3-I/2' LOhICx), lbd SITJlG�f2 C0J48 Dt.4, 3-1/4' L.ONC�) 8d COOLER Cfdl�86' G1�4., 1-5/8' LOPKa ), bd
COOLER C0.092' pIA, 1-i/8' LONC�)
!!��!? G�an�� �fZ4t'11NG LUMBER SHALL COMPLY WItH tHE L�4tE8t EDItION O� tHE CsR�4�DINC�s ia�,tL�B t� 'I'H� IU�StEi�tJ f'hZODUCtB
A380CI,4TION OR TN� U188T G0,�4ST LIJMBER INSPEG710N BURE,4U. ,4LL 8�4llXJ LLtMBER BHALL SE ST,dJ"tP�D U11TH TI-� C$R�4p� M,4RfG OF
AN API�VED LUMB�R CsRA�DiNCs ,�1�CsENCY r4ND SH,41..L. HAVE tHE �O�LOWfNG UNA�'`JU3tED P881GN MINIMI�tM PROPERtl�8:
JOISTB: UIOOD 7YP�:
2x4 1-� r1 -�b•97� pei, Fv•i�0 pet, Fc•130fd pai, �•130�m00j�st
zx� oR LAt�ER H� n-�b■9�5 per, �vl5m per, �c•1�m per, �•13mmmmIDpe�
4X I�-L r1 -�b■9�0 paf, �v■ism per, Fc■1380 pai, �■1600t�00��e1
bx oR 1.A� aF-� n- t�•875 pei, Fv.i�tm psr, �c•�� pai, �.t3�a�pb�
p
8'NDS
�X4 HF �'2 - ib■9'15 pet, Fv■15fd pai, Fc■13fl�0 pst, E■1302�f1�0ps1
2x6 OR LARC�R HF �'2 -�b■9'15 et, �v■150 ai, Fc■13(d0 af, �■13 si
P�OStB
4X4 HF R2 - Fb•9�5 pat, Fvt5ID pai, Fc•13�0 per, E•1300m02pst
4X6 OR L4i�R HF r1 -�b■9�5 par, Fv■150 paT, �c■130m psr, �■130000�81
6�6 OR LARC�R DF-L °I -�b■12@0 pet, Fv•n0 pat, Fc■im00 pai, �■1bm0000pe1
�
0
GLUED-LAMIN,4TED �AM CC*LB) �rN,4J..L B� 2-0�-V4 �OR StNCs�E SP�T�lB t 2�-Y8 POR CONtINI,lOUB OR C,4NTILEVER °vPANB WItH tHE
FOLLOta11NC�s MIN(MUM P'I�C�'ERTIES:
Fb ■ 2,4f�0 PSI, Fv ■ 165 P81, �c ■ 65m P81 (P�f�t'�NDICULAiV, E■ 1,80fdjd0m P31.
�1�lCxINEE1�ED WOOD �3E,4MS ,4ND I-JOISt
CONTRAGtOR 3N,4LL SUBMIt 8N01� DRAWfNCs3 ANp SP�CI�IC,4tION8 �OR APPROV,41.. BY SUILDING OFFICI�4J... DESIGN, F,4��3RIG,4tION AND
Eia�GtION IN ,4GGORD,�WGE UlItN tHE LA'I'ESt IGC Ev�4LUAtION I�PORt.
BEAMS D�SIGNATED A8 'P8L' 3H�4LL HAI/E THE MINIMtJM PROPERtIEB:
�b ■ 2,900 P31, �v ■ 290 P81, �c ■ i50 PSI (P��NDICULAW. E■ Z,fa00�d00 P81. L3E,4M8 TaESICsNAtED AS 'LVL' SNt�LL HAVE tNE
MINIMI,lM PROPER'i"I�S:
Fb ■ 2�000 F'8t, �v ■ 285 P81, �c ■'(50 f'SI (t''��ND(CU!_,4�, E■ 1,9f�0,fd0� P31. B�AMS I�EStC�1dAT�D ,48 '�.SL' °iN�41..� H,41IE 7HE
MINIMUM PROp�Rl'1�8:
�b ■ I,'100 PSf, Fv ■�m PSI, �c ■ 68fd P3( CPERPEPIDIGJL�4W, E■ 1,30�,m2►m P31. G,�4LCUL4tION3 SNALL INCLUD� D�L�GTION AND
GAMBER t?�C�t,tIR�M�N78. DEFI.�GTION �H,4LL BE LIMTEp ,48 FOLLOWS:
�LOOR Li1/� LOAD M,4XIMUh1 ■�/d80, P�Ot� tOtA�L LOAp M�4XIMUM ■ L/2�#0. �
PR�ABRIG,4TED UJOOD TRU3SE8:
PR�F,4BRIG,4'i'�O WOOD TRiLl85E8 SHAL!_ BE GE816d�I�D TO SUPPORT S�LF I,U�IGNt PLL{8 LIVE LOAD AND 8UP�RIMPOSED D�AD LOADS
a8 ST,47ED tN TNE C�ENER�4L NOTEB. TRUS3�8 BNALL �£ pE81Cs1V�p t 87AMPED BY ,4 LIC�NSED PR�FESSIOhL4� �INEER �ND
F,4BRIG�4'�D ONLY PROM tHOSH D�51CsN8. NONBEARING WALLS BHALL BE NELD ,4WAY �R�OM tNE TF�,{5S �OTi'OM CHORD WItH �4N
APPROVED P,43T'�N�R ISUCH ,48 81MP80N STC) TO �lSUts� TN�4T t�-{E TRUSS �OT1'OM GHORD WILL NOT B�AR ON THE IUALL. ALL
PEt�I'1�4N�Nt TR�{SS M�MB�R BR4GINC� SN�LL BE IN8t,4LLED P�R tN� TRUSS D�31GN Dh2AWINC�xB.
ROOFNI,4LL/�LOOR 5F�4�AtHING
7YPICAL U1,4�L. t ROOF 3N�,4t1-IINC�s SHALL B� i/I6' RA7�p SHEAtI-IINCa MINIMI,IM LIh1�E83 OTNERWfS� SPECIFIED. MINIMUM NAII.INCs SN,4LL
8E Sd COMt'10N � 6' O.C. � PANEL �DG�S AND 12' O�G. IN FIELD UN.O.ON �ARWALL SCHEDULE. Sf'AN INpEX SNALL BE 2�4/0 �OR
W,41..LS �J�1D 24/lk.� � ROOF. FL.00R SHEATI-{it�s SNA�LL � 3/�4' 7tCs RATEC (�0/7 `) SH��4THIN�G, LJNLE88 OTN�RWI3E SPEGIFI�D.
MINIMUM NAILING SHALL BE Sd COMMON ,4t 6' O.G. p PANEL �DC�B ,4Np 12' O.C. IN FIELD. 3P�4N INp�X SH,4!_L BE �0/20 1,W1..�88
NOTED OTI�{�RWI:SE. STA�S�R �ND L�4P3 AT R�OOF ,4ND FL00R SHEATHINCs.
Illdl I �1 dQ,L.tI1Jr�
APPR�OI/�D CORFZOSION-�818T,4NT ���4SHINCs SNA�L. B8 PiZOVIDED IN TN� �X7ERIOR W,4LL ENVELOpE IN Sl,lCN ,4 M�4TWER A8 TO
PR�Y�NT EN1RY GF UJ,4tER IhltO tNE UJA1..L C,4YI'1Y OR r'EN�tR�4tION OF WAtER t0 tH� BUILDING STRUC7UR4L FtZ4t'11NCs COMPON�N78.
tH� ��A3HINCs 3H,4!_L �XtENp t0 tH� SU1�,4C� O� tHE EXt�RtOR W,41_L �INISH ,4Np 8H,4LL $E INSt,4LLED t0 PREV�NT WA'i'ER �ROM
REk"1�11'ERINC� tHE EXi'ERIOR UJ,41..L �NVELOPE. At'PR01I�D GORROgION-i�Si8t,4Nt �Lr45N(N�Cs.S SN,4LL BE (NSt,4LLED ,4t �4LL OF tN�
�OLLOWtNG LOCAtION3:
1. At tOP O� Al.l. �XtERIOR WMt>OW AND DOOR OPENINC�B IN SUGN ,4 M,4rIN�R ,48 t0 B� LEA�PRO�,
2. ,4t tNE INTER�EGtION OP CHIMN�YS dR Otl�{�R M�480NR1' CONSi'RLlGtION Wlt{-E i�RAME OR S't'I,ICCO WALLS, WItN PROJ�CtING LIPB ON
BOtH SIDES I�tNOER STt,tCGO OPSt�11NCz8. �,,,,,^,..,..•--^""'"""�I
3. I,WDER .4ND At t4-{� END3 OF M.4SONRY, WOOD, OR M�tAI. GOPINC�3 AND SIL�S. � C� �d�'
.�. GONTINUOU3I.Y ,4pOlI� ,4J..L. Pk�OJEC71NCs IUDOD TRIM. ��� �,��p�tt�h���
S. WHEt� �XtERIDR P4RiCHEB, DEGK3, OR BtAIRa A?tACN t0 A WALL OR �LOOR AwSEMBLY O� WOOD CONStR�.IGt � ��VEp
6. AT U1,41.L ,4Np ROOF IN'I'E�CtIONB. �P�'
-�. ,at suiLt-iN c�utt�Rs. �UG 12 2016
V
��� ����
r��Qai
M�41NtA1N I' CLEARA1�lGE �4BOVE INsI,ILAtION �OR i�� ,41R FLOW. IN3ULAtION SAFFLE8 TO �X1'�ND 6' ,4BOvE 8,4tT INSULAtION
INSULAtION B�FLEB t0 �XTPND 12' ,4B01IE LOOSE �IU. INSUL,4TION INSULAI� B�HIND '1UB5/SHOW�RS. PARTItIONB ANp COI�RB
�AGE-St,4PL� �AGED SATi'8 FRIGtiON-�It Lp�,4GED 8,4TtS L{gE 4 MIL POLY V,4POR i?EtARDER �4t �Xt�RIOR lU�4LL8 R-10 INSUL,4tiON
UNDER ELEGTRIC W,47ER N��4'I'ER3.
IN3ULA710N
MA't�RIALB INSU1.AtION MATERIAL, ING�UDING �,4CENCsB, SIJCN AS YAPOR 12�tARDER3 OR VAPOR P���4E3L� M�MBR�4N�8 IN87A1..L�D
WITI-IIN FLOOR-GEILIT�Ca A83�hfB1.lES, FaDOF-CEILING A38EhiBLIEB, W,4!_L AvSEMBLl�B, CR4WL SP,4CE8, ,4ND ATTIG3 3N,41..L HAVE A
PLA�-SPF�,4D IND�X NOt t0 EXC��D Z5 WItN ,4N ,4CC.OMPANYING 3MOfGE-DEvELOP�D IND�X NOt t0 EXG��D �50 U1HEN "i�BTED IN
,accor�a�ce wiTN as�rr � 8�.
EXG�P?IONS:
1. WNEN St,lCN MA7ERI,4�L, ,d,RE INStALLED IN GONC�,4LEC 8P.4C�8, TNE FL,4N(B-BPt�E,4p ,4Np 3MOKE-DE1/�LOPEMENT �!M!?'.4t1�18 Do
NOt �4PPLY t0 tNE �ACINC�S, PROYID£D tHAt tN� �,4GINCs IS INSt�1.L�D IN SU83TANtIAL CONT,4Gt UJITN tHE IJNEXP05�D Sl,{�,4CE OF
tHE C�ILIHCs, �L.00R, OR WALL �INISH.
2. CELLULOSE LOOSE-�ILL MSUL�4tION, WNIG-I IS NOt SPR�4Y ,4PPLI�D, CC�MPLYINCx WItH tN� �QUIR�M�TJtS OP IRG R316.
3. SH,41.� ONl..Y SE �QI.III�D t0 1"I�ET tN� gMOKE-DEll�LOPED INDEX OF NOt MOt� tN,4N 450.
11�ILTR4TION
GONTROL �XtERIOR JOINtB AROLINp WINDOWS ANp DOOR FRAMEB, P�NETR,4t1UN8 M FLOOR3, ROO�B AND W,4l..L.B ,�Wp ,4!_L SIMI�AR
OP�NINGB SHALL BE SEALEp, C,4LILIG�D, GA81C�'I'EC OR UJEATf�1�R3TRIPP�D TO �IMIt AIR LEAlG�4CsE.
Y,4POR BARRIER3 / GROl1h1D C01/ER8
,oN ,4Pf'f�OVED V,4POR B�4RRIEi? SH,4LL B8 PfdOP�RLY INvT,4LLED IN ROOF pECKS, IN ENGI.OSEp CEILING 5P,4C�8 ,4Np ,4T
EXtERIOR W,4LL8.
CsRG�,IND GOVER OF 6 MIL [0.fd06') BLACK POLYEtHY1.EN� UR EQUIYA1.�h1T SH,41.1. S8 LAID DYER THE C�ROLfNp IN Al.� GR,4lU1.
SP,a►C�B. tNE CsROUND C4VER SH�4LL B� O1I�f�L�4Pi'�D 12' ,4t E,4GN JOINt ,�ND 3N,4LL �Xt�ND t0 tH� �OUNDAtION WALL.
POStING C� CERTIFIC,4tE U1S�G Rd013 •
�4 PEt�1ANENt G�R'1'I�IC,�►TE SH,4LL BE P05TED ON �4 W,4LL IN tNE SP,4CE U1H�RE tHE FUtsrIAGE IS LOGAi'ED, A LItILITY ROOM, OR ,4N
APPROVEp LOCAtION tN81DE tHE BUILDING. tM� C�RtIPICA7'E 3HAl..L B� COMPI.ET�D BY tN� BUILDER OR R�CsISt�f�ED D�SlCxN
PROFESSfONAL. THE CERtIPICATE SN,4!_!. LI8T THE Pf�EDOMfNANT R-Y�41.UE8 OF IN°+U1.,4TION INST,4J..L�O IN OR ON CEILING/ROOF,1U,41.L8,
�Ol1NDAt10N ISLA�, 8,48�MENt WAI.L, CRAWL8PAGE WALL ,4Np/OR �LOOI�, AND DUCtB OUtSIpE tHE CONDItIONEp SPAGES,
U-F,4CTOR3 FOR i�NESTRAtIDN, ,4ND THE 801.,4R HEAT GAfN COE�FICI�Pl7 (SF�K�G) OF i�NESTRAtION. UJNERE TH�is� IS MG� T�-I,dd�l ONE
Y,41.UE POR EAGH Ct�l~fPON�Nt, tHE C�RtIFIC,4i'E SHALL LISt tHE YALU� COVERINCs tHE LA�St ,4RE,4, tH� CERTI�ICAi'P 3HALL
LIST THE TYP� ,4ND �FtCt�NICY OF HE,4TIt�, COOLINC�. ,4ND 3ERYICE WA�'T'�R HE�471N(� E4UfPh'I�NT, DUGT LE�E R4TE8 INCL.UDII�x
'i�St GONDItIONB ,4S SP�CI�I�D IN SEGtION R�02.4.12, �4ND AIR L�,4K�4CsE 1�3ULt8 IF A SLOUJER DOOR t�8t W,48 CONDI,lCtED.
pLlCt L��VG4CsE 7EStINCs:
DUGtB 8{-64LL. � l�/�IG tE8'i�D IN ,4CCOi�p,4NGE WItH WSU R8-33, USINCrt tH� MAXIMUM DI.ICt �EAKACKE RA'i'ES BPECI�IEp IN 2m1� U1v�C
SEC. R4032.2 HYAG DUGtB M�4Y NOt DISPL,4GE �G�,IIf�D INSULAtION ANp SllI1.DItJC�s CAVItIEB M,4Y NOt SE USED �° DL{Ct8 PER
R4m3Z3 W3EG
k3UiLDING AIR L�AlG4G� 'I'�StING 2015 UJaEG SEG R402 -0� 1Z
TEBTOJC� SNA1.L OCCUR ,4T ,4NY 71ME ,4F?'ER ROUCsH IN ,4ND �R IN3TALL�4TION OF PEN�7RATIONB OF THE F31,111.DINCs �Nl/��OP�. UJH�N
t�GtU1f�D BY tN� BUILDMG OFF(GI,4L, tHE TESt SHALL E3E CONDUC7'�D BY ,4N ,�4PPR01�ED tHIRD PARt1'. tNE i3LOW�R OC>Df2 '1'�St
f�vULTB SHALL SE 12EGORpED ON TH� GERTI�ICATE f�QUIta�D IN S�C. R4�d13. ,4 U1RItTEN f�PORT OF TH� i?ESlJLTB OF 7H� 'TEBT
SHALL SE SIC�D BY tHE PARTY CONDUGtINCx tH� TESt ,4ND PROVID�D t0 7HE GOD� OFFIGfAL. tH� SLIfLDING OR 1'�U�LLING SHALL
B� T�87ED ,4NP VERIFIED AS H�4VINCs AN AIR �E,4K�4C�E R4TE OF NOT EXCEEDINC� �,41R G-L4NC�ES PER HOUR OR ,48 4'�QUN�D PER
E'N�i�CsY C�DIt SELEGtED IUItN A BLOWER DOOR PY2ESSUi� SHALL E3E 0.2 INGH�S Wl�.
