BLD2019-0078OV EbAf
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FA X: (425) 771-0221
STATUS: ISSUED 07/11/2019 Pem-dt#: BLD20190078
Expiration Date: 07/11/3010 Project Address: 18209 76TH AVIE W, EDMO-NDS
Parcel No: 00370800300goo
PROPERTY OWNER APPLICANT CONTRACTOR
JAMES& ALISON POPE PINNACLE BUILDERS LLC PINNACLE BUILDERS LLC
18209 76TH AVE W CIO MITCHELL GAYNOR CIO MITCHELL GAYNOR
EDMONDS, WA 98026 4654 ELSICA DR 4654 ELSICA DR
CLINTON, WA 98236 CLINTON, WA 98236
(425) 350-7773 (425) 275-6566 (425) 275-6566
LICENSE #: pinnabl842mf EXP 07/06/2020
JOB DESCRIPTION
ADD 1,489 SF TO EMSTING SINGLE FAMILY RESIDENCE AND INTERIOR REMODEL. PLUMBING AND MECHANICAL
INCLUDED.
VALUATION: $131,577
PERMIT TYPE Residential
PERMIT GROUP: 02 - Addition
GRADING: N CYDS: 0
TYPE OF CONSTRUCTION: VB
RETAINING WALL ROCKERY:
OCCUPANT GROUP: SFR IRC
OCCUPANT LOAD:
FENCE: 0 X 0 FT.)
CODE: 2015 IRC/`UPC/WSEC
JOTHER: ------- OTHER DESC:
I ZONE: RS-12
INUMBER OF STORIES: 2
IVESTED DATE�
INUMBER OF DWELLING UNITS: I
ILOT #:
ENISTING ARE%
BASEMENT. 0 1 ST FLOOR. 0 2ND FLOOR 0
PROPOSITI AREA
BASEMENT - 0 IST FLOOR: 244 2ND FLOOR 733
3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0
13RD FLOOR: 0 GARAGE: 121 DECK: 391 OTHER: 0
BEDROOMS 0 BATHROOMS: 0
1BEDROOMS: 0 BATHROOMS1
FRONTSLTBACK SIDESETBACK RF-4,RSErBACK
REQUIRED: 25' PROPOSED W=S8' 7
�rQUIRED: 10' PROPOSED N— 1 V-6" IREQUIRED: 25' PROPOSED: E= 43'
HEIGHT ALLOWED:O PROPOSED:O IREQUIRED 10, PROPOSED: S-- 20--S"
SETBACK NOTES: * Height to addition is 23'-1 1/4"
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO
PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION
INSURANCE AND RCW 18:27.
�AIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HISMER DEPJTY AND ALL FEES ARE PAID.
,7
7 ILI 7/11/19
IV Signature Print Nah:e /Date Released By Date
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRCI 10.
F] FIRE = APPLICANT = ASSESSOR = CITY
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STATUS: ISSUED BLD20190078
CONDITIONS I
• Installer shall provide the manufacturer's installation, operating instructions, and a whole house ventilation system operation
description. A label shall be affixed to the whole house timer control that reads " Whole House Ventilation" (see operating
instructions).
• Special inspections have been called for on this project and are noted on the approved construction plans and building permit.
It is the owner and/or contractors responsibility to assure that reports are provided to the City on a weekly basis. Be advised --
if special inspection reports are not forthcoming, the Building Official may issue a "Stop Work" and no City inspections will be
provided until such time as the reporting agency has complied and reports are reviewed and approved by the City.
• Gas pipe test must be observed by City Building Inspector, affidavits shall not be accepted.
• Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of
the building or structure. Check thejob card for all required City inspections including final project approval and final
occupancy inspections.
• Any request foraltemate design, modification, variance or other administrative deviation (hereinafter "variance") Rom
adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing
fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable.
Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve any items not to code specification.
Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits
of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and I 0:00am and 6:00pm on Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating fi-om construction sites/activities must comply with the
noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold
harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever nature, arising directly or indirectly from the issuance for this permit. Issuance ofthis pertnit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance
provision.