EXGEP'I'IONS:
I. ,40DItION3 L�Sv TNAN �0f� SGL F1'. CJP CONDItI�D FLOOR ,4i�,4.
2. ADDItIONB 7EST�p WItH THE �XIStING NOhfE HAYING A COMk3M�p MAXIMLIM AIR ��AIG4� RATE OP i ACH. t0 QUALIF1' �OR THIS
EXCEP710N, 7HE D,4'tE OF T GC)N8TRL{GTION C�� tH� �XIBTINC� HOl"IE Mu3T B� PRIOR TO THE Zm09 U13�G.
2015 UNI�ORM PLUh1BING COD� 3EG. 312.12
3tR41NER P�,4't�S ON pR41N IN1.Et8 3NA� BE D�SICsN�P �4ND INSt,41.L�p SO tN�4t NO OPENINCx EXC��DS !�z OP AN ING-1 IN tH�
LE�48t DIM�NSION.
312.12.1 N(E'iER i30XE8 SH,41.� SE CONSTf�iCTEp fN SUCH ,4N M,dJ�WER T4-IAT R47S C,4NNOT �Tl'fER A�UI�DINC� i3Y FOI.LOWIi�IC�s TN�
SERVIG� PIP�S FROM TNE BOX Mt0 tHE BIIILDING.
312.122 M�tAL COLL,4R3 IN OR ON BUI�UINGS WI-I�f� OP�Tl1T�3 Hr41/� SEEN MApE IN W,4LL8, �LOORS, OR CEILINGS FC�R TNE PAS°+,aC'xE
OF PIPES, 3UG-I OP�NINGB 3H,4LL SE GLO°,ED AND PR01'EGtED BY tHE INSt�4LLAt10N OP ,4Pf'ROVED htEt,4L COLL,4R3 SEGt,J1�LY
�ASTENED 70 tF�{� ,4DJOfNfNG S?'i'�{GTUf�.
312.iZ3 i1,tB UTASi'E OP�NINCsB IN PRAM�D CON3'I'RLlGtION t0 CR�41UL SP,4C�3 At OR B�LOW tHE �IRSt �LOOR SNALL BE i'f�OtEGi'�D BY
tNE INSt,41.�AtION OF APPROI/�D METAL C0��,4R3 OR M�tA� SC��N °.5�CUI�ELY �,48tErl�D 70 tl-t� ADJDININCs StRLIG1'111�E WItH NO
Of'�NIT� �XC�EDINCs �� OF AN MGH IN THE L�,4ST DIMENSION.
1 �'•�•1.Cf',It�►1�'�
4l�EG 8EGt10N R�O�
R404.1 IN'TERtOR LICsNtINCx: ,4 MINIMUM OP i5 P�RG�Nt OF ,41..L LUMIN,41i�E8 SNALL BE NICsN EFFICACY LI,IMIN,41i�ES. 1.IC�1-{tINCs t1-1,4T
COMPLI�S Wltl-I tNE PRESGRIi'TIYE
INi'�RIOR BtAIfZl,U,4Y ILLI.IMINAtiON Y�ER �C R3m3'� IRC
INtERIOR StAIRWAYB SHALL SE PROVIp�p Wlt�i AN ARtIFICIAL LICsNt �OURCE t0 IL�IaMINA'1� tHE 1.�4ND(TJCs� AhID 'iR�ADB. StAIRWAY
fL4.l,IMfN,4TION SH,4L� }'s�GEIVE PRIM,4R`f POWEf� �M T�-IE BUILDINCi IUIRINCs. 74-4E LIGHT 80U1�GE 3HALL BE C,4PAi3LE OF ILLIJMINAt{t�s
'fR�ADS AND LANOINGS t0 L�1/�LS NOt LESS tHAN 1�OOt-CANDL� h'f�,43Ut�D At tHE GtTITER �'f�ADB AND LANDINCi3. tH�i�
SHALL BE ,4 llJ,4L.L °9WITCH AT E�4CH FLOOR �EVEI. 70 CONT'iZOL THE LIGYNT 3Cx.JRG� WH�RE tN� 87,41RW,4Y I-4,4S SIX OR MOR� RI:3ER3.
�XC�PtION: ,4 SU11tGH IS NOt 1ZEG2LtIP?�D UIFIERi� REh10'1'�, CEPI'iiZ4L OR AUtOMAtIG CONtROL OF LICsNtINC� IS PROYIDED.
E�CERIOR StAIRWAY ILL4IMIN�4tION P�R S�C R3m3B IRC
�XTERIOR 8t,41RWAYS SN,4L.L BE PROYIpEp WItH ,4N ARtI�ICIAL 1.IGNt SOURG� �OG,4tED ,4t TH� tOP �.�4NDINCx OF tHE St�41RWAY.
StAIts�JAY ILLLlMINATION SN�41.L l�GEIYE PRIMARY POWER �ROM tH� BUILDING WfRfl�tCs. EX"I'�RIOR St�41RlVAYS PROYIDIT�S ACGESS t0
A SA�MEhIt PROM tHE OUTpODR Csi�ADE �EYE� :3HALL B� Pi�DYID�D WItH AN ,4RtI�ICIAL LICsHt 30URC� LOC,4TEp At TH� BOitOM
L,4NDIt�ICs OF THE STAIRWAY.
P�R 3EG R6m2b pRILLMCs AND NOtCHINCx OF STUD3 3HALL BE IN AGCORDANC� WItN 7HE FOLLDWING:
1. NOtCNINCs. �4NY STUD IN ,4N EXI'ERIOR W,41..L OR BEARINCs PARTItION SH,4�� SE f�RMli'7�D to BE CUt OR NOtCHEp t0 A D�PTH
NOT �XGEEDINC� 25� OF ITS IUIDTN. STUDS IN NONBEARINCs P,4RTITION3 SHALL BE PERMITTED TO BE NOTCNED TO ,4 D�PI'H NOT 70
�XC��D �� O� A SINCs1.E 8'1'UD WIDtH.
� � , uJ Q L, � ' ��„�u���� 2. 1�RILLINCx.,4NY 8tUD SHALL BE P�RMITtED t0 BE BOf�D OR DRILL�D, PROYIDED t4-1,4T tHE Dl,�i�i'�R OF tH� i�gULtINCx HOLE 18
WINDOUI8 3H,41.L S� INST,4LL�D �ND PINISH�D IN ACCORD,4NGE UJITH THE M,4Nl,�,4GTlJf?ER'S iuRITT�N M3T,4LL,4710N INS T�. Sy�N� NO MORE tHr4N 60� OF tNE STUD WIDtI-1, tN� �DGE OF tHE HOLE 18 NO MOt� t1-1,4N �'a INGN t0 ti;� �DUE O� ti;� StUD, ,4ND tHE HOL�
U�lTT�N INStALLAtION fNStRLtCtIONB SNALL BE PROYIDED SY THE MANL�ACiUf�ER �OR E�4CN WINT�OW. ALL gIGYLICsNt �� IS NOT 1.00A'I'�D fN THE 8,41"t� SECTION ,4S ,4 CUT OR NOTCH. STUDB LOC,4'TED IN EXTERIOR U1,41.L8 OR B�ARINC�s R4RTITIONB DRILLED
TO BE L,4MINATEp Cs1.,4S8 UNL�SS NOTED OTHERLUISE. ��"' OVER 40� ,4ND UP t0 60� SHALL �4LS0 BE DOUBLED lUltl-1 NO MORE tH,4N TUJO Sl,lCG�851YE DOUBL�D S'tUDB BOI�D. 8�� �ICxU�B
3ECTIDN R31�d-�MEt�ENC`f E8C.4P� 4 t�SGU� OPENf1�4GS Rbra2.6(1) ,4t�lD R6f�23C2).
EMERCrtENCY E3G,4PE ,4ND IaE8CLt� OPENINC: i�QUlf?ED.
8�18F_h'IENtB, HABIt,4B1.E ,4'i'1'ICS ,4ND EVEi2'1' SLE�PINCx RAOM 5H,4LL N,4YE NOt LE°vs tH,4N ONE O}�R4BLE �RCsENGY ESGAP� ,4ND EXCEPttON: lJSE OP APPROI/Ep S'1'Up SNOES tS P�RMITtEp WHEi� tN�Y ,4RE INSt,4LLED IN ACGO�DANCE WItH tNE MANt�,4C'TU12�R'8
RESUC� UP�NINCs. W�i�E 8,4S�NtENTB CONtAfN ONE OR MOf?� S1.�EPINC� ROOM3, ,4N EMEiaCsENGY 88C,4PE �t�D �SCUE OP�NING SN�4LL t�GOMht�NDAtIONv.
B� te'�GiUitzED IN EACH SLEEPING ROOM. ENi�RCsENGY E3C,4PE ,4ND Is'�8C1{� OPENIN,CsB SH,4LL OP�N DIREGtLY INtO A PUBLIC IUAY, OR DRILLIN�'s ,4ND NOTCHINCs OF TOP PLAtE. PER SEC R6m2.6.1 IUHEN PIPINCs OR DUGT'UJORK IS P�.ACHD IN OR PARTLY IN ,4N �kTERIOR
t0 A YARD OR GOIiRI' tHAt C�P�TtS t0 A PU}3�1G WAY. WAL1. OR INtERIOR L0,4D-B�,4RINCx W,41..L, NEC�8°�ItAtING CUTi'INCs, DRILLING OR N07CHING OF tH� TOP P�,4tE SY MOI� TN,4N �0
EXGEPTION: StORM &NELt�RS AND SASEM�Ntg LIS�D ON1.Y t0 HOU� MECH,�NIC�4L �QUIPMENt NOt �XGEEDINC� ,4 tOt�4L �LOOR ,4f�E,4 ����. � �T'S llJIpTH, A GALV�4NIT.�D METAL tIE NOT L.EBS TH,4N m2�54 INGN THIGG ,4ND 1-i/Z' INGNES UJID� SH,4�L1. BE FA87�N�p
��� g� �� ,4GR088 AND t0 tFl� PL,47E At EAGH SIDE OP tHS OP�NINCs WItN NOt L�83 tH�4N EICsNt Itad N,41LS H,4YING ,4 MINIMUM LENGtN O� i-1/2'
�[INIMUM OPENIWG AF�A: INGHES ,4T E,4CH SfGE OR EQUIV,4l..ENT. THE MEi,4� TI� MU3T EXT�ND A MINIMUM OF 6 INCH�S PA3T THE OP�NINC�. S�E FIGUi� R�o02b.1.
,4!_L. EM�i�NCY ESGAPE ANp i�3Cl,l� OP�NINCsB SNALL HAVE A MIN. N�t CL�AR OP�NINCs OF 57 SQ FT. EXC�PtION: GRAD� F1.00R
OPENINGS SH�L �i,4YE A MIN. �.0 3Q FT.
MINIMUM OPENING HEIC�Ht: �xCEPtION:
THE MIN. T�IET C�E,4R OPENINCxB NEICxHi' SHALL � 24 INC�IEB. U1NEN tNE ENtI#�E 81DE OF tHE W,4l.L WI1'H TNE NOtGN�„Q(?" � BY..WC�OD 8?R�IG'fUR4L P,4N�L SN�,4t1-IINCi
MINIMUh't OP'�NIT�s WID?H: '"�..f �
, �,`
7HE MIN NET G�.EAR OPENIIJ� UJIDTH SH,4L1. � 2m INCHES. ��.�.����� �����A,��g�� � �� Q ..
MAXIMt1M 51LL i-{EIC�I-It: ';
MAX. �4d�' M DWELLIt�Kx l,lNltB, WHEI� tN� OP�NMG OF AN OPER4B�.E WINDOW tS :•�CAtED MOl?E tHAi�l '12' ,4801/E tNE �INI3NED � �
, f�!a �h�n��� ���� t�� �����.��. #� t��s� PI�� ������v �a .
�e oie sur�a� s�t.au, tH� �OUJESt PARt OP tNE CLEAR OF'�NINCx OF tNE WINi�OUJ SH�4L1. BE ,4 MINIMIJM OF Z� ABOVE THE �;� �pr���.I is �ubj�� to �rr�rs and �r�i�s�o��. CC, � R E CT) O I�!!
PINISH�D �L.00R OP tNE ROOM IN U�-IICH tN� WINDOW IS LOGA'fED PER IRC R3212.1. �fe��1S 4N9.,�1�A..�� ����°f�V�� �C�� �h� r��3{�P����� �3f ��C1�3��11�$l�JY2 dC1�1�Pii�iit8 d4�83 �if�$ ��.P�iiQi'l.�� �,TR#
S,�ETY C�LAzING SHALL BE INgtALL�D IN tl�l� �OL�OWING LOCA710N3 OR Q3 OtN�RW18� �QUII�D P�R IRC 3ECtION R30814 �g������ �i�i���� o? DC� t�� vial��e�n �f �ny acio�t�� �da �r �rdin�nc�. �Q��E�+�
�. SIGE HIt�EO GOORS � ;�, � • -; � ` of ��pro���d Fi�i� ;o �an� cx���oti��� i� a�h�awle���d:
2. SLfDI1�1G CsLASB DOOR�S AND P,4N�L8 IN 8LIDINCs � 81-�OLD GL08Et DOOR ,4S3�h1BLi�8 ;�ppro�+ed �3y: �
0
3. BTOt�1"f DOORS � . � . . , , . , , , � „- �: -
� �'�2Y�. � ,,r �� E3 : p�',-_
4. SHC�UIER ,AND BAtN tUB, HOt 7UB, WHIRLPOOL, SAUN�4, 8'I'E,4M �TIGLOSUi�g �:.:,�,,,,iea. .
5. Cx1..,4XIh1C�s W/ tHE EXPOS�p �pCsE WItHM A 24' ,4RG OF �ItN�R Y�R1'IC,4L. �pCsE OP ,4 DOOR IN tNE C�Ov�D POSItfON +t BOttOM EDC� �8t8' �,_�„�Z ��
18 LESS THAN 6m' �4BOYE tHE W,4LKINCx SUR�AGE CsLAYMCs CsR��4'iER THAN 9 SF. ,4ND L�SS tN,4N 18' ASOVE �INISHEO PLOOR '"'
6. CsLAXING IN C�U,4RDRAI�B
i. C�1.,4ZINCrt 1.E83 tHAN 18' A�301� �INI3H�P ��OOR
8. GLAXMG WN�RE tl•f� SO'i'i'OM �XPOSEO �DCsE OF tN� Cs1..AXING 18 �E85 tN�l 36' ABOVE 'fH� P1..1�NE OF tN� AUJACE1�lT WALKItJCi
3Uis"'�,4C� OF STAIRlU,4Y8, LANDINCsS SETUI�EN �1.IGzl-ET3 OF STAIRB ,4TlD R4MPS SNA�LL B� CONSIDEt�D ,4 I-b4Z�4RDOL18 �OCATION.
REVISIONS
No chanqes shali be made to the scopP
of work �tirithaut prior approval of
Tts!:�^�ila Building Division.
E�!iJ'f�: C,�visicns will require a n�w pl�n submittal
and may in�9ud� ad�;tional plan revi�w fees. �
�
S`Pf�,;�.�iC PcR�'11T
REQUi��D FOR:
❑ flchanical
�le��ricat
❑ Piumbing '
❑ Gas Piping
Ci'ly afi Tukwila
S�.i�9,�lsu� DIVIStON
Cify n�'Tu�iIS �
�UlLDI�dG DIVISIO�
i
�
I
CITY �F TUKWILA i
i
AUG 0 8 2016 i
PER��T CENTER
% � , y�
� �
�
C�L�4ZINC� TO I3E IN GOMPLI,4NCE UJITH T�E 201�
UJAS+�(NC�`CON St�4t� �N�i�Y COp�.
a
. . �- . �
► - • -.
� • �• � . . _ 1►. _ c; 7��
� �� �� �� _
�� _..: �: ��
�� � '•
d
�
1, Contractor or builder
rnust verify all dimensions
bef�re proceeding with
construction
2. This plan was designed.
to be marketed i,hroughout
many municipalities, The
purchaser must verify
compliance with all locai
applicable building codes
where the home i� to be
constructed.
3. Yurchaser should have
plans reviewed by a lic-
ensed builder and struct-
ural engineer for compli-
ance to sper.ific site c�n-
diLions.
4. These plans shoul3 not
be altered by other than a
qualified designer, archi-
tect, or structural en�iueer,
Plan No:
I.2-2802-3�.,
Dat�:
2�1�
.
.o.��,,.. w_b � .�.�
•p� � �_
Ntl��,�'f 0�l C��.CU��tf 0�15 � i��G?Uf �'�M��ltS
At L�t -0�0� t NOt MOF'� tNAN 50� OF REQUIR�D V�N1'S 3F�lAl.L 8� IN 11�R POR?ION OF Y�Ni'I1.Ai�D
ROOF SPAG� lN0 MOR� TH�4t�! 3' S�LUW tN� RIDC� OR NIGHESt POMt) IUITN tN� B�4LANC� 0� R�G�l11RED
Y�NtIL,4tI0N PROYID�D BY �,41I� VETttMCs.
i'�R IRG SIDb.t ErIG�OSED �41TICS ,NJp �NC�OS�p R�4FI�R SPAG�S �OR WI-IIEf� G�ILINGS Ai� APPI.I�D
DIf�C'I'l.Y TO t� UND�Ip� O� Ri00� RA�I'�R3 3NA�1. �IAV� CROvB YETItI�AtION 0� �,4CN QvEP�4RA'i�
SP,4C� BY V�NtIL,4tll�Z Oi'�NI1�G$ Pf�C)T�Gt�D ,4�,41NSt tHE �ht7R�4NC� C� R4M OR SrtOIU.
V�N't11.,4tING C�P�NINGB SNAI.� 8� PRDYID�D IUItN CC�OSION t�ESISt,4Nt UJIi� hI�FaN, IUItH �$' MIN.1 �i4' M,4X.
OPENIlyCxS.
I� EAv� v�NtB Ai� Ii�td1.L�0 (r1�LAtION SHALL NOt �7RLIGt ?4�1� I�� �LOU10� AIR IMI�L 1' SPAC�
�E11UE�N I1�I�LAt(ON ANU ROG� SN�AtNI1�Cs � VENt LOCAtIC�I.
B�LINCs !.� tl� 1IEFlt O}'�NINCsB vWALL B� IHSt,4LL.�D. B,4#�1.�8 SH,4LL SE RICxID AND WIND-DRIVEN
M018iUf� RESIStANt. fF f�18l� 8A#�L.�S �FKxlLD � MSt,4LL�D �f�OM 't�{� tOP OF t1�E OUt81D� OF tHE
�Ci�RI� U1,4LL, �XrENDII�x Ii�lUb4RD, t0 A POMt 6' l/�iv'I'ICALLY �4t30V� tl-I� N�fCs�li' 0� NON-COMi'RESS�D
(NSULAt(ON, t�' VERTIC,4t.LY ,4B01/� LOOS� Pll.l. M8ULA71f�1y.
(ALL CA�C�ULAtI0N3 WiLI. B� N�1" t� Ats��
1�611 �C�. �. of= ATl IG A(�kA/� ��.� I�c�. r1. tVV ICS 6F1T�1� 1Q.�LT YCI`II II`�.i 1�1�JYIV�N PT i x�rrr
OF YENtILAtION f�QUlk"'�D (802 3Q INC.�l�g) � AF50 ia00F 1�NtS. l�m 4 fN. P�R VEN'i)
UPP�R 1I�Tlt3 g�1 °�q. In. (9 A�50 V�I�iiS) �__ E4Y� Y�NI'ING PRDYIp�D BY l4)-2 I/8' �I�R
LOWER VENTS ■ 4m1 Sq. In. 'SIRD NOLPS' f'ER EAY� BLOCK
20 �AY� v�NTS x 12' P�R SLUCK � 240 3q. ln. ld)-2 US' DIA I�IOL�S = 14.l6 gq. ln. w/O h1�SFl
� AF50 V�NT& x 50' P�R Y�Nt ■ 200 Sq. In. iJF�4, w/ ht�;SH = 12' ;3q. In. PER BLOqC
0
��z 5c+i. r i. ur H i i ic. ,wt�t�vrvw =,z�+ acK. r i.
OF V�NtILATION R�QUIR�D (i21 SQ IhlG�B)
UPf'�R Y�NtS = 613q. In. l2 AP50 Y�NtB)
LOtUER 1rENT8 ■ bt Sq. (n
b�,4V� VEN78 x M' PER B1.00IC m"12 Sq. In.
�
44 5Q. �t. oP A1TIc ,aREA� � a5 ga. �r. �otE: t1PP�R ROO� V�NtIN� PRovID�D BY
OF YE1�Itll.atlON 12�C�lJII�D l21 SQ ITlCN�B) �-A-Y�Nt' RD0�-2-W,4LL YENt
�,41I� YEN't8 ■ fl Sq. In. (85 SGL IN. fi'�R 1.IP1�,41.. FTJ
1 EAVE V�t7S x 12' PER R�OCK ■ 12 Sq. In.
UPP�R Y�NT8 ■ II�j �In. (CONT. �-�-UlAJ.I. VENTJ
85 SQ. IN. X 1��t Ti�IJSS SAY)■ 1� SQ IN. f�R TR1188 8AY
11 SQ. IN. f�G�JIRED/ 1'I gQ. INs 1 BAY
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COR-A-VENT CONTINUOUS
ROO�-2-WALL VENt.
Pt�OVIDEB 85 SGL IN. NEt
i�E VENtILAtION rd►REA
PER L INEAL �OOt.
CCUt 1' U11DE CLE�4R SLOt
IN ROOF DEGG ,4t OR
rt�aR TNE tot=a
� �
_
��� _ __d
� w-„7,, . �. . _ .. . � _
�, _.nd,. ,.< _ u ,
� �. .....� •
�r-� _�r�
�(EATINCs EQUIPMENI
,4L1. W,4fa'r1-AIR RIt�L4G�8 SH�4LL 8E LISTED AND LA�B�L�D BY ,4ty ,4f'PROYED ,4GENGY AND INSt,4LL�D t0
LIST�D SPECI�tC,4710N8.
NO U1�-AIR FtiIR1V,4GE3 SH,41,.L SE (NSt,4LLED IN A ROOM laS�D OR DE8tGN�D t0 BE US�D A3 A B�DROOM,
8�4T1-{ROOM, G�OSE7 OR IN ,4NY ENC�OSED SPACE UJITH ,4GGEv8 ONLY THi�OUGH SUG-I ROOM OR 8P.4CE, EXCEPT
DI�Gt Y�Nt PURN,4CE, �TICLOS�D i�,ti�NAG�S ,4N �LHG7RIG NE�4tING FUf�1,4CES.
LtQl1E�I�D PE'fROLEI.IM G,43-SURNItJCx ,4PPLIANCEB SHA�L NOt BE INSt�ILLED IN ,4 Plt. i3Av�MENt OR SIMII.AR
LOCAtION WH�I� NE�4VIER tN,4N AIR Ca4S MICxN7 GO1.1.�Ct. APPLI,4NC�8 SO fLI�L£D SN,�1. NOt SE INSt�41..LEA IN
,4N AF30VE CsR4DE I,INDER �LOOR 8P�4CE OR BAS�ht�NT UNL�8:3 SUCH LOCAtION IS PROVID�D WItH ,4N
APPROYEp ME�4Tr1S � f?Eh10VAL G�F Lp�li3t,11�D CsAB. -
HEAtING ANp COOLING �G2UI�Nt LOCAt�D IN A GARAGE AND WNICI� G�ENERAtEB A C�OW, 5P,4RK OR {�,4h1E
GAP,4BL� OF IGNITINC�s F1.Ah'iMAB�E VAPORS SH,4L1. BE INSTALLED UJITH tHE PILOTS ,�Wp Bt,l�NERS OR HEATIAICs
ELEM�NtB ,4ND SUJItCH�S At LEASt 18' r480YE tHE PLOOR LE1/�L.
TFMP�RA1Uf� CON7'ta�7L
tH� PRIMARY SP,4C� CON�ItIONING 8Y8tEM WItHM EAC�-I DWEL�ING lJNlt SN,4J_L RE F'i�OVIDED WItH At L.EASt
ON� PR�C�F��4MM,4BLE t4�f3'1OStAt � tHE RECyUL,4t(ON O� TEMfi'�RAtUf2E UJSEG SEG. �03.1.1
YENtIL,4t10N
c�R�oUP R occUPANCIEB sHALL RE PRovlpEp WItN vENtt�AtloN 8Y8t�M8 WNICN coMPLY WItH tH� SEctION
MI50i OF TH� 2012 ,41'1ENOMENtB. If�+C AND WASHINC�TON St,41'E MINIh1UM SOIJRCE-3P�GIF(G V�NtI1.ATION IS
t�QUl�p M tHE �O�LOWITJG �OG4tIONS A�Ip ,48 OtN�RW18� °vPECI�I�D:
,4. B,4THROOM3: 5m cfln
B. LAtJNDRIEB: 50 cfln
C. WA'I'ER CL08FTS: 50 cfm
D. KItGHENS: 1m0 cfln
EVERY ��4Gi'ORY BUILt GHIhMPY, '1`1'PE L 1/�Nt, iYPE B C�,45 VENt OR TYI� SW C*A3 YENt SNALL B� INStALI�ED IN
�4GCORD/�hIGE WItN tHE tERMS OP ItS LIStItJCs, M�R'8 INSt,4LL,4tION INSi'fi�llCtIONS ,4ND ,4PPLIC,4BLE COD�
�f�l.IIREM�TltB.
A tYPE l. Y�NtIiJCx SYBi'�M SH,41_� tERMIN,4tE TJOt L�SS tHAN 2 i�Et ,4801IE tNE NICzN�Bt POINt UJNEfZE tH� VENt
P.4S8�8 tHROIJCsN 7HE ROO� OF tHE BI,IILDING ANp At LEASt 2' NIC�N�R tHAN ANY PORtION OF tHE �UILDINCs
WITNIN 1(d' OF THE VENT.
IIiTILl71' ROOM NOiEB/M,4ir.E LIP AIR
i. w�+�� t� �x++auat cuct is coNc�,a��� wit+�iH t� �ui�.oir� coNatRuct►or�, t4�1� �Gtt,IIvAL�TIt LENGtH OF i'H�
EXHAUSt DLIGt SHALL P� IDENTIFI�p C�N ,4 P�RMAN�NT �,48EL OR 7,4G. TN8 L�4BEL OR T,4Cs SNALL B� LOCAI'ED
WItNIN 6�EEt O� tHE �XHAUSt DUGt CONN�CTION.
2. INSt,4LLAttONB EXHAUStINCs MORE tHAN 200 CPM SHALL �£ PROYIDED WItN M,41G� UP AIR WN�1�E �4 CLOSEi' IS
DESIC�D �OR tN� INSt,4LL.4tION OF A CLOtHES DRYER �I�l 4P£NING HAYINCx ,4N AI�,4 C7� NOt LESB tNAN 1mm
sG2. ING-IES �OR M,4fGE UP AIR SH,4LL B� PROVIp�D IN tHE CLO�t �NCLOSU�, OR M�4KE UP ,41R 3N,4LL B�
PR�OvIp�D BY OtF�{ER APf'R. M�,4N8.
C�� 100 SQ INCN tR/�NS�R GRILL P�R IRC G2-0�39� (614b)
I►"f��',,,,> "►,- ��~ � �'i►.„ a"�.��1 �i�i,� tnu ,�,"-�,►� �i\ � � �,.�r. t, V�'x,�r�,
• ' '
�E� .�,.����� �a� � u,� - . ,, . ,.�v_
_ . . -
. . . _ . . - ,. _ • ,• _
MI30i3 WNOLE-HOU3E M�GNANICAL vENtIL,4tION SY81'�M
WHOI�-HUUBE MECN,4NICA�L VENtILAttON BYSTEMB SN�4�l..L S� DESICsN�D IN ,4CCOtzpAl�lGE WItN S�GtIONB M150'13.1
tNROtX�N MI5mi33.
MI�0i3.1 SYS'I'�M DE81GN
EACH DtU�I.�INCs USNIt OR C�dtEStROOM SHALL BE EQUPF�D WItH A I/�Nt1�AtION SYBtEM COMP�YINC� WItH
SFCTION MI5mi3.4, M15fd'13.5, MI50i3b OR MI50�36: I. GOMPLI,4NCE 18 Ad�.30 PEt�!'11T'i�D TO SE DEMON3TR�44TED
tHROI,KxN COMPLI,4NG� WItH tNE IN'I'�Rf�1,�4710h1,4L MECHANIG►4L GUDE OR ,48f-{{R�48 St►4ND,4RD 6Z.2.
MI�O'132 GONtROL ,4ND OP�R�4tION
1. LOCATfON OP GC�N'I'RALS. CON7ROI.S FOR ,41,.1. v�NTILATION BYSTEMB SHALL B� RE,43�I1.Y ACGESvfBLE BY THE
OCCLIP,4Nt.
2. IN87RUCtIONS. Of-'�1Z4tINCa INSTRLICtIONB �OR WHOLE-NOIJSE YENtI�AtION SY8'I'EMS SH�4LL SE PROYIDED i0 THE
OGCUPANt BY tHE fN�t,41..LER O� tNE SYS7EM.
3. LOC,4L EXHAU3t SYS'i�MB. LOC,41_ EXNAU3t SY87�M8 SH,4�1. BE CONTROL�ED BY MANUAL 3WItCHEB,
DEHUMIDIST,4T8, TIh1ER3, OR 074�►ER APPf?AVED ME�4NS.
4. CONtINtJOt.lSU1NO�E•NDuB� V�Ntf�AtION SYSTEM3. CONtINLl1UU8 WNOLE-HOlJBE VENtILAtIONB SYStEMSt SHA1.L
G�R4TE CONTINUOUvLY A1�0 8E EQUIPt'PD WITH AN OVEYZRIDE GONTRDI.. ,4 'F,4N ON' SWItCH SN�LL BE
P£RMIttED ,48 A N OV�fZRJDE CC�NtROL. GONtROL3 SHALL BE Cr4P�4SL� C� OPERAtING tHE 1/�tILAtION
8Y:3STEM WITHGUT ENEt�IZIT�x 07�-{ER �NEF�x-CON3LIMMG ,4PP�IANCEB. A Cl.E,4RLY VISIBl.E L�L SN,�.1. B�
,4�fIX�D t0 tHE GON'I'ROLS tH�4t R�ADS `UIHOLE HG�,ISE 1/�NtIL,4tION C°�EE OP�R4tINCx IN3t1sLICtIONB).'