Maintain erosion & sedimentation control per city standards.
Call for required inspections as noted and prior to backfill.
Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is
caused by or occurs during the permitted project.
I INSPECTIONS
THIS PERMIT AUTHORIZES ONLY THEWORK NOTED. THIS PERMITCOVERS WORKTO BEDONEON PRIVATEPROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT
TIME LIMIT: SEE ECDC 19,00.005(A) (6)
7� TO SCHEDULE INSPECIqONS
I BUILDING I JENGINEERING (425) 771-0220 EXT. 1326
A. Go to: www.edmondswa.gov
12. Then: Services
3. Then: Perm its/De\el opment
4. Then: Online Permit Info
5: If you don't have one already, create a
login (upper right hand comer)
6: Schedule vouf inspection
Building Department Inspections
are now scheduled online. If you
ha\e difficulties, please call the
Building Department front desk for
assistance during office hours.
(425) 771-0220
FIRE (425) 775-7720
PUBLIC WORKS (425) 771-0235
RECYCLING (426) 275-4801
When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection
being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. _
* E-Erosion Control/Mobilization
.r - -'I).
• E-Engineering Final
• B-Preconstruction meeting
• B-Setbacks
• B-Footings
• B-Foundation Wall
• B-Foundation Drainage
• B-Isolated Footings/Piers
• B-Special Inspection Epoxy Anchors
• B-Plumb Rough In
• B-Gas Test/Pipe
• B-Mechanical Rough In
• B-EAerior Wall Sheathing
• B-Roof Sheathing
• B-ShearNailing
• B-Height Verification
• B-Framing
• B-Insulation/Energy
• B-Building Final
• B-Other
I
0
September 5, 2019
Project#: 18-273
Pope Remodel
18209 761" Ave W
Edmonds, WA
Attn: Mitchell Gaynor
Re: Pope Engineering Letter
To Whom It May Concern:
Iridium
635 West 5300 South, Ste 203
Salt Lake City, UT 84123
Ph: 801-974-5101
Fax: 801-974-5102
RECEIVED
SEP 09 2019
DEVELOPMENT SERVICES
COUNTER
SCANNED
BE? 0 % 101%
The adjustments made to the front garage wall and back bathroom wall will not require any
upsizing of the already defined structural elements. This includes, FB-1, FB-3, RB-2, and the
2x 10 joists.
Thank you,
Braden Jenkins
Iridiurn AE
If-4
; 9088 iST ED
HI CT
C
MAN
SE 0 tWASHIET
ko
A-
18-273
N
of ED
SPECIAL INSPECTION AND TESTING AGREEMENT
Permit #:
Project:
—Pope Addition BLD2019-0078
Prior to issuance qf a permit, thisform must be completed it? its entirety and returned to the Cityfor
approval. The compleledfirm must have signatures of acknowledgment by allparties.
DUTIES AND RESPONSIBILITIES
Special Inspection Firm and Special Inspectors:
The Special Inspection firm of - FS I / AI'C-
will perform special inspection for the following types of work (separate forms must be submitted if more than
one firm Is to be employed):
—Reinforced Concrete
—Bolting in Concrete
Prestressed Concrete
—Shotcrete
—Structural Masonry
Structural Steel/Welding
—High Strength Bolting
—Spray applied Fireproofing
Smoke Control Systems
_X_�Lateral Wood
—Structural Observation by design professional
.Grading/soils
Steel Floor and Roof Decks
._X_Other—Epoxy Hold Down Installation
All individual inspectors to be employed on this project will be WABO certified for the type of work they are to
inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO
certified, a detailed resume of the inspector and firm must be submitted, The resume must show that the inspector
and the firm are qualified by education and experience to perform the work and testing required by the project
design and specifications.
The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions
and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection
records shali include:
A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work
shall be brought to the immediate attention of the contractor for resolution.
A weekly report shall be submitted to the City; detailing the inspections and testing performed, listing any
nonconforming work and resolution of nonconforming items,
A final report shall be submitted to the building department prior to the Certificate of Occupancy being
issued, This report will indicate that inspection and testing was completed in conformance with the
M�' r,�_' E Milit M
\XEDMSVR-DEP'rFS\Buildin&NHandouts information by Chuck\plan reviewkomments - Building Division reviewsW I 0-�Ail%p i ion
Special Inspection Form (unsigned).docA/2019 APR 0 9 2019
BUILDING DEPARThriENT
CITY OF EDMONPS
4
approved plans, specifications and approved revisions or addenda. Any unresolved discrepancies must be
detailed in the final report.
Contractor:
The contractor shall provide the special inspector or agency adequate notification of work requiring inspection,
The City approved plan and specifications must be made available, at the jobsite for the use of the special
inspector and the City inspector. The contractor sMl maintain all daily inspection reports, on site, for review by
all parties.
The special inspection functions are considered to be in addition to the normal inspections performed by the City
and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be
poured or other work covered until approval is given by the City inspector.
Buildia Department:
The building department shall review any revisions and addenda. The City inspector will monitor the special
inspection functions for compliance with the agreement and the approved plans. The City inspector shall be
responsible for approving various stages of construction to be covered and for work to proceed.
Design Professionals:
The architect andior engineer will clearly indicate on the plans and specifications the specific types of special
inspection required and shall include a schedulefor inspection and testing. The architect and�'or engineer will
coordinate their revision and addenda process in such a way as to ensure that all required City approvals are
obtained, prior to work shown on the revisions being performed in the field.
Owner:
The project owner, or the architect or engineer acting as tile owners agent, shall employ the special inspector or
agency.
ENFORCEMENT
A failure of the special inspector or firm to perform in keeping with the requirements of the IBC, the approved
plans and this document, may void this agreement and the Building Official's approval of the special inspector.
In such a case a new special inspector and/or firm would need to be proposed for approval. A failure of the
design andlor construction parties to perform in accordance with this agreement may result in a STOP WORK
notice being posted on the project until nonconforming items have been resolved.
ACKNOWLEDGMENTS
I have read and agree to comply with the terms and conditions of this agreement.
Owner:
J (2
!?I je� eO
,��__________jignature
Contractor: Z
Arch. Designer: Tiek Design Group _Signature
Engineer : Iridium AE ______Signature
Date
Date:
Date., 3/26/2019
Date: 3/26119
Special Insp. Psl� L-(- /F� vi:( A-1 1,-, F — -
Signature_,,- Date: _ 3/- //,�
Special Insp. Agency.
ACCEPTED FOR THE CITY OF EDMONDS BUILDING DIVISION
Date: A01-1
Building Division revie%vs�-)019-0079 Pope Addition
By: _ U) 2d
- T 2 —L
,1EDMS -DEP - %Build mW Handouts Information by Chuck' plan rev ieWcomments -
Special Inspection Form, (unsigned) d-,c3,6 1-019
Permit #
ov FI),,, v,
FD)
Uj I ��,
Address: 18209 76th ave w, Edmonds APR 0 9 2019
Home Owner: Alison and James Pope BUIMING DEPARTMENT
CITY OF EDMONDS
Contractor: Pinnacle Builders LLC
This form may be used to help establish the percentage of demolition work performed to an existing
home in the course of a remodel. Once demolition has met or exceeded 75% of the value of the existing
home's replacement cost, the structure will be required to be rebuilt to the standards of new
construction.