5. INTERMITTENT U1H0l.E-NOUSE VENTIL,4tION BYSTEM3. IN7E1'1'11TTENT U11-IO�E-i�IOUSE VENtILATION SYSTEMS SHAl..L
GOMPLY WItH t4�{E �OLLOWINC�:
5.1 tN�Y 8N,4LL BE C,4P�48�E CC� OP�R4tINC� INtEi�h'tlt'1'�NtLY ,4ND GONtINU0U3LY.
5.2 tN�Y SN,4LL HAVE CONtRC�LB CAP,4BL� O� OPER4tINCs tNE EXNAUSt �,NJS, �ORCEG-r41R
8Y81�M �,4NS, OR SLIF'P1.Y FANS WI7HOUt ENE�IXING 071-4�R �NERCxY-CONSUMING APPLI,4NGE8. 53.
53 THE SYSTEM SH,41.4. 8� D�SIGNED SO 7HAT It C,4N OPERATE AUTOMAtICALLY B,4S�p ON THE
tiPE OF GON'I'ROL. tIMER IN87�4l..4.�D.
5.4 TNE INTERMITTENT rtECH,4NIG,4L VENTILA710N SYSTEM SN,4LL OPERAtEp AT 1.EAST ONE HOUR OUT
OF �I/ERY �C�UR
55 TNE SYBTEM SHALL HAI/� �4 MANtJAL CONTROL ,4ND ,4UTOM,4TIG CONTROL, SUGH A3 ,4 24-HOUR
GLOCIG tIM�R
5.6
6:i �4t tHE tIME C� �INAL IN3PEGtION, t+-I� ,4Ui'OMAtIG GONtROL SN,4LL BE SEt t0 OPER4'I'E tHE
WI�O1.E-HOUSE PAN A�CCORDI1JCs t0 tHE SCN�DUL� L{SED t0 C,41..GULA'TE tHE WNOL�-HOUSE F,4N
sizir�.
5B A Lr4B�L SHALL BE ,4i�IXED t0 tH� CONtROI. tNAt 1�,4D8 'WHOL.E NOI,tgE VENtILAtI�N IS�E
OPER4TINCs INSTRUCTIONS).'
MI50Z32.1 OPERAtIt�G IN3TRLtCTION$
INStALLERS SH,4LL PROYIDE tH� MANU�AGtUfi�Et�'S INStALL,4tION, OP�RAtING INSTRUGtIONS, AND A WHOLE-HOUS�
I/ENTILATION SYSTEM OP�R,4TION D�SCRfPTION.
�1150733 h1EGHANIGAL 1/ENTILATION R47E
tHE UJI-101.�-HOUS� M�GN,4NIG,4L VENtILAtION 8YS'1'EM SHA1.L P'RC)vID� OUtDOOR ,�41R t0 E�4CN DWELLINC�s UNIt ,4t
A CANtINI,tOUB R,4'T� OF NOt L�38 tHAN tHAT pETE�fi'(IN�D IN ACCORp,4rlG� WITI-1 t,4BLE M150'133(I).
EXC�PtION: t�.{� �p��-Np�{gE ht�CH,4T�((C,4l.. V8NtI1.AtION 8Y8T�M IS t'�RMItTEP t0 OP�R4TE INtEi�l'11TTENtL.Y
UJI-4�f� tHE .::73tEM 1-1,48 CON'1RO1.8 tHAT �NABLH OP�RAtION POR NOt �ESB 7HAN 25 PERG�TIt O� E,4GN �-HOUR
T
°v�Cs�NT ,4Np THE VENTU_,4710N R4'T� Pi�8CR18ED IN TABl.E M150i33(I) IS MU�TIPLIED BY THE �,4GTOR
DEi'�R1'11N�p IN .4CCORpANCE Wltl-4 t,48�E M150i331Z).
�� � �S � � O� ���� I 1
v�C. M15(d�
�. ,''" : � ► �.� �.;,,,.,: �1 �i �i r11 i.l, _ ► �!t' _,► I � �i,>,rJ �r'. ► .=.
�i � - �• 1 r - - .- ��i,
Ei�Ei�Y CREDIt OPtIONv: Cla, 3a, 5a, 5c ■ 3a CREDItB)
ta - ��IGENt SUILpINCz �NV�LOPE l05 GREDIt)
PRESCRIPtIYE COMPLIANCE IS 8� ON t,4BLE R�m2.1.1 U11tN tHE �OLLOU111�x
MOpI�ICAtION3:
- YERtIG,41. �N�S7RAtION U�028 -
- FLOOR R-38
- SL,4S ON C�RAD� R-10 PERIMET�R ,4ND UNDER ENtIRE SLAB
- BELOUJ C�R4DE sL�4B i?-10 PERIME7ER �4NA UNDER ENTIF� SLAB
OR
-COMPLIANCE k3ASED ON SEGtION R�02.1.�F: REDUCE tN� tOt,4L U,4 BY 5:�.
3a - HICsH k'�ICIENCY HYAG EQUIPh'fENt (1.fd CREpIt)
- Cs,43, PROP�4NE OR OIL-�I�D �U�IACE UJftN MINIMUM ,4�UE OF 94�, OR
- C�s,46, Pi?OP�4NE OR 0(L-�Ii�Ep SOII.ER Wltl� MINIMUM ,4�UE O� 92�'0
t0 QU,4LI�Y t0 GL,41M tHlB GREDIt, tNE BUI�pINCrt PE�"fIt DRAWII�GS gH,4LL SPECI�I'
THE OP710N SElt�lf� 3�LECTED ,4ND 3N,4LL SPECIFI' THE HE,471NC-� �G2�!(t�'(ENT 7YPE ,4ND
tHE MINIMUM EQUIPMENT �ICIENCY.
5a - �FIGIENt lU�4tER NEAtINCs (0.5 Ct�EDIt)
- ALL BHOIUERNEAI� AND KItCHEN SINK P,4UCEt8 INBtA��E� IN tHE HUU3� 3H,4LL BE
RATEU At
1.�5 C�PM OR LESS.
-,4LL Otl-{ER L,4Y,4TORY F,4UCEtS SN,4LL BE RA'CED ,4T 1.0 CxPM OR LE3v.
TO QU,4LIFY TO G1.,41M tH18 GREpIT, 7HE BUIL.pINC� PEi�!"iIT pRAUlIHGS SH,4LL :3PEGIPI'
tNE OPtION BEINC�c vELECtED ,4ND 3H,4LL SP�CIF1' tHE MAXIMUM �LOUJ R4tE8 �OR �4LL
SHOl1JERHE�4T�S, IGItCNEN 81NK �,4UCEtS, AND OTNER L+4Y,4tORY ��4l,ICEtB.
5c - E�FIGIENt UJ,4tER HE�4tINCx (1.5 GREOItB)
lU,4tER HE�4tINCx SYStEM 3N,4LL INGLUp� ON� OP THE FOLLOIUING:
- Cs,4S, PROPr4NE OR OIL UJ,4tER NE.4tER IUItH MINIMUM EF O� m91
OR
- 501.�4R W,4TER HE,4TINCs SUPPI.EMEN71NCs ,4 MINIMI,IM 5t,4Np,4RD W,47ER NE,47ER
SOL,4R U1,4tFR HE,�,tING� IUILL PROVIDE ,4 R,4tED MINIMUM 8,4YINCxB OF 85 tHERMB
OR 2000 Wlk� B�4SPD ON tNE SOL,4R RATINCa ANO CERtIFICAtION CORPORATION
CSRGG) ,4NNU,4L PPi�ORMANCE OF OCx-3+� CERtIFIEp 3DLAR UJ�4tER HEAtIP1Cs
81r5tEM8
OR
-�LEGTRIC HEAt PUMP UJAtER HEAtER WItH MINIMUM EF C� 2A ,4Np ME�tIN�x tNE
St,4ND�4RD5 O� 1�lEE�4'S NORtHEt�l CLIM,4tE SPECIFIC,4tl�18 �OR HE,4T PUMP
w,areR �e,atEr�s
t0 QU,4LI�Y t0 CL,41M tHIS Cf�plt, tHE BUILDINC� PERMIt DRAWINGsS SN,4LL SPEGI�`i'
tHE OPtION BEINC� SELEGtED ,4ND SN,4LL 8�''ECI�7 tNE UJ,4tER NE�4tER EG�UIPMENt
tYP� ANp tNE MINIMUM EQUIPMENt Ei�ICIENCY ,4ND, FOR gOL,4R IUAtER HEAtINCx
3Y8TEM3, tNE CALCUL,4tION O� tNE MINIMUM ENEt�xY SAYING3.
REVI�WED FOR
+��i�� COMPLIANC�
AP'NRO!/ED
AUG 12 2016
�
i;t'�j/ b'� �CUitWlf3
BU1LI�fhlG DIVISION
t�'���r l' � - v
y �
. .
1�, i'i�� �z� �iA'■ (\�, .,�i :�i�J �`�I'i "'1„ V. ��, �_.► �
. _ ,�
rG _ �
, _
_ :, � v ., �. ,
_ ;� �
. . �t .
,�. ;►� .► ,lil ► �,., .. ►,. ►r, ►, Y .►
UUlEL� Il�
UNIt �LOOR 0_�
,4RE,4(SF.)
2-3
NUMB�R OP BEDROOMB
�4-5
,41i�FLOUJ IN C�M
6 -�
>�
MI30�3S WHOL�-NC.�.13E v�NtILAtION fN"i�CsR4tED WItN A�GfRCED-AIR SYST�M.
�1,r�' � 3fd �#5 60 �5 92�
tH18 S�GTION EStA81.(SHEB MINIMUM Pi�ESCRfPT11/� t�QUIR�NTB FOR W{-IIO1.E-NOI.ISE V�N7I�ATION SYST�MS 1,5�1-3,f�00 ' �5 � 60 '($ 9(d ��
lU /
IN7ECrtR�4?'�� WItH �ORGED-,�IR YENtIL,4tION BYSi'�MS. �4 BYSiEM Ull-IfCH h'f��t8 ,4LL tHE i�QUIREM�N78 OF tH18
vEGtION SN,4L.L BE D��D t0 8,4tISF1' tHE I�G�UIR�hi�NtB �OR ,4 WHOLE-HOUvE YENtI�At10N SYBtEM. 3,m01-�,5f�(d �'0 "15 90 105 12m
MI5mi3b.l IN'�C�R4tED IUNOL�-HC�t,ISE VENtILAtION SY5'I'�MS. INtECsRA'I'�D WNOLE NOl1&E v�NtILAtION 8YStEMB
vN,4LL P�'OVIDE OUTDOOR AIR ,4t tH� RA7E CALCULAt�p 1.131NCrt 3ECtION Mt50733. INTECxRA'i�D ��D-AIR ���1-6�0(d i5 9m 105 120 135
VENtIL,4tION BYST�MB BHALL D13tRI8UtE OUTDOOR �41R t0 E,4CH H,481t,48LE SP�4CE tNt�Ol,Ksl-1 tHE ��00--��r�. � 90 1@5 120 135 1�
�ORG�P-AIR SYBtEM pUCtS. INi'EGR4tED �OI�GE-AIR YENtILAtION SY5TEM8 SHA�� H,4VE AN OU7DOOR AIR
IW,.�t pUGT COM�EGTI1� A'f�fi�1"'iIN,4L �1.�T1T ON THE OUTSIDE OF tHE SUt1.DINCs TO THE 1?�TURN �41R PL� >-� r�,,,,. 00 �� 12(� 135 150 16$
OF tH� �ED-,41R SYS'I'EM, At �4 POINt WItNIN �4 F'1' LIP3'1�,4M O� tHE AIR N,4ND�ER tNE OUtpOOR ,41R IN�Et
pUCT CONN�GTION TO TH� 1�TLtf�h1 AIR STt?�A�M SN,4�.1. BE LOCA't'�D UPSTf�AM OF TNE �ORCED-r41R SYBTEM
BLOU�R AND SH�4LL NOT BE C�GtED DI}'�ECtLY INtO ,4 FURNAGE C,4BIN�t t0 PREY�Nt tH�t�h1,4L SHOGK t0
TH� HE�4T �XGH,4NC�ER THE SYBTEM WfLL 88 EQUIPP�D IUItH ,4 MOTORIXED DAMPER C4NNEGTED t0 TH� __ �L.r�TI T� �,�CT
AUtOMAtIG VENtIL�4tION GON7ROL ,48 vP�GIFI�D IN S�GtION M1�0i32. tNE R�G2�IIRED FLOW R4tE SNALL BE - �'0 25qe 339'0 509'0 66� '15qo IPa2�g'o
YERI�I�D BY PIE1.D 1'�StINCrt WItN ,4 �LOW NOOD OR A�LOW 1'1��SLIRINCs St,4tION. _
MI5mi35.2 VENtIL�4tION DUCt INS�I,�LAtION. ,4LL SI,tPPLY DUCtS IN tHE CONDItIONEC SP,4CE SNALL BE INSUL�4tED �AGtOR '� 3 2 1.5 13 1.(d
t0 �4 MINIMUM R-4.
MI�mi353 OUtDDOR AIR INLETB. IN1.Et8 SNALL BE SG1��NED OR OtHEi�UlB� Pf�Di'�GtED F�"t ENTRY BY
��,4VE8 OR Ot4-{�R MA'i�RIAL. OUtDOOR AIR IN1.EtS SHALL BE LOCAtED SO AS NOt t0 tAK� AIR �R�OM tN�
��-�-�i� A+��= RECEIVED
�. CL08ER tHAN 10 �t PROI�f AN APPLIANGE V�Nt OI,ItLET, uru.Esa suc+�+ v�t out�et ia �r �aeov� CITY OF TUKWI�A
TN� OUTpOOR ,41R INl..�T.
2. WFIEiZE It WILL PICK UP C►SJ�GtION.4BLE ODOR3, �UM�3 OR �L�4MM�4BLE Y,4POR3.
s. A N�47�4RCDU8 OR tJN8,4NIT,4Rl' LOC,4tION. AU6 0 8 2�16
h. ,4 ROOM OR SP,4CE N,4YINCs �4�NY i�tEl.-Bt,tRNINCK APPLI,4NGE8 tHEt�M.
�. c�os�R r+�,a� �m �r � a�t oP�ir� o� ,a Pt,.ur�ir� pRan� sYat�rr uw..�sa tN� v�t PERMIT CENTER
OP�NINC: IS ,4T L�ASt 3�Y ,4B01rE tN� �41R INLEt.
6. ,4tTIG, CRAUlL SP,4CE8, OR CsARA,Cs�B.
1. Contractor or builder
must verlfy all dimensions
before proceeding with
construction.
2. This plan was designed
to be marketed throughout
many municipalities. The
purchaser must verify
compliance with all local
applicable building codes
whcre the home is to be
constructed.
3. Purchaser should have
plans reviewed by a lic-
ensed builder and struct-
ural engineer for compli-
ance to specific site con•-
ditions.
4, These plans should not
be sltered by other than a
qualified designer, archi-
tect, or structural engineer,
Plan No:
Date:
WE,4THL�? 1�515TANT
BARRILR OVLt�
SH��THIN6 Ot� 5UB5'Ti�TL
�INISH slalNcS
65M TRIM #�L�5HIN6 WITH
3° MIN. YLRTIGAL LL6
�oRizoNT�. wooa �iM
2x6 EXtERIOR UJ,�LL
"�/I6' PLY OR 06B
SHEA7HINCx, i'YP.
81DINC�x P�R ELEVAtIONB
01/ER V,4POR 8�41�RIER
PRE-F(NI3HED C4NtINUOUS -
SHEETMET,4L �LASNINCrt, TYP.
COMP. ROOPINCx OVER Y,4POR
SAri�RIER ,4tOP �/16' PLY OR
038 8NE,4tH INCx, T`r'P.
TR�.158 OR 24F7ER PER PL,4N
�# t�� I�. °i� f'I�i ,��' �� �,��°�# 11�1�/UJ�O� �'Tl��� O�� tO UJ���1��. ��,�a� f 1�1C� ��°fi� I�.
N.t.3. N.t.3.
0
1l ' � • �i. — _ ► �;. _ ► • I_ " e_ � 1 _.. ►� �� -
�4NCNOREp StONE ,4ND M,480NRi VENEEf2 SH,4L� BE
INSt,4LLED IN ,4GGORp,4NCE U11tH tHlB GN,4P7Eiy t�BLE
R��33C1) ,4ND �IC�URE R�03B.
- M,4XIMUM TNICKNESS 4 INCHES t 20 FEEt HICsN
- SDC Df� s DI MAxIMUM 4 INGHEB tHICIG e MUBt H�4vE
WALL
BRAGINC�
- 5DC D2 M,4XIh1t,IM 3 INCHES tHICK 4 MUSt N,4VE UJ,4�.1.
BRACINC�
- M,480NR1' VENEER SH�4LL NOT v'wPPORt ANY I/ERTIC,4L
L0,4D
OtNER tH,4N tNE DE�4D L0,4p O� tHE YENEER ABOVE.
- MINIMUM 3/�4 Cs,4P BEtWEEN toP OF VENEER d
BtRUGtUR4L
�R1�1'1E INCLUD INCs ROOP RA�TERS.
- MEt,4L tlES MAXIMUM 24 INGNES HORIZONtAL 4
1/ERtIC,4L SPACINCrt.
- T(E5 IN SDC D0, pl, t D2 Ml,l�7 SUf'�'ORT NO MORE TI-1,4N
2 SQ �T OF W,4LL ,4RE,4 (HOOK INtO VENEER
REIT�ORGEMENt WIRE).
- FLA8HIT� t0 EXTERIOR f�EG2UIRED ,4t ALL OPENINCc3 t
HORIZONT,4� 'iR,4�N31tfON8.
- MINIMUM 3/16' D1,4. WEEPNULEB REC�I.IIRED ,4B01rE
�L,4SNINCx ,4t .4 MAXIMUM UF 33 INCHES ON CEN7ER
r
���„� � ,_o.,
4�f20M f�GUNahTION � MIN.
Oi 6" JNITHIN i'H� t�l}�ST 10'
�
��� � � ��� �
���'u- � �_Du
��■��J►�.�
3
HOUSE NUMSERS t0 BE VI81B�E 4
LECxIBLE WITN CONtR�48tINCx
B�4CK�xROUND �ROM tN� 3tREEt
FRONtINCa tNE NOUSE.
AODRE88 NUMSER 3HA�l.L SE MIN.
�' HICxH d,4 MIN. 3tROKE UJIDtN OF
1/2' PER 6EC. R319.1
CIT� O� TV �D
�WIL�
AUG 081p16
p�RN11i C��rER
1. Contractor or builder
must verify alt dimensions.
before proceeding with
construction.
2. This plan was designed
to be marketed throughout
many municipalities. The
purchaser must verify
compliance with all local
applicable building codes
where the home is to be
constructed.
3. Purchaser should have
plans reviewed by a lic—
ensed builder and struct—
ural engineer for compli—
ance to specific site con—
ditions.
4. These plans should not
be altered by other than a
qualified designer, archi—
tect, or structural engineet,
Plan No:
L2-2802-3L
D$t�:
7-2h-1�o
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16'-il�•
x4/� XOX
EG�33
S'-'1'
, M,�STER
\ , , $�n}ZOOt�I
��' 6` . Mfi�5TE1� � YAULTEp GEILINCs
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�' i' 5/mx�4/ XO �-
6'-(d' 3'-2'
3'-il�� 3�'m�� 9'-2' 2'-I�'
'1'-0' 12'-0' 5'-2�� 5'-10'
19'-f�' 11'-0'
30'-0'
UTILtY ROOM NOTES/M�,KE UP AIR: � � � � � � � � � � ��
PER (RG G�s2439 I��n � � �_� u
1. WHEI'?E TNE EXHAUSt DUCt IS CONCE,4LED
lIJItNfN 7NE SUILDIiJCs CAN�7'Fa�L4CtfON, tNE
EQUIV�41..�Nt L�Nt C� tNE EXI-1,4USt DLlGt
SHALL BE IDENtI�IEp ON ,4 PEi�f"1�4NENt L,4�3EL
OR t,4C�. tHE L�4BEL OR t�x 3N,41..L �E
LOG�TED WITH(N 6�EE7 OF T4-I� EXN,4UST DUGT
CONNECtI�N.
2. (NStALLAtIONB EX1-IAUStIt� MORE tNAN 2m0
C�M 3N�4LL BE Pi?OYIpED Witu MAKE UP �41R
UJNERE �4 CL�SEt 13 D�31GNEt� �OR tNE
INSt,41.LAtION O� ,4 C�OtHEB pRiER, �►N
OPENIN� N,4Vit�lCrt ,4N r4t�EA C'� NOt L�S� tNAN
100 SG2. INCNES �OR MAKE UP �41R SN,4L.1. BE
PROYIDED IN 7NE CL05ET ENGL08URE, OR
MAKE UP ,41R 3N,4LL BE PROYII�ED BY OtHER
APPR MEANS.
C�� �= 10f� 3G2 INCN tR�41�13FER C�RI�.L
U51NC� EX�-{AUST F,4N5:
PRovIDE uJNF e�SH ,41R INtA� PER
SHEEt N-2.
•RE�ER t0 SHEEt N-2 tABLE 15m73311) 4
150'13312) �OR �,4N SIZINC�s ,4ND RUN tli'1E8
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t�iEWERAL NOTES:
1. �LL U10RK t0 8� IN COi�O�d"i,4NCE WItH 2O15 IRG.
2. YENt �LL EXN�4l,iSt �,4N8, 1�RYER Y�NTS ,4ND
RANCxEs t0 OUTSIDES.
3. YENt WA'iER N�AtER PRE88u� RELIE� YALVES
t0 OUt81DE.
�4. PROVIDE �IRE BLOGiGl�lfs �4t �LL PLIJMBINCs �4ND
MECN,at�11C,4L PENEtR4tION8.
5. ,4LL SHOl1JER W,4LL8 t0 BE WATERPROO� t0
MINIMUM 'i2' ,480VE pR41N.
6. SHOWERHE,4p8 0 KItCI-IEhI �,41,{CEt t0 BE LIMItED
t0 M,4XIMUM 1:15 Cs.PM. �LOW. ALL OtNEf?
L+4YAtORY F,4l,ICEtB t0 L3E LIMItED t0 M,4XIMUM
1.m G.PM FLOW.
i. ALL CsLAZINCs WItHIN 60' ASOYE DR41N IN�Et t0
BE 5,4�'I'Y CsLASg.
8. 1�LL GrtLAZINCs WITI-IIN 2-0�' c�F pOOR OR WItHiN 18° OP
�LOOR TO BE SA�E'h' Cs1..�4SS
9. SMOKE ,4L�►RM8 - t0 BE INStAL.LED PER S�G
R31�3 IN t4-{E �OLLOWINC� LOG,4tION8: IN E�4CN
SLEEPI1�Cx RDOMS, OUt81DE E,4C1-E SEP�4R4t�
SLE�PI1�Cx Ai�E,4 IN tHE IMMEI�IAtE VICINItY OP
tNE BEDROOMS. ON EACH ApDItION�4L StORY OP
tNE DWEL.LINC's, INC�UDII�Cs BASEMENtS ,4ND
H,4B!'C,4BLE ,4Tt'ICS, AND �4L�►RMS t0 BE
INStALLEp NOt LES� tN,�N 3�'1'. NoR�zoNr�a��Y
�ROM ,4 �3,4tHROOM tH�4t CONt,41N8 ,4 B,4t1-�tUB
OR SHOWER ,4LARMS t0 BE IN7ERCONNECtEp IN
8UCH �4 MANNER tN,4t ,4CtU,4TION OF ONE AL,4RM
WILL �4CtIVAtE ,4�L OP tNE ,4LARM8 IN tNE
INDIYIDLI,4L UNit.
�!� aSMOKE �4Lr4RM-CAR80N MONOXIDE COMSO.
:1"i.
ira. PROYIDE CARBUN MONOXIDE ,4L,4RM3 PER SEG.
�15
,4N �4PPROVEO C,4RE30N MONOXIDE ,4L�4F�'! 8H,4!_l.
SE IHgt,41.1.ED oN E�4G� �LOOR e OUtgIDE o�
E�4CN SLEEPINCs ,4fzEA IN tNE IMMEDI,4tE vICINItY
OP tHE SEDi�00M3. PER 2015 IRC t W,4. 3t,4tE
,4MENOMENtS 3EC R315.
11. IN8UL,4tE ,41.� WAtER PIPE3 PER UPC SEC 312b
MINIMIIM R-�4 IN3UL�4tION
12. aL.l. DUCtB e EXNAU3t DUCTB IN UNCONDItioNED
SPAGES gHALL BE INSUL,4tED t0 A MINIMLIM OP
f?-8 PER W3�C R�32.1
13. EXNAU3t ,41R SH,4LL NOt i3E DIREC'I'Ep ONtO
U1A�KW,4Y8. ,4LL EXHAI,ist Dt,lCtS SHALL tERMINATE
OUt81D� tNE SUILDINCx. PER R3m3.52.
1�. I 15
UIHERE PIPINC�s IS IN8t�4LLED tHROLICsN HOLEB OR
NOtCHEB IN FRAMI1�Cx MEM�RS ,4ND tHE PIPINrs IS
LOC,4tED LE83 tH,4N 1-1/2 INCHE8 i=ROM tNE
FRAMINCs MEMBER F�4CE t0 WNICN WALL, CEILINCs
OR �LOOR MEMBR4NE8 U11LL SE Ai7,4GHEp, tHE
PIPE 3NALL BE PROtEGtEI� SY SNIEL.D PL�4'I'�3
tN,4t COVER tNE WI17tH OF tHE PIPE ,4Np tN
i�4M11� MEMBER ANG tN,4t EXi'END NO ���
THAN �# INCNE8 t0 E,4CH SIDE OF t INC�s
MEMB�R UJNERE tHE %'R,4MINC�s MEMBER t tHE
PIPINGs P�488E8 tNROI,I�N IS �4 f30TtOM ,
BOttOM tRACK, t�P L�4tE OR tOP 7RA tNE
SI-{IELU PLAtEB S' �� COVER tNE �R�V"tl �
y„
MEMS�R , NOt LESB tNAN 4 IN
,4BOYE 'i'1' �R4MIi�lG� MEMBER ,4ND
/- tH�N C- S B�LOW tHE tOP �RaMIN
Attl G �4tCNE8 OR DOOR3
SN,4 , WE � A!D IN3UL,4tED t0
l. EQUI 7 t0 INvt,lLAtION ON tHE
� I� � �g`
16. OL L�4tION 24 HR tIMER, �,4DILY
3318 WI7H LA�3EL A�FIXED to CONTROL
� ,4D8 'WHO�E H4U3E VENTILAtION' l3EE
� tINC� IN3ti?�IGtION3)
. pRYER DUCt BPEGI�IED LENCxtI-4 PER 8EG
M15fd2.45.1. tNE M,4�CIMUM LENC�tN C3P tHE EXN,4U3t
pUCt SNAI.L BE 35 FEEt(10b68mm) �ROM tNE
CONNEGtION t0 tHE tRr4N81tION pUCt FROM tHE
DRYER t0 tNE OUtLEt tEf�1"tINAL. UJNERE PI'i"t'I1JC�3
�4f� U3ED, 't'HE M,4XIMUM L�NGsTI-1 OF tHE EXN,4USt
pUCT SN�4LL BE REDUGEp fN ACCORDANGF U11tN
tHE t,4B�E M15�2.�4.5.1. tNE M,4XIMUM LENGrttKI O�
tHE EXNAU3t pUCt pOE3 NOt INCLUpE tNE
i'R4N31TION DUGt.
5t,41f�1U,4Y ILLUMIN�4tION PER SEC 303:i IRG
ALL INTERIOR AND EXTERIOR St,41RlU,4Y8 SN,4LL 8�
Pi� � � '�3,��8Fi'�W�� �ll,i'�,I ,4N ,4RtIFfC1,4L
INGLUD INC: 7HE LAND INC�S AND tf�E,4D5. INTERIOR
8t,41RU1,4Y3 3N,4LL BE PROVIDED WItN AN ARtI�ICIA� LICsHt
80URG� LOCA'1'ED IN tHE IMMEDI,4TE VIGINItY OP EAGH
L,4NDINC�s O� THE 8Y,41RWAY.
LICrtHt 80URGE LOCA7Ep IN TNE IMMEDI,4TE YICINITY OF TNE �
tOP L,4NDINC�c C.�F ti-{E St�41RUJ,4Y.
INTERIOR St.41RWAY ILLtJMINAttON PER S�G R3m3: I IRG
INT�RI�? 6TAIR�U,4Y8 �H,4l..1. 8� PRDYIpED U11TN ,4N ARTI�ICI,4!_
L(C�eHt SOU� t0 ILLUMINAi'E tHE L,aJ�DINCxS ,4ND tI�E,4D8.
StA�IRWAY ILLI,IMINAtION °�N,4J_L 1e�G�II/E PRIM�4RY POWER FROM
tH� BUILDIT�K� WIRIh1Cx. tHE LIGI-It SOUR�GE SHALL BE C,4PA�BL�
OP ILLI,(MINAtI1J� 'i't�ADB ,4ND LANDINC�sg t0 LEY�LB NOt �E3S
tHAN 1 FOOt-C��� MEASUi�£D �4t tH� CENT�R OF 'fi�EADB
aND I.�WDII�KsS. tHEIZE SNALL. BE A WAI.I. atiJltCH At EAGN
FLOOR LEVEL TO COh1TROL THE 1.(CsHT SOURCE WHEi� T{-F�
StA�IRWAY NAS SIX OR MOi2� R1SEfZ3.
EXGEPt10N: A SWItCH IS NOT tiEQUlI'2�D UJHEf�E 1�"t0'P�,
GENtR.4L OR AUtOM.4tIC GONtROL c� LIGHtINCs IS PR�oYIDED.
EXtERIOR St,41RWAY ILLI,lMIN,4tIdN P�R S�C R3m38 IRG
EX'1'ERIOR St�41RWAY8 SH,41.L BE PF20YIDED WItN ,4N ,4Rt�:',aGIAL
LICsHt 80t,1� LO�AtED At i'NE tOP L�4NDINCs O� THE
8tAfRWAY. StAIRWAY ILLl,IMINAttON Q+HAL1. i�EGE1VE f'RIMARY
POUJ�R �ROM tl-IE BUILpiNCs WIRINCs. EXt�RIOR StAIRWAYB
PROVIptNG ACC�S3 t0 A BASEMENt �R�OM tl-{� OUTpODR
GRAD� 1.EVEL SHAI.� B� PR�OVID�D IUItH ,4N ,4RTIFIGIAI. L.IGH7
SOURCE LOCA't�D ,4t tHE BOt70M 1.r4NDING c� tN� StAIRWAY.
�
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����0�
-��-��
2'-i'
MIN.
36' 6'
L INCs
� �
�0'-0'
��i���
5'-2'. ._ 4'-10' -
r
�'
9' CLCx
10 �D S:Cx.
s. .aBovE
t�00K
9' CLCs
----����_
DUJ
_ EAtI��AR _
�lK
�
wi M c°�o K I TGH�N
Ag01rE 9' CLCx
10�0,�C�
1/1 RE�RIGs.
o�o F===�;
,,,, , �.,,, ,,,� _.- „-...,„ � :
\P
STUnY � 9
9 � ;
OPt C�UESt f�f"I \
E D�tAI�
H18 NEEt �. � ,,,
im�-6�� -
✓ ii ri
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� -I
MEtAL FIRE r4CE �� � ' �
SPECSL PR DE 6' ,�• �� � I
SQ IN. OUtSI E AIR \
D.V. �
� r-� � ---
..,�,, ��_ 1 � � _
61��T OPtION,4L I �
iQOOM � ��' �oc,atic�rt� I� e I'o�'
� �
9� c�c� � � � � � I �
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- - a;� -- ----- :����������V�
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I I X ;n
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i i � � ai�iu6 i � �
0 � � � � }?OOM � Q �
`" � I I � Q 9' CL� i � 0
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II
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_�
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I �
` � u R 5t,41R �
� I ��' R� R T CTION � �
,�NT Y , �W � � m2: t � �
' CL � �� � � � '0
; v ;� --- � � �
� �z 36' ALL UJ/ - - -�� �
; � U10 D CAP uSt��41R � � �
� ,..,�, � i -�• ,4GGE� I �
�
,
.�„����.�,�,.�� O N R4 Lr; � � .