Replacement cost of existing home $_348,700
How was the value determined? Cost to Rebuild as Existing
Component
Value of
Existing
Component
Percentage
removed
Replacement cost
of removed
component
Notes
Foundation
25 , 500
10%
2,550
Floor Framing
22,000
20%
4,400
Floor Insulation
5,200
20%
1,040
Wall Framing
32,000
55%
17,600
Wall Insulation
6,SOO
55%
3,575
Siding
23,000
100%
23,000
Roof Framing
27,000
65%
17,550
Attic Insulation
4,500
60%
2,700
Windows
15,000
60%
9,000
Doors
10,500
50%
5,250
Plumbing
21,000
60%
12,600
Electrical
23,500
50%
11,750
HVAC
16,500
10%
1,650
Drywall
21,000
60%
12,600
Cabinets
12,500
100%
12,500
Deck
8,000
100%
8,000
Other
75,000
35%
26,250
Total
348,700
172,015
% of total
removed
Percentage of Removed equals 'Total of Column 4 divided by Full Replacement cost' equals -49.33-%
Owner
Contractor
Date -]-(D -Zot_7
Date
&6atolclftl
FliF,
WATERSHED
"COMPANY
April 9, 2019
Alison Pope
18209 76th Avenue W
Edmunds WA 98026
425-350-7773
Alison.pope@comcast.net
Re: Wetland and Stream Reconnaissance Study
The Watershed Company Reference Number: 190326
Dear Alison:
SCIENCE & DESIGN
KEW M-1
APR 0 9 2019
BUILDING DEPARTMENT
CITY OF EDMONDS
On April 1, 2019 Ecologist Roen Hohlfeld visited the property located at 18209 76th
Avenue W. in the City of Edmunds to screen for jurisdictional wetlands and streams in
the area identified by the City along the west side of 76th Avenue W. This letter
summarizes the findings of the study. The following document is enclosed:
0 Site Sketch
Methodology
The study area was evaluated for wetlands using methodology from the Regional
Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains,
Valleys, and Coast Region Version 2.0 (Regional Supplement) (US Army Corps of
Engineers [Corps] May 2010). Identified wetlands were classified according to the 2014
Western Washington Wetland Rating System (Ecology Publication 14-06-029).
Public -domain information on the subject properties was reviewed for this
reconnaissance study and include the following:
U.S. Fish and Wildlife Service National Wetland Inventory (NWI) maps
Snohomish County PDS Map Portal
Characterization of climatic conditions for precipitation was determined using the
WETS table methodology from the USDA NRCS document Part 650 Engineering Field
Handbook, National Engineering Handbook, Hydrology Tools for Wetland Identification and
Analysis, Chapter 19 (September 2015). The Seattle -Tacoma International AP station as
recorded by NOAA (http://agacis.rcc-acis.org/) was used as a source for precipitation
750 Sixth Street South Kirkland, WA 98033
p 425.822.5242 , f 425.827.8136 1 watershedco.com
Wetland Reconnaissance Study
Alison Pope
April, 2019
Page 2
data. The WETS table methodology uses climate data from the three months prior to the
site visit month to determine if normal conditions are present.
Findings
On April 1, 2019 Ecologist Roen Hohlfeld visited the property located at 18209 76th
Avenue W. in the City of Edmunds to screen for jurisdictional wetlands and streams in
the area identified by the City along the west side of 76th Avenue W. According to
Snohomish County PDS Map Portal, the subject parcel is located within the City of
Edmunds, and zoned single-family residential. Climactic conditions were considered
normal on the day of the site visit.
U.S. Fish and Wildlife Service National Wetland Inventory (NWI) maps illustrate a
Riverine System (R4SBC) approximately 250 feet west of the subject parcel (figure 1). Nc
additional stream or wetland features were mapped within proximity of the subject
parcel by the National Wetland Inventory. As shown on the attached sketch, one stream
(Stream A, Perrinville Creek) and two associated wetland areas (Wetland A and
Wetland B) were identified within the study area.
Figure 1. - National Wetlands Inventory (NWI) mapped streams and wetlands.
Wetland Reconnaissance Study
Alison Pope
April, 2019
Page 3
Stream A flows north along the west side of 761h Avenue W. and enters a large culvert
approximately 375 feet south of the subject parcel. Hydrophytic vegetation indicative of
wetland conditions, such as red -osier dogwood, Pacific ninebark, and skunk cabbage, is
present along the daylighted section of Stream A, south of the culvert. According to the
City of Edmunds municipal code, the maximum regulated wetland buffer width is 300
feet, so this potential wetland area should not affect the subject parcel.
To the north of this culvert, the topography and plant community is dominated by
Douglas -fir and black locust trees, which are indicative of non -wetland areas. Further
north along 7611, Ave W., the landscape consists of single-family homes with ornamental
plantings and lawn. The topography slopes gently to the west and it does not appear
that there are any wetland areas in the immediately vicinity of these homes.