`� ` D FQ
R VI
� 2�_-�. 3� -�. I �`��� i�_ , . �. �J,� � �CO � Of�i LIAr
` �1� �0 �t�
MIN 18' 24' � .�.� �.,�
- o � �aw� ,a �� � ,,., � � UG 12 2016
� �4 � 36 6' �
R '� � �/��\ g \ .
� _�, � � '� ; � ity f Y kwila
. ������������������ \ - - - - � BUI DI G IVISI
r •�• �RINN,41 f�Li5i NAt. Cx,48 � � \
HOT W,4T�R Sl'S'fEM � �� .� � �
IENER�I' �,4CtOR■(drS2) � 9' GL � .
OUtDOOR COMBt,IStION AIR ` � ='
SNALI. BE PRAVIDEP PER 1�' MIN. SOLID GORE 0 � � 3/�F $�4TI� � �
r IRC G2407.6. PROVIDE ONE S�LF CLOSINCx DOOR r � -� 9 C�' � �
iv VERTIC�L PERM,4NENt U100D�tEEL � �
OPENIN� 7HROUCsH MECH. �R 2fd MIN. R47ED � � � �
CH,45E. � �
\�: � EF. �
6x6 P t. P05t �
50 �
' �
W/ CGQ G,4P 0 � -�- �
�m�-.��� < cea �,as� �a�-��� � ; � ;
m ,
`' ���������`
f7�'t�' ��7� 2/QJx5 P� 5N
USE 1/2' CxUJ�3 ON ,4LL U1AF�"( ,4ND
S'ii'l,{CTUR�4L W,4LL8. ll) L,4YER 5/8' TYPE
'X' ON CEILINCxS. WRAP ,4LL EXPOSED POStB GO ER�i7
,4ND BEAMS IN 1/2' c�u� P RGH 61
�
� r
r. NO DUCt OPENINC�S A
IN C'xAR�4Cs�. '
pUCTS ti-{ROI.KxH GLC� OR �
W,4LL COMM4N t0 HOUSE, �
8/0 x B/0 O.H. i�00 8'-3' R.O. MIN. 26 CsACxE StEEL.
0
� L INCx t 'EXIt' OOR �
N T TO LOWER H,4N ,
1<0/0 x S/fd O.N. DOOR 16'-3' RA. � 1 INCHE �ROM t O� cc�
\\ � 'T RESND D. (R3113. )
��..�� . ��.�
i3LU� 18 AUJC� tRACER -
U111� REQUIRED ,4t NON-
MEtAL U1AtER BERYICE
PIPINC� PER UPC 6049 COPYRIaHT 2010
N
Landmark D��ign Ino.
r✓-'-6' 4'-6' 9'-6' 9'-6' 2�-`�� 2�'4�1� 3�-��� 3'-1�' ALL RIG�FIIS 1�SERV�D
10'-0' 19'-0' 4'-9' ro'-3'
��-��
�� I I ` �i��� ���I �
I/�"= I'-O" �
M�I ���..00�: I2�� '�.�' Q. �T• CITY OF TUKWILA
U�'i��i� ��.00i�: I��B SC�. �?.
TOi,�1.: 2802 Sc�. �T. auG os Zots
G���G� : �'rt� 5C� . �T. P'ERP�lT' CENTER
����lT i�Oi�G�: � I SC�. �T.
i��,�i� Gc��l'I� i��GfG : �� SC� . �T .
1. Contractor or builder
must verify all dimensions
before proceeding with
conskruction.
,
2. This plan was designed
to be marketed throughout
many municipalities. The
purchaser must verify
compliance with all local
applicable building codes
where the home is to be
constructed.
3. Purchaser should have
pians reviewed by a lic-
ensed builder and struct-
ural engineer for compli-
ance to specific site con-
ditions.
4. These plans should not
be altered by other than a
qualified designer, archi-
tect, or structural engineer.
Plan No:
L2-2802-3L .-
Date:
�-2�-16
Z
FOOTING INSPECTION
(RE: Geotech report prepared for this site.)
Over excavation requiring structural (engineered) fill shall
comply with recommendations �is outlined in the geotechnical
report.
Prior to requesting a footing inspection, the Geotech
engineer of record shall verify the soils condition and provide
an inspection report prepared and signed by the Geotech
engineer. Geotech report shall verify that soils conditions
including compacted fill shall satisfy specifications as outlined
for footing/foundation construction. Geotech engineers re�ort
shall be presented to the buildin inspector at time of footin�
�ns ection.
�------ --- ----- -- ----
NEC 250.52 Grounding Electrodes.
A concrete encased grounding electrade is required
in all new concrete footings. The electrode shall
consist of at teast 20 feet of lh" or larger
reinforcement bar or Bare copper conductor not
smaller than 4 AWG, and shall be located
< horizontally within that portion of a concrete
foundation ar footing that is in direct contact with
the earth & encased by at least 2" of concrete.
(NOTE: 20 foot rebar shall be one cantinuous piece
tied alongside any vicinity footing rebar and shall
protrude 8" min. above top of foundation wall near
location of power panel.)
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._�, ,._. 5L,4�3 � 18' O.G.
15
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t0 RIM
z�-8�
��'-0'
�ox(o F'.T. P08T �'�
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CN 30'x30'xl2'
CONCi�ETE FI'Crt.
W/ 3-�� BARS E�U.
� �' CONC. SL,48 �
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+ 4 S�R3 '4
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6x6 P,t. 08t ��R �' GOMPACt
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.
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CONCREtE �tC:.
l,U/4-+4 E,4. W,4Y
3R 8'r3' RO. �
— — �
— —. �
5'-6' � �4'-6'
10'-!a'
ib/(d x 8/(d O.H. DOOR 16'-3' RO.
— — — — —�— — —
9' -6'
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E � COMP�,4Ct `�x`� P.t. POST A
I S,4ND CsR4VEL BASE UJ/ PS 8,43� i-
� ON 2�4'x2�'xl2'
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I/4��= � �_G��
COPYRIaHT 2011
Landm�►rk Design inc.
ALL RKx4�IT8 I�S�RIIED
�4'-9'
ro'-3'
�' f11 SCHED. 40 StL. 1
4-3/8'X3' ,4NCNOR Bc
(SIMP30N tIt,4N HD C
�' CONCi�E7E SL,4B
51D� Y1�
811�"�($PSON TIT,�4�N ND�OR� EG�) g�
0 3/16
c�)
}'�1/2'XS'XS' o �.
TOP VI�IU
V�NICL� IMP�4CT B�4fi�RI�R D�T�41L
���
FOUNDATION NOTES:
1. ,4L.L FOOtINCsB t0 SE,4R ON �IRM
UND 15iRUBED SOIL.
2. ,4LL U100D IN CONtACt U11tH CONCi�EtE t0 S�
r�ssu� tr��ateo.
3. ,4LL BE�1"i8 t0 BP �#x10 AFL °2 ON �x4 POStB
14x6 ,4t 3PLIGE3) ON 2�F' t'�1�4. x 8' CONC.
P�4D5 UNLESS NOi'ED OTN�RlU18E.
�. ,4LL P05T8 t0 BE �4NCH0}�p ,4Cs,41NgT
L,4TERL M01/EMENt.
5. 80L.ID B�OCK �4t ,41..1. POINt LOADS �ROM
,4BOVE.
6. �LOOR JOISTS SHOULp BE SUPPORTED
L�4tERALLY AT E,4CN END �4Np ,4t E,4CN
SUPPORT, SY SOLID SLOCKINC* OR SY
,4NOtNER ,4PPROl/�D MEtHOD.
'1. PROVIDE MINIMUM 18'-2�' GRAWL �4CCE88.
•CR,4U1L ,4CCE3S HAtCHE3 OR DOORS °vNALL
� WEAtHER3tRIPPEp ,4Np IN3ULATEO t0 ,4
LEYEI. EG�UIY,4LENt t0 tNE IN5UL�4tION ON
tHE SURROUNAINC� SU�ACES.
8. PROYIp� CRAWL SP�4GE VENtILAt10N PER
IRG SEGtION R�B.
+�Ot,�ND,4tlON VENtS BHALL �3E PLAGED 80
t1-1,4t tHE tOP C�F tNE VENt 18 S�LOW tNE
LOUJER SUI�,4CE OF tNE FLOOR INSUL�4tION.
9. INTERIOR C�sR�DE OF CRAWL SP�4CE SN,4LL
BE SLOPED t0 DR41N ,�ND INSUi�E tNE
t�MOV,a� o� wateR.
1m.PREYENt UJOOD t0 CONC. CONt,4Ct lU/CONt.
�L�43HINCrt OR ,4PPR01� MEMBRANE.
I1. � INDIG,47ES 'SIMPSON' NULpDOWN.
12. aSEE SHE,4RUJ�LL SCNEDULE FOR
A ANc.NOR BoLt SIZE a
SPAGIi�x 13H7 81.0).
IDENTIFY LOT LINES
IDENTIFY LOT LINES
Lot lines shall be established on site and made visible to
verify distance of building setbacks the from lot lines, at
time of footing/foundation inspection, prior to pouring
concrete. A survey may be required to verify lot lines.
PLEASE NOTE: Setback(s) shall be calculated and
measured from the buildings finish face or corner of the
building nearest the property line and not necessarily
measured from the exterior foundation.
I �+
�
���� � �,�� � ��
GRAU1� SP�4C� VENTIL,4tION
tOt�J.. NEt �REE �4RE,4
USE 3' x 3' x 1/�' �G2'D 12�F�/150 = 829 SG2. �t.
Cx,4L1r�+NIZED StEEL PROYIDE SCf?�ENEG VENtS
5QU,4RE PL�4tE �� �NtILAtION
UJ,45HERS FOR �4LL , 3 ���-�-� �,� Q ��
,4NCHOR BOLTS
��\lI�UV�C� �C)R I
J�G ��IVIf L�I"I�CG ..
A�P�tOVED
AUG 12 Z016
�iiy of 7ukwil�
u��o�r�� oavr����
CtTY o� TU ED
�wr�A
AUG 0820�6
����'�r �E�rE�
1. Contractor or builder
must verify all dimensions
before proceeding with
construction.
2. This plan was designed
to be marketed throughout
many municipalities. The
purchaser must verify
compliance with all local
applicable building codes
where the home is to be
constructed.
3. Purchaser should have
plana reviewed by a lic-
ensed builder and struct-
ural engineer for compli-
ance to specitic site con-
ditions.
4. These plans should not
be altered by other than a
qualified designer, archi-
tect, or structural engineer,
Plan No:
L2-2802-3L
Dat�
�-2�-1�0
3
6X6 P7 POSt W/
LSt,424 - BE►4M
70 tOP PL,47E
NtS2P� - �E,4M
t0 tOP PL�41'E
LSt,43(d - HDR � SILL
t0 3x $LOCKINCs.
8/821d
._._ _ ,;.._, ,_ _ _
_. � �I I __ I I� ' � ,'." ,►
. �
�,1:i;��L•1::L♦1��1_`►t,tf�L♦1�C•� ��3#
iii ► . '� �. YI �ir
1. ATTICS CONT,4ININCs APPLI,4NGES 3H,4LL BE Pf'�OYIDED WITH ,4N OPENMCs ,4ND ,4 CLE,4R AND
1JN088TRUCTED P,483AGEW�4Y L,4t�c'sE ENOIXsI-I YO ALLOW fi�MOYAL O'F tNE L4i�GE3t ApPLIANG�, �t.lt
NO? LESS tN�4hl 30 INCH�B HICsH AND 22 tNG�iE6 WIpE fiNT� NOt MORE tH,4N 20 i-i' LONC� ME,48Ut�D
AL.OtJCrt tNE C.�NTERL.IN� OF tHE P.4v3A�WAY FRiC31'1 tH� OPENING t0 TH� APPLIANC�. tl-�
PA88ACsEW,4Y °�N,4LL HA1tE CONTINUOU3 SOLID �LOORIi�Kx IN ,4CCORDANCE UJITH CN,4P7ER 8 NOT LESS
tH,4N 2d� ING-!�S WID�. ,4 LEYEL �RYIGE SPAG$ NOt �ESS tNAN 30 INCH�S D��P AND 30 INGHES Wlp�
SN,4LL � P�S�Nt A�ONrs A�l. SIDES O� tHE ,4PPI.IANCE U1H�iZE ACCE58 18 t�QUIiZED. tHE GLE,4R
,4CGE.48 OP�NINtx pIM�NStONB SNALL � NOt �ESS tN,4N O� 20 INC4�8 BY 30 INGNES, AND L,41�
ENOI,iCsN TO ,4LLOW REMOY,4L OF TNE L,4�ST APPLIANCE.
�cC�PtIONS:
I. iHE R4S3A,C�W,4Y ,4ND LEYEI. S�RYIC� SPAGE ,4}iE NOt i�G�.11�p UJF�t� tH�
APPLI,4NCE CAN BE S�RYIGED AND i�M01/�D tNf�+OtKsH tHE 1�QLIIt�D OPENING.
2. WHERE TI-iE P,4SSAC�EW,4i IS LlNOB3Tf�4CtED AND NOT L�SB 7HAN 6
Ff HIC�H ,4ND 22 INGNES WIDE �OR 11'8 �NtIRE L�WGtH, ti-� PASS�WAY 8HALL
BE NOt MOia� tH,4N �✓0 FT �C�NC�.
2. ELEGTRICAL f2�QUIREMENtB MI3td5.13.1. ,4 LIJMINAI� CONTI�OLLED BY A 3UJITGH LOCA'i'�D A7 7HE
tzEQUIRED PAS3ACsEW,�4Y OP�NINCx AND A REC�PTACLE OU7LE'I' SHALL BE tNSt,4LL�D ,4t OR NEQR tN�
APPI.IANGE �G+CAtION tN ACGORDANGE WItH CNAPt�R 39. �XPOS�O LAMPS SNA�L. BE PtZO'�C'?�D
�ROM CAMA�G� BY LOCAtIC�h1 OR L,4MP CsU,4RD8.
3. PFaOVIDE 2x12 PL�4T'FC?R1'1 lU/ 2-Lr4YER8 gi.�' PLYlU00U ATOP BOTTOM CHORD OF MFCs. TRUBS TH�4T Ni�EtB
tf�{� i�EQUI�D C�A�ANGEB. USE R-49 IN3ULAtION I,IND�R PL�4tFOt�f"i. ll-LA1'�R OF R-38 HKs�{ D�Tr181tY
Cl�d-1/-0�') t 1-L�41�R R-11 (3-I/2').
�. NO AIR CONDttIONINCs t0 B� INSt,4LL�D IN A771C.
5. PROVIDE Cx,41.Y,4NIZ�p M7'. DRAIN PAN UJItH WE'I' SUlItCH. PROYIDE COND�N.+°�4tION 1.11� �ROM �Ufahl,4G�
TO EXT�RIOR FOR DR4INAC�. T
i�-10 12161Y� IN5ULr4TION
� �XTLRIOR 51L�L 01� W�l.L
(5H,4l�CD /�4ftC,�
4X HL,4ULi'2
�X'1'LP?IO�? !'LYW001�
� �� / I I V� .�.J V L I( V I�l ��� I L�
NTS M�GN,4NIC�4L PLAt�Oi�J'1
FRA�AING NOTES:
�AMS hiUSt B� SOtH
NAILS e 24' O�C.
�GG�I�D �A SIOE
At..l. NE�4D�RS t0 8� 4x817F +11�331�147�A
O'11�RlUlv�.
� 111�SU�A�D �R-10 RIC�sID�I�IVSUl.Ailp►yWA1.l.S 70
SOL.ID BLOCK B�NE�4TN ALL i'OINt LOADS FROM
A�OIt�.
�LOOR JOISTS SHOIlLD B� SUPPORTED L�4t�RALLY
,4CCE�2 P�R,
0
i�00� Y�NtIL�tION G�LGUL�,T�ONS � ��Ql�f%�1'"i�NtS
,4t LEA3t �4 NOt MOR� tH,4N 509'e OP f�QUIta�D V�NtB SN,4LL BE IN UPPER PORtION O�
VENtILAtED R�00� 8P�4CE lN0 MO� tN,4N 3' BELOW tl-{E RIDC� OR NIC�H�St POINt) WITH tNE
�ALANGE OF t?�G�,IN�D VENtILATION PROVIDEP BY �,4VE YEN71NC�s.
VENtILAtION i?�QUIfi�D P�R SEC. RB06.1 -�TlGL03ED ATTICS AND �NCLOS�D R.4�T�R
SP,4G�8 �ORMED WH�t�£ C�ILINCsB ,41� ,4PPLI�D DN�GtLY t0 tN� IJND�RSID� OF R,00�
RAFiERB SHALL NAIIF CRO&�i V�NtfL,4tION �OR E,4CN S�P,4R,4'i'� 5P,4C� BY V�NtIL,4tiNC�
OP�NINC�S PR07EC1'Ep ,aCsAINSt T1-I� ENTRANCE OF RAIN OR SNOW. YENTIL,4TION OPBNING8
SN,4!_L 1-1,41/� ,4 �Er43t pIMENSIONS O� 1/I6' INGN MINIMUM ,4ND 1/4' INCH M,4XIMUM. VFNtILAtION
OPENITJCrtB HAYING A 1.�A3t DIMENgION LA�R tNAN I/�' SNALL B� PROVIDED WItN
CORR0310N-is"'�S(St,4Nt Wit� CLOtH SCf�Et�tiNCx, HARDW,4tZE CLOtN OR SIMILAR M,4?ERI�41.
IUItN OPENIi�xB NAVIt�Cx A 1.EASt DIM�N310N OP 1/16' MINIMt�M A�ND 1/�4' M,4XIMUM. OPENIt�{CsS IN
ROOF FR�11'111� MFMBERB 3H�41..l. G0T�01�1"i TO THE f�QUIR�MENTS OF 3ECTION R8fd2: t.
�QUli�1� YENtIL4tlOh1 OpENINCYS SNALL OPEN DII�GtLY t0 tNE OUt51DE AIR
MINIMtlM 1/�Nt AREA PHR SEG. RBm6.2 - tN� MINIhiLlhl NEt i�E VENTIL�4tION ,4RE�4 SHALL B�
U15�d OF 7HE ,41ZEA OF 7NE VENTED 84'ACE.
YENt ,4ND IN3ULAtION CLEARANCE P�R �C_ RBm63 - WHER� �AYE OR CORNICE I/�NtB ,4t�E
INSt,4LL�D, IN3UL,4tION SH,4LL NOt SLOGK tH� i�� �LOIU C7P ,41R NOt LE3S tHAN ,4 1-INGH
SP� SN,4LL B� f'R�OYIDED BEtWEEt�t tH� INSULAttON AND tHE ROOP SN�At1-IINCs ,4ND �4t tH�
LOC,4TION OF THE VENT.
S�E Sa-lEET N2 FOfi2 i�04F 1/ENt(LAtION GALCUL,4710N5 �,ND LOCATIONS
MAN�. tRUSSES
'� 2�� �.�:.
L5t,430 - HDR < SI1.L
TO 3x BLOCKIAlCs.
8/82.0
RDOF FRAMIPIQ N4TES:
ALL NE�4DER3 t0 B� �x8 DP +�2, UNLE88
NOtED OtNERUJISP. NE�4DERS ,4t EXtERIOR
UJ�4LLS < W,4i�i"I UJ.41..�8 t0 �3� INSULAtED
U1/R-10 RICsID INSUL.,4TION.
2. ,4LL OtHER 7RUSSES:
• 3N,4LL CARRY MANU�ACtURERS 3tAMP.
= SHA�1.L N,4VE D�SICxN DEt,41L8 ANp
3PECI�(C,4tION3 ON_31tE �OR �RAME
INSP�CtION.
• 5N,4�1..L BE INStALLED ,4ND BR4CED PER
M,4NUF,4C?URERS SPECIFfC,4TIONS.
3. NO tRUSB SN,4LL BE FIELD-MOOI�IED WItHOUt
PRIOR CON8ENt O� tl-IE TRU88 ENCsiNEER ,4N0
tNE BLIILPINC� pEP�4Rth1ENt.
4. PiZOVIDE �'i"1'IC ,�s„CCESS At ,4 MINIMUM O�
22'x30' PER IRG 3EC. R80�.1.
•,4CCE5S 1-1,4TCHE8 OR DOORS SH,4LL BE
U1Er4tN�RSTRIPP�D AND INBULAtED t0 ,4
LEYEL EG2UIV,4LEtJt t0 tHE INSULATION ON
tN� SURROUNDINC� BUte"'�,4CE8.
5. PROVIDE AttIC 1/ENTIL,4tION PER IRC BEC.
R806. ,4LL �R4MINC�c t0 COMPI.I' WItN IRC
5EC R8ID2.
REi�R t0 SHEAR WALL SCNEpU�E.
ROOF OVERFRAME NOTES:
c �
I. RAF?�RS SH,4LL B� FRAM�D TO 2X RIDC� BOARp
P�R PLAN. RIDC� BOARD SHALL NOt B� LESS IN
2X Y,41_L�1' OR �IIP RA�7ER ,4ND NOt L�SS IH DEi
tHAN tl�lE Cllt �ND 0� 7H� RA�T�R
I�ULL COl/�RAfx� At RIDC�, I�IP3 AND YAI.I.�YB)
6X6 Pt P05t lU/
�PG2 C,4P
� Ps s�ase
CITY 0� TU
AU6 08 20f6
P�R��r cE�,�-ER
�
1. Contractor or builder
must verify all dimensions
before proceeding with
construction.
2. This plan was designed
to be marketed throughout
many municipalities. The
purchaser must verify
compliance with all local
applicable building codea
where the home is to be
constructed.
3. Purchaser should have
pians reviewed by a lic-
ensed builder end struct-
ural engineer for compli-
ance to speci[ic site con-
ditions.
4. These plans should not
be sltered by other than a
qunlified designer, archi-
tect, or structural engineer.
Plan No:
L2-2802-3L
Date:
�-2ro-1�o
,;
UJ/ (N 3ro �
�4�5� i�?00� Y�NtS
C5� SG2. IN. N�T Fi�� ,�R��4�
50�ID tIC��T �IttINC�
I �1.f�75 ���t�il��l�iVf
2 XS �,45C 1,4 80,4i�D
�/l�o" Lfi�' �L�41'1��3LOC�G �fi�-
���� 05� 51"����t�T�l��
UJ�4T�i� �3,4i�fizf �R
2X� StUDS � 1� ° O.C.
UJ/ i�-21 �I��i��,455 INS.
�Xt�RlO� ��4CINC�
�
��ViI ���� u/�p �Wi.� ���i�l�� 1� I���IVf"hi�i� I
�4ND N�4fL�D t0 StU1�S UJ/ i�ilN. 1�/8" 1�fiz1'UJ,4LL
N,4f�.5 Oie G01�� COi'"Ii��.1,4NT SGi��i�JS. S�',4C�p
S' O.C. UJ,����30�� JOINtS 1"�UST �� COV�i2�1� UJ/
1'�4i='� �4Np JOINT COl"�i�OUNp, �4N1� F�4St�N�i� ���1�5
COV�i�I� UJ/ JOINt G01"�i�0UN1�.
���2' tI�ICK, NOMIi�I��. 2.� �C�
1��N51T1' UN�r4C�1� MIN�i��4�.
����� 7..���� �1�151.FJ-.� I ��%1�4� ��� .`i�i�l`�
f NT�Rf Ofi� � f t��TUJ��N UJ001� StUI�S
�• .. i--- 2Xro STI.ID '�''.�' � 1(0 � �.C.
�>CT�RIOi�
�/Su T1'�'� °X° C�UJk3 �i�P�l�1� Y�fi�TIC�4�L1�
�4N1� �1,41�.�I� t0 5tUD5 UJ/ 1"�IN. 1�/8' I�i�`r'UJ,4LL
N,41�5 Oi� COI�� COM�'� f,41�1T SC�UJS. S��4C�U
S° O.C. UJ,4J�L�0,4i�?1� JOINtS 1"rUST �3� COV�i�1� UJ/
t,4i=� �,N1� J�INt COMPOUNI�, ,41�11� �r4St�i�l�i� ��,4pS
C01/�i��D U1/ JO(Nt GOM�'OUNiJ.
PIRE BLOCKii�lC* AND DR4�1"StOPPINCs
PER SEC. 302.fl 4 302.12
1. IN GONGE,4LED gP.4CE8 O� S'TI,ID
WALLS �ND PARiI?'IONS, INCLUDIi�
FU�1� SP,4CE8 AND P,4R�4LLEL ROWS
O� StU1�8 OR St,4Cs�i�ED 3tU08,
AS �OLLOUJ3:
,4. v�fi�'1'IC�LLY ,4t tN� CEILINC� � FLOOR LEIIE�S
S. HORIxONt�4�LLY At IN'1'ERV,4L8 NOt EXCEEpINC�
10'-0'
2. At ,4LL INtERCONNECtIONB BE'I1�iEEN GONC�,4LED
vERtICAL ,4Np NORIzONt,41. SP�4C�8 SUGN A�
OCCUR ,4t SOi�it3, DROP GEILING�rS AND CO1tE
CEILINCsS. .
3. IN CONCE,4LED SP,4CE8 At St,41R 8'i'RIN�ERS ,4t tNE tOP
�,ND 80'i'i'OM O� tHE R�tN. �TIGLOSED SP�4CE8 UNDER
3tAIR5 3Hr4LL COMPLY U11tN SEC. R302: i
�. �4T OPENING�3 AROUNp VENt3, PIPF3, pUCtB, C,4BLE3
AND WIRES �►t GEILING� ,4ND �LOOR LEVEL, WItN ,4N
APPROVED M,4'iERIAL t0 i�E313t tNE �E Py433AC�E
O� �LAME ,4ND PR�DUCtB OP C4MBUStION.
— • n
8'IUp NOTGHINCx
� 8���
' - �3E,4RINC�x OR EXtERIOR UJALL
NOtCN 25�, BORIi� �40�'d.
- 60qo BORINC� IP D4USLED �
�E85 OR EQUAL 3UCCESSIVE STUDB.
- NON-SE�4RI1� M,4XIMUM NOtCN
��''o, B4RII�lGs ro�'�.
- HOL�3 NO CLO�ER tNAN 5/8
INCH t0 �,4CE OF 8tUp.
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1. � I i3�i� C�1"I�i�lt �O,�i�
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�. 1� I�MONI� UJ,4L� INSUL�4tINC� StUCGO
�. St��L SIi�fNC�
NO SCALE
MIN. �oX6 �'T fi�OST
i/16' L�' FL,4M��3LOCfG Fli�-
24T�D OSB SHE,4t�-Ili�lC�
�ia' t1'P� '�X �1'P SI-Et'C�
SIDINC-� Oi� TRIM PEi� PL�4N
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�
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C�� SQ. IN. N�T �i��� Ai��,4�
so�. « r���T ��-rT�u�
T�2US5 13�OCKII�IC�
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i��i� (�cC 3�2 � t,a,BL� i�3�2.1
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ATTIC VENTILATION
,4t LEr45t �0� < NOt MORE tHAN 5ID�'o O� REQUIRED
Y�NtS 5H►4LL BE IN UPPER PORtION O� I/ENtIL,4tEp
ROOF SPAGE CNO MORE t1-1,4N 3' SELOUJ THE RIDC�E OR
HIC�NEST POINt) U11tN tHE B�4L,4NGE OP REQUIRED
VENtIL,4tION PROYIDED SY E�4YE VENtiNCs.
12 �\ " ' t�LYWOOD SUB-FLR
� , ED e t�L4(LED to
15�E FR4MfiJCrt PL,4N FOR
'', �� SIZE ,4ND SP,4GINCs) �
I•
. �
�-SO INSULI�TION
C7,�f�,4C��
USE 1/2' C�11J8 ON ALL WARM ,4ND
8'I'RUGTURAL UJ,4�LLS. Ct) LAYER 5/8' 7YPE
'X' ON CE(LINC�v. WRAP ,4L.L EXPOS�D POgtB
,4N0 BEAMS IN i/2' C�l!!B
tlCxHtLINE
�OUND,4t10N DR4IN:
4' D1,4. PEi�. PIP�
PE�4 C�xR4VEL �ILL
UiR�4P U1/ �ILTER F,48RIC
12
5�
�
STUflY
�Nl.l�''f`RU33ES 2�'O�.
ROO� fl�MINCs PLAN
tYP. INt. UJALL
�/1' CsluB Of' iL
�x� 8tUD *
6' O.G.
ZX� �t. {�
0
�ITG��N
�LooR corlstt�uctior�tt:
3/4' ttG� PLYUJOOA 3UB-�LR
C�LUEP < NAILEO TO
CBEE �RAMINC�s PLAN FOR
812E ,4ND SR4CINC�c) —1
6 MIL VISG�UEEN vr4POi?
sAt�Ri�R t+�laouc�Hour
CRAWLSR4GE.
LAP SPLICES 12' MIN.
... , .
:. r •
3/8" = I'-p"
ST�11R MOTES:
P�R IRG R31L'I
4' SPF�ERE 6FiALL
• STRtNC�1?8 TO BE FI� �LOdG�D ,4t BOTH 70P ,4TJp ►JO't' PA88 tHI�o�KsH�
pOTTOPI.
' ALL US�4BLE SPAGE IAIDER StAIRB TO BE I HOUf2 q,
CoN81'l�1JCtIoN.
• M�JcifNLM RIS� TO 8� "i-3/4'. �
• MINIi"IUM RIiN t0 E3� 10'.
• MINtMIM }�,4D I-�K�{i t0 F3� b'-8'. �
• MMi�rna� at,aiR wi�t�+ to e� ��.
• PROYID� CGNtMU0U8 FIAND R41L 34' to 38' GF�
tt�,a� Hosn� � t�n{st �xr�� �i�a�� eorrort �
tt.EAD.
� PFOVIDE C�LIARD R41L8 AT LANDIt�sB MMIfMIM 36' �
HKvN lU/ CLE,4R SPACE �
• HAiJDGRIP F�ORtION O� NANDR,41L BHALL 9�
NOt L�SS I V�' TJC�R MOFZE tHAN 2' M
TJ R �
G�068 SEGtIGNAL 1�9"L � �
• wtNotn� tt�acs i0 '�� M"''.
m tr�a�
i'ER IRG R311.'ISZ.1 E
• BPIRAl. StAli�
Pl�OYIO� MM '1 1/2' RlAd a A POINt t2' - pZ
�ROM WNFis� 7READ IS NAis�OU�ST
f'ER IRG R311.'I.Im.i �
�
CONt. HANOR4IL 34'-38' /
ABOVE TR�11D T1081rIG. � /
PIGC�tB P�12 IRC
ON OPBN SID� /
W.I .G.
PT. ZXiZ
r��8
70 8'tRi�
HN�1DR41L t0 B� PR�B�NT ON
Ohl At LE�6t OIJ� 81DE G� BtAIR
gH��NqD�CslQIP POFC!'!�l�l G� 1�lAPIDR41L8
O� Vil �' MM.Y i 2� hL�4)t.��DCa�84L�4L.�.Ct1�64�N�
A MM. RADIUS OF L(�'.
—ALL tsEQ1111pED C�l1AI�Dt�41L8 t0 � 9Fi'
MM. M I�IGNt
or�r,n�s t�o�e r�c�r�n cua�cs a�t
'I'N� SID�S CF 8t�41R 't't�,4D8 81�lALL NO'1'
-- ALLCW A BR�t�E 4�1G�6 (I�) t0 PA86 tF#aOUGi�L
' MIN.-IVs' MAX -r��-r, (
�,� e�ra� w,ae�
TO PA86 TF�OU�a�I Of�ENIIJGi
SELOW BtAiR MBTALL I�y'
CsU� � C�ILMG, AND u�4LL8
� «� z� 8�r�
FtRE Bi.00yGt�i"a � MID-8P/W ,4Np
M SiUD tU41.l.6 ALONG Mh M Lt�
WPM STf�ft� IF AREA �
'tFN�aT �I.OGC 8tA1R$ IS Il�NIBNEp
INTERIOIt
.