Since we did not have permission to enter privately owned property west of 7611, Avenue
W., we could not determine the precise location of the Stream A culvert outlet or verify
the accuracy of the mapped stream. However, based upon topography and NWI maps,
it appears that Stream A is daylighted as it flows north, approximately 250 feet west of
the subject parcel.
Two small culvert outfalls are located approximately 150 and 200 feet north of the
subject parcel. These culverts appear to be draining stormwater from residential
developments; there are no obvious or mapped stream channels upstream and they do
not appear to be fed by any natural source of hydrology. Therefore, it appears any flow
from these culverts would not be regulated as stream channels.
A second wetland area, Wetland B, appears to be associated with these stormwater
features and Stream A. Plants indicative of wetland conditions, including watercress,
salmonberry, and red alder are growing in this area and wetland hydrology was evident
from the public right-of-way.
Wetland B is estimated to rate as a Category 11 wetland with seven points for habitat. Per
EMC 23.50.F.1 the City of Edmunds would require Wetland B to have a buffer width of
150 feet. It does not appear that this buffer would affect the subject parcel. Furthermore,
EMC 23.40.220.C.4 provides a provision for development proposals located within
interrupted stream or wetland buffers. In this case, the buffer appears to be interrupted
by 76d, Avenue W. This physical barrier effectively separates the subject parcel from
Wetland B. Any portions of the buffer area that may be located east of this street appear
to be functionally isolated from Wetland B, based upon field observations of hydrology,
geology, and habitat connection potential, as well as the permanence of the barrier.
Wetland Reconnaissance Study
Alison Pope
April, 2019
Page 4
Disclaimer
Please note: The information contained in this email is based on the application of
technical guidelines currently accepted as the best available science and in conjunction
with the manuals and criteria outlined in the methods section. All discussions,
conclusions and recommendations reflect the best professional judgment of the author(s)
and are based upon information available to us at the time the study was conducted. All
work was completed in good faith, within the constraints of budget, scope, and timing.
The findings of this report are subject to verification and agreement by the appropriate
local, State and Federal regulatory authorities. No warranty, expressed or implied, is
made.
Should you have any questions or concerns regarding our findings, please feel free to
contact me.
Sincerely,
11�
Roen Hohlfeld
Landscape Designer / Ecologist / Arborist
Enclosures
Stream A
V.-A
Creek)
N,
............
t
" yo, it t
0
<
Op 76thAvenueW
, so --
IX I
7
BUILDING PERMIT
APPLICATION P,,it
Develo pmentServices
Building Division
121 Sth Ave N / Edmonds, WA 98020
'Oe. I g4- 425.771.0220
For handouts, submittal requirements, permit status and inspection
scheduling information go to: http://www.edmondswa.fzov/
JOB SITE INFORMATION/LOCATION: (Where the work is taking place)
Job Site Address: -7 V6_ Vul
Parcel:
Lot /Unit/Suite #: Subdivision:
PROPERTY OWNER:
N a m e: d us a ^) '�q�> I -Am is P0 jw-
MailingAddress: 1829el' :761W 19VC W
City/State/Zip: ft� 14 Q A/ b S UOq- Id 0 2-4,
Phone #: YZ 57 - -3 5_2 - -7:7 7 S
Email: 03-Cor^c-0&4-, lj�e�
OWNER INSTALLATION: *If yes, read and sign*
Will work be performed by the property owner? 0 Yes
I own, reside in, or will reside in the completed structdoe.
This installation is being made on property that I own which is
not intended for sale, lease, rent, or exchange according to
RCW 18.27.090.