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NL 35
Fi-38 IN5UI.�TION
Gi�?�WL51��4G�
COPYRI�HT 2010
L�ndmark Design Inc.
,4LL RIGHt8 I�SERVED
DBL JST
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hfi'L. N�R3
AT �,4 S'I'RMGBR
3-2Xi1 pT.BTRtNG�R6
RIOR
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STAIR DETAIL, AI�TD NOTES
COMP051tION ROO� W/ 3�+' INTEidUOVEN i�Lt
ON 1/2' 2�#/fd PLYWOOD SHE,4tHING
,4LL ROOF FL,45HINCx TO BE MIN. 26 Cs,4
Cx,4LV. StEEL.
ROOP DRIP EDCxEB PER BEC. R9fd52.8.5
PROVIDE DRIP EDCsE ,4t EAVES d Cx,4BLE3
Ul/ A MIN. 2' OYERI.AP.
M�ST�fZ
��rTH
J'I�..a
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,.
C�
� 8,4Rs I8� o.c.
y .�r �,,.M� �� ���� s 1 �
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ir �''%�flN y� � }@,y�},�r� �,4 n"
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�� �
y s%
��.U�+nrm?w� �� p�a�`"��� �'�i„�y�Yfr����� � ��
Ho sc,a,�e
2x SGREENED E�41�
VENt BLOCK3 W/l�4)
2�8' HO1.E8 E,4CN -
PROYIDE ,4PPROV�D
IN5UL�4tION B,4i�LE
TO ENBURE 1' MIN.
,41R SP.4CE.
tYPIC,4L EXtERIC�R W,4LL:
t�nx6 toP P�Ates
2Xro 87U1�8 !a 1%� O.C.
2x6 BottOi"f PL�4tE
1/Z' SNt'Cs 1,4P�4 fv4TE1� 2�4/0)
AIR B,4}�RIER
�MERIOR 51DINCx PER �LEV.
R-21 INSU�AtION U1/ CON7.
VAPOR B,4i2RIER
lW,4RM SIpE)
1/2' C�Yf'. BD
.���'� F�R _
�a'���i��� �� ��
pp�o� �
� pu� �. � ��i6
� C�� �� �°ukwila
► �UILDIN�'p�VIS10i�1
�.� co�c�t� s�,a�
SLOPE t0 DRAIN
cirY o� Tv�w
ILA
AU� 08 2016
P���ri� ���r�R
1, Contractor or builder
must verify all dimensions
before proceeding with
construction,
2. This plan was designed
to be marketed throughout
many municipalitiea, The
purchaser must verify
compliance with all local
applicable building codes
where the home is to be
constructed.
3. Purchaser should have
plans reviewed by a lic—
ensed builder and struct—
ural engineer for compli—
ance to specific eite con—
ditions.
4. These plans should not
be altered by other than a
qualified designer, archi—
tect, or atructural engineer,
Plan No:
L2-2802-3L
Date:
�-2`�-1�
�
.- .i .' � ! .' _ �_ .. __ ."..�' ' _ ���
.. . . , .. . �. / • d�.. -...
. �
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e � • ,,,� - - T -- ,,.., � �
���'ii = I �-(7 ii
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qt iYr�?
� �g �� ��'� � � ��� ��t�'�= �hr, �'� y�%�
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. ' ^�,w�ra�.�.'.�. �, �...��. ' ���'�� �� �x.r;:��';� '�, '. .
St,41RW,4Y ILLUMIN,4tION PER 8EC 303: i IRG
ALL (N'1'ERIOR AND EXtERIOR St,41RW,4Y8 SN,41..L. BE
PROVIpEp Wltl-I ME,4N8 t0 IL�UMIN,4tE tH� St,41R3,
INCLUI�INCa tNE L�4NDINCx3 ,4ND tRE,4p8. INtERIOR
StAIRW�4YS SN,4LL RE PROVIpED WItN AN ,4RtIFiC1,4L LIGHt
SOURGE LOC,4'I'ED IN tHE IMMEDIAtE VICINItY C.� EACI-1
Lr4NDINC�s OF TI-{E 8Y,41i?lU,4Y.
EX'I'ER(OR StAIRWAYS SNALL BE PROVIDED WItN ,4N ,4RtI�iCl�4�1.
LICxNt SOUI�CE LOC,4'T'ED IN tH� IMMEp1,4TE VICINItY OP tHE
tOP L,4Ni�INC� O� tHE St,41R�.UA�'.
RE j�WED F0�
�C1D�P'p� VED ��
AUG 12 20i6
Ci�y of iu{zwila
�3U1LflI��G Di1/1���J�
c��-v�aF TUKwi
LA
au� 08 20�s
P�'RM1T CE���R
_ �L�GTR(C�4L K�1'
OVERHE,4D -(�-
GAN
OUtLET
DUPLEX OUtLEt
a�mV out�et
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y
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C�
.� r�n
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1. Contractor or builder
must verify all dimensioas
before proceeding with
conatruction.
2. This plan was designed
to be marketed throughout
many municipalities. The
purchaser must verify
compliance with all local
applicable building codes
where the home is to be
constructed.
� 3. Purchaser should have
plans reviewed by a lic-
ensed builder and struct-
� ural engineer for compli-
ance to specitic site con-
ditions.
�
`iVl 11.�� VI Iv1�G ,Qi�,4��' �
G4RBON MONO. pEt. •
ilf� V W/ k3AttERY
BAGKL{P
C�,BLE t.V. JACfG �
PHC�NE
uNDER GOUNTER
1.ICsNtS
CsAg OUt�Et
H08E BIBB
EXT. F,4N Yr08
♦
-�—UC
�
�
�
4. These plans should not
be altered by other 1,han a
quslified designer, archi-
tect, or structural engineer.
Plan No:
L2-�802-3L
Date:
�-2�-1�0
�
��I �� ��� ������l.�t��� I ���� �
�4LL CONSTi�ICTION SHALL BE IN CONFO�i"1,4NCE UJITN THE INTEi�1,4TION,4L BLlILDING�
COD� IIBC), 2015 �pltl�l, WItN UJ�45NINCxtON 5t�4t� �4M�NDM�NtS.
pE51�N L0,4p5:
ROO�
�IY� 1.0�4p 25 P� (SNOW)
pE,4D 1.0�4p 15 PS�
�LOOR
LIYE L0,4D �4� P� (i�E51pENTl,4l..)
DE�4D L0,4D ll� P5�
WINp
�,451C UJIND SP��D 110 MP�I l3 S�CONp CxuST, U�TIMA7� 1.0�4p)
RIJK C�4TAC�ORY II, EXP05URE 8, IC� = 1.0
S�ISMIG
EQU(YALENT LATEiZ4L FORCE PROCEqURE
B�ARINC� WAI.I. 5Y5t�M (LIC�Nt-��p W,4LL5)
Slt� CL�S: D
S�ISMIC p�51C�N C�t,4�CxORY: D
Sa = 1.5 - 1�3C �IC�cUie� 16133(1)
5c�=1.0,1�=1.0,R=6.5
Cb = Q�.15�
Q�
(NSPECTIONS:
NO SP�CI,4!_ INSP�CTIONS �41� REG�,IIR�p. NOi'IF�' tH� BUILpINCx p�PA�Th1�N1' �OR INSi'�G710N5
R�QufRED �3Y LOCAI.ORDIN�NC�. ,4LL PR�P,4RED SOIL B�,4RI1�lCx SUf�,4C�S SN,41..1. ��
PR
INSPECT�D BY ,� SOILS �NCxINEER PR(OR t0 PL�4CEI�I�Nt C.� REIN�ORCIt� S�EL.
�ou�pa-rioNs:
PL�4C� �OOtINC�S ON NA�'fVE OR COMP�4C�D SOII� lUll'N 1,�� P� B��RING C,4P�4CItY l,4SSUh1�p).
BOT�'Oh1 c7� EXtERiOR �OOtiN�v SN�41,.L BE MINIMUM i'-6" BELOUJ OUTS(DE �INIS�D C�zRAD�.
�ACK�I�� WA�1.5 Wli'N A 111��L pR41NIlJCx 1"iAi�i?IA� i�E OF Oi�C��4Nl� 0�3JECi'S OR p��fi�l5.
coNc��r�:
1'NE S�L�CtiON 0� M�4i'�R(ALa �OR AND tN� MIXINC� AND PL�4CI1�1C�s O� �4LL CONCf�E� 5N�4LL
CON�Ui�I'11'O t+� R�CN�Ii�M�NtS O� tl-{� INt�I�N,41'IONA� BUl�pii�K� COA�, 2015 EpItION.
M,4i'ERI,4!_5 SN,4LL B� PROPOi�'i'IONEp t0 P�ODUC� ,� DENS�, U10RIG4BLE MIX NAYING �4
M�Jc(MUM S�UMP 0� �4 INCN�S U�-lICN C�MI B� P��C�p U1ITHOUt S�CxREG�4i'ION OR �XC�SS FRE�
SUi�,4C� UJA�'�R U5� MINIMUM �'c = 3,000 P51 UJITN 5.� 5,4CICS 0� C�h1�Nt P�R CI�SIC Y,4RD 0�
CONCR�T� ,4ND A M�4XIMI�M 0� 52 Cx,41.LON5 0� UJ,4T�R P�R 94 LB S,�C�C 0� CEMEN7. ,4�L
COt�ICi?�t� SNALL CONtdiN ,41� AIR �NtR�41NINCx ,4C�c�N1'. tNE AMOUNt O� �Tlt1�,41N�D Af R 5N,4L1..
�� 4�iz9'o t15�o �Y VOl.l1ME. MAXIMUM 51zE 0� AC�CiREC�,4T� IS l�is ��. ,4�L CONCR�1� 5Na�1. 8�
�ouR�D MONaLft�ICALLY B���N cvNStRuctloN oR �xP�4r151oN JolNts uNL�85 SNou�l
RC
D�'+�I�RWIS�. G�NGi�1'� Pt�RY�YORS/�vUPPL.I�RS D�LIY�RY OR �,4tCl-� tICKEt t0 �� ON JO�
SIl'� �OR SUILDIt�IC�s INSP��i'OR Y�RI�ICAtION.
REIN�ORCINC� STE��:
Al..l. �41.L f�IN�ORCIt� 5t��� SNA�L �� MINIMUM GiZ40� 60 l�y = 60,00m i'SU DE�ORM�p
$�4R5 IN �CCC�p,4NC� UJITN A5th15P�CI�IC,4tI0N ,4-615. L►4P ALL �''L(C�S 32 B�4R DIAMEtERB
OR 1'-6" MINIMUM uNl.E55 OTNER�UISE SHC)WN. PROYIDE EL�30U18�4RS l32 D1,4a i'O L�4P
�-IORIzONtA� 5��1. ,41' CC?i�l�RS ANp INt�RS�CtfUNS IN �OOtINC�S ANp WAI.LS. R�IN�ORC�MkTIt
SNdI.� �� ,4CC1�R41'ELY i'L,4CEI7 ,4ND AD�QI�At�I.'( SI�Pi'ORi'ED �Y ,4PPROVED CN,41R5,
5P,4CERS, OR i'IE5 ,4ND SECURED IN PL�CE DURINC� C�ROUT OR CONCi�i'� PL,4C�MEN1'.
MINIMLIM CONCR�1'E COV�R �OR R�I(�OR�INC�s S��L:
�
S�A� AND tUALL B,4i�5:
INTERIOR F,4C�5
EXP05�D 1'0 UJE�TN�R OR �,�RTI�
�00711� B�RS
PROt�Ct�ON
�t�2 ��
l�,z �� l� �4ND SMALL�i�
2" t�'o ANp 1.,4i�R)
3"
TIMBER:
A�.1. L.UMB�R 5�1,4L.1. R� AS �O��OU151�N1.�55 NOT�D OTHERIUISE:
�,�►s �� o� ���-t��
P05t5 i7�2 OR B�TT�R
2x i�AMfNC� 1�'2 OR BEi�'ER
,4L.L 2x tIMB�R SN,41.L BE �CI�N DRI�p. ,4l_� C�R�40�5 5N�4L� COi�ORM TO "IUUJP,4 C�sR�4p f N C�
RUL�S �OR U�STERN LUMBER", LAiEST �Dli'ION. �LL U100D IN CONt,4C7 UIItN CONCRET� 5N,4LL
� Pi�S�UR� 1ir�A�p. R�-tR�,4t Al.l. CUt �NDS, NOtCN�B, ,4Np pRll.l.�p NOL.�S IN
,�CCORDANC� U11tN ,�U.�,4 M4. M,41NtAIN MiN(MI�M 6" CL��4R B�t��t�t U100D AND �XPOv�D
EAI?1'4�. MAINT�41N 8" CLEAR �i'UiEEN �XPOSED ��RTN AND NON-tRE�4TE0 tU00D �4T EXTERIOR
�OUNDAtION UJALI.�. al.l. i�1�411.5 5N,4�� B� C�,41.YAN(z�D BOX OR COMMON NAI�S. �,4St�N�RS fN
CONi'�4C�' UJI7N PRES�RY�4i'llt�-Ti�AT�p UJOOp SNAI.I. �� OF NOT-p(P9'�D zINC-CO,�T�D
GALVANIZEp St�EL OR S�',�INLE55 STEEL IN ,4CCORD�NCE U117N SEC710N IBC 2304.10.5. ALL
MINIMUM N,41L.INC� SNA�L B� P�R IBC t,48L� 230�.10.1 UTLO. MACNIN� BOLtS t0 8� A-307. BOLt
N��4D8 ANp 1�U�'S R�,4RI1�Cx AC�,41NSt U100D 5N�4�� � PROVIp�D Wlt+� StANp,4Rp Cl�t WA�R�.
MISCELL,�OUS NA�RS t0 BE 'SIMPSON' OR ICC ,4PPROYED EC�UAL. ALL NANCxERS t0 BE
F,45TTENED t0 U1000 WItN PRG�R N,41L5 aNp .41..L NO�ES 54��4LL B� NdILEp.
C�LUEp L�4MIN�4T�Q UJOOp MEM�Ei25:
Cx�U�p 1.,4MIN,4�p WDOp �3�,4M5 IGLB) t0 8� IN AGCOi�p,4NC� WITN dHSVAItC St�NpAi�D
,4i90.1, �41"I�i�ICAN N,4tI0NAL St�4N0,4RD �OR StRUCTUR�I. C�s1,.U�D L,4MIN�TED 1'IMB�R. US�
STi�SS C�R�4DE COMBINAtION 2�-Y� l�b = 2,�400 i'�I) �OR SIMPLE SPANS �4Np 2�-YS FOR
C,4NtI��V�R �t�ln COi�1TINUOI,I� 5PaN8. Slh'�PL� SPANS SN,�L.L B� C,4M��R�p ON �4 3500' R1�DIU5
UN.O. G1.U� SNAI..I. �� C,6,�IN U111'I� MO�D INNI�31i'OR UN1.�S5 OTN�RUIIS� SP�CI�IED, SE�41.�R
SNALL B� �4PPLIEq t0 ENi�S G� �4LL MEMBERS. 8071'OM LAMIN�4tIQN TO BE �=REE 0� l�NSOUND
KNOTS L,4i�R tNr4r1 �iz" pIAMEi'ER AITG 5T�4MP aNp CERI'I�ICATIDN REQUIRED.
PR�F,4�Rf C,4TED J015T5:
J015t5 5N►�1.L B� ,4g NO1�D ON tNE PL�4NS ,4ND A5 MANl��,4CtUREp SY tRUvS JOISt
WE1'�iZN,4�U5�i� OR A�PPiZOVEp EQUIV,4LENT. J015T5 t0 � Ei�CI'ED IN ACCORDANGE UlITN TNE
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