Owner Signature:
APPLICANT/ CONTACT INFORMATION:
Name of Applicant: �Nntm&
P1A11V19<_L-t' 45 %)W-D'qA4 L4-(—
MailingAddress: 'IL5-q 4-4_>11/9 Z>/Z
City/State/Zip: AJ" 0 W,q 'i QVZ 9,6
Phoneft: L/-ZS-- 27T -G51 (o
E-mail: , /. con--%
GENERAL CONTRACTOR: (if different from applicant)
General Contractor:
Mailing Address: -0/'
City/State/Zip: A,
Phone #:
E-mail:
WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE:
r/ /V/V R-61, 'b '1112— /)IF
CITY OF EDMONDS BUSINESS LICENSE #: a 0 110 1 1'_1
TYPE OF PERMIT (Provide
El Accessory Structure/
Detached Garage
Details on Page 2)
)&d clition
• Demolition
*M echanical
• New Single Family / Duplex
"�'�nlumbing
Y�I\r
• Fire Sprinkler
XRemodel
11 New Commercial/ Mixed Use
e-Roof
0 Signs
0 Tank
0 Tenant Improvement
0 Other
Remodel Permff fees are based on:
The value of the work performed. Indicate the value (rounded to
the nearest dollar) of all equipment, materials, labor, overhead,
and the profit for the work indicated on this application.
Valuation:
PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION
Basement sq ft: Finished EI Unfinished El
Ist Floor, sq ft:
gil
2nd Floor, sqft:
-7'-3
Garage/Carport:, sq ft:
Deck/Covered Porch/Patio:
Other q ft:
PROJECT DESCRIPTION
#Pyn� ai —0 g--�(
rA0Pjg]V ID jpjg L LO f 9-4—/710b e—L
14
,4
I certify that the information I have provided on this form/application is true,
correct and complete, and that I am the property owner or duly authorized
agent of the property owner to submit a permit application to the City of
Edmonds.
Print Name:
Signature: Date
GENERAL COMMERCIAL DATA
Occupancy Group(s): Occupant Load(s):
Type(s) of Construction: Fire Sprinklers: Yes C3 N o'V—
WA STATE ENERGY CODE: If your project affects the building envelope,
mechanical systems, and/or lighting, you must complete the
appropriate WSEC forms.
DEFERRED SUBMITTALS: All commercial building permits that will require
associated plumbing, mechanical, fire sprinkler, and/or fire alarm
permits are applied for separately.
TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet
MECHANICAL EQUIPMENT COUNTS (New and Relocated)
BTUs Gas / Elec / Other QtY
A/C Unit /Compressor
Air Handler /VAV
Boiler
Dryer Duct
Exhaust Fans
CT-
< ix, L—
Fireplace
Furnace
Heat Pump Unit
Hydronic Heating
Roof Top Unit (Provide eleva-
tions if a Commercial Bldg)
Other:
PLUMBING FIXTURE COUNTS (New, Relocated or re -piped)
Qty QtY
Clothes Washer
Tub/ Showers
Dishwasher
Backflow Device (RPBA, DCDA, AVB)
Drinking Fountain
Pressure Reduction/ Regulator Valve
Floor Drain/Sink
Refrigerator Water Supply
Hose Bibs
Water Heater - Tankless I Or N
Hydronic Heat
Water Service Line
Sinks
Other:
�C_ V
Toilets
Other:
GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped)
BTUs Qty BTUs Qty
A/C Unit
Outdoor BBQ/ Fire pit
Boiler
Stove/Range/Oven
Dryer
k�
Water Heater
Fireplace/ Insert
Other:
Furnace Other:
MEDICAL GAS, AIR VACUUM COUNTS
(New, Relocated or re -piped)
Qty QtY
Carbon Dioxide
Nitrous Oxide
Helium
Oxygen
Medical Air
Other:
Medical - Surgica Vacuum Other:
DEMOLITION
Type of structure to be demolished:
Square footage of structure to be demolished:
AHERA Survey done? Y/N
PSCAA Case #:
Critical Areas Determination:
Study Required 11 Conditional Waiver El Waiver El
i66iii6iikii
Fill in Place El Fill Material:
Removal 11
Size of Tank (Gallons)
Critical Areas Determination:
Study Required El Conditional Waiver El Waiver El
GRADE/FILL/EXCAVATE
Grading: Cut cubic yards
Fill cubic yards
Cut/ Fill in Critical Area: YesEl NOX
GENERAL PROVISIONS
APPLICATIONS: Applications are valid for a maximum of 1 year.
ESLHA Applications, 2 years.
LICENSING: All contractors and subcontractors are required to be licensed
with Washington State Department of Labor & Industries and have a
current City of Edmonds Business License.
of EVAJO
"VC. I S,),)
CONTRACTOR INFORMATION:
SIDE SEWER IR
PERMIT APPLICATION
APR 0 9 2019
BUILDING DEPARTMENT
CITY OF EDMONDS
Company Name: Site Contact: -Y tvc
f0WAJAtl--4 &JJL,>��S tL& fl ),o
Company Address: qt,�f &ZS1 c�,4 bV. Phone #: q-z 5- - -Z -7 r - (0 . �-z &
city: VA Zip: qa,2,3
State License # r1lytj A '3 t-,a Li �2- M
Expiration Date: -7 /o 6 / -zl- Z10
PROPERTY INFORMATION:
Email #:
City Business License# Alp
-2 Z, 1-1 q
Address: t 00 -74 *)l
Owner's Name:
Y4-y,�-/b U-7,:�,fnf--5 to0pr
Phone #: q -Z -3 S-0 '7 -7 -7 -3
El FULL LINE REPLACEMENT [I SPOT REPAIR M PIPE BURST RELINE (PERMALINE ONLY)
DESCRIPTION OF PROPOSED WORK (Be Specific):
OCkIlk- F4,0fYN 3 " 77b 11
771- /A/-rO '*-X Q -P Al 6- 7.,V!�L
ISSUANCE OF THIS PERMIT DOES NOT CONSTITUTE PERMISSION TO WORK ON ANY PROPERTY OTHER
THAN T14AT OWNED BY THE SUBJECT PROPERTY OWNER.
CERTIFICATIONS NECESSARY FOR INSTALLATION METHODS ARE TEE RESPONSIBILITY OF THE
CONTRACTOR PERFORMING SAID WORK.
I REPRESENT AND WARI
ADJACENT PROPERTY, I
PROPERTY. z
SIGNATURE
�O THE CITY OF EDMONDS, IF REPAIR OF EXISTING SEWER EXTENDS TO AN
OWNERS EXPRESS PERMISSION TO PERFORM WORK ON THAT ADJACENT
DATE '3 L-2 4, 9
Contractor or Agent
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
City of Edmonds
Critical Area Notice of Decision
<-3 - - � - ^ I - -.I I I -A - ,r% I I f,
Applicant:
a% *- Z-2s I-' �
E)PNr-sof
—
Property Owner:
150mts
Critical Area File
ZRIZ 0 19 00 k'\
Permit Number:
'Q:A-M0[96Q�3
Site Location:
Av,�P-w.
Parcel Number:
ODIRO'90072005 ov
Project Description:
A-OUI f� 0o
R'Conditional Waiver. No critical area report is required for the project described above.
There will be no alteration of a Critical Area or its required buffer.
2. v-,' The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.020, and/or
23.80.040. ---Cn+,trru&-j4- -&� Pvr5UaM- -h G-Cp"-
3. The proposal is exempt pursuant to ECDC 23.40.230. q .
Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and
sediment control plan in compliance with ECDC 18.30.
Critical Area Report Required. The proposed project is within a critical area and/or a critical area
buffer and a critical area report is required. A critical area report has been submitted and evaluated
for compliance with the following criteria pursuant to ECDC 23.40.160:
I The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120,
Mitigation sequencing;
2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare
on or off the development proposal site;
3. The proposal is consistent with the general purposes of this title and the public interest;
4. Any alterations permitted to the critical area are mitigated in accordance with ECDC
23.40.110, Mitigation requirements.
5. The proposal protects the critical area functions and values consistent with the best
available science and results in no net loss of critical functions and values; and
6. The proposal is consistent with other applicable regulations and standards.
Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately
mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and
the provisions of the City of Edmonds critical area regulations. See attached findings of
noncompliance.
ff"Favorable Critical Area Decision. The proposed project as described above and as shown on the
attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and
complies with the applicable provisions of the City of Edmonds critical area regulations. Any
subsequent changes to the proposal shall void this decision pending re -review of the proposal.
Conditions. Critical Area specific condition(s) have been applied to the permit number referenced
above. See referenced permit number for specific condition(s).
F-I Notice on Title. Critical area notice on title recorded under AIN
no it, IN-91k qtl
Reviewer
-- / Z-6�z
Signature 41'
Date
Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the
requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any,
for the permit or approval involved.
Revised 1112912016
Prescriptive Energy Code Compliance for All Climate Zones in Washington
�rLOO Informat on
Contact Information
ALISON & JAMES POPE
N9rCBELL GAYNOR
18209 76TH AVE W.
PINNACLEBUUDERSWA@GMAILCOM
EDMONDS, WA 98026
425-275-6566
This project will use the requirements of the Prescriptive Path below and incorporate the
the minimum values listed. In addition, based on the size of the structure, the appropriate
number of additional credits are checked as chosen by the permit applicant.
Authorized Representative COLBYDALLEY
All Climate Zones
R-Value'
U-Factora
Fenestration U-Factor b
n/a
0.30
Skylight U-Factor
n/a
0.50
Glazed Fenestration SHGCb,e
n/a
n/a
Ceilingk
49"
0.026
Wood Frame Wa llg,m,n
21 int
0.056
Mass Wall R-Value'
21/2 1 h
0.056
Floor
309
0.029
Below Grade Wall"
10/15/21 int + TB
0.042
Slab d R-Value & Depth
10, 2 ft
n1a
*Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2.
Date 1-14-19
RECEISIN111mr%
vitu
JAN 2 3 2019
BUILDING
CEUV COPY
Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve
the following minimum number of credits:
Small Dwelling Unit: 1.5 credits
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 greater than 500 square feet of heated floor area but less than 1500
square feet.
E12. Medium Dwelling Unit: 3.5 credits
All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall
require 2.5 credits.
F-13. Large Dwelling Unit: 4.5 credits
Dwelling units exceeding 5000 square feet of conditioned floor area.
4. Additions less than 500 square feet: .5 credits
Table R406.2 Summary
Option Description
Credit(s)
la
JEfficient Building Envelope la
0.5
1b
Efficient Building Envelope lb
1.0
Ic
Efficient Building Envelope 1c
2.0
Id
Efficient Building Envelope ld
0.5
2a
Air Leakage Control and Efficient Ventilation 2a
0.5
2b
Air Leakage Control and Efficient Ventilation 2b
1.0
2c
Air Leakage Control and Efficient Ventilation 2c
1.5
3a
High Efficiency HVAC 3a
1.0
3b
High Efficiency HVAC 3b
1.0
3c
High Efficiency HVAC 3c
1.5
3d
High Efficiency HVAC5d
1.0
4
High Efficiency HVAC Distribution System
1.0
5a
Efficient Water Heating 5a
0.5
5b
Efficient Water Heating 5b
1.0
5c
Efficient Water Heating 5c
1.5
5d
-6
Efficient Water Heating 5d
0.5
Renewable Electric Energy
0.5
Total Credits
*Please refer to Table R406.2 for complete option descriptions
F�
El
F�
F1
F1
El
F-1
El
X
El
El
11
El
X
El
7
*1200 kwh
0.0
2.0
Fo,, 51: 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 ins ulation, 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.
c "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 Reserved.
g Reserved.
h Reserved.
i The second R-value applies when more than half the insulation is on the interior of the mass wall.
J Reserved.
k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38.
I Reserved.
m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a
minimum of R-10 insulation.
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.
4
Iridium
IRIDIUM REP: ALG
DATE: 10/25/2018
PROJECT#: 18-273
CLIENT: TIEK DESIGN
P: (901) 974-5101
F: (801) 974-5102
A: 635 W 5300 S STE 203
MURRAY, UT 84123
DESIGN ClUTEMA
1 GOVERNING CODE:
2 ROOF LOADING
2.1 ROOF DEAD LOAD
2.2 ROOF LIVE LOAD
2.3 ROOF SNOW LOAD
GROUND SNOW LOAD, Pg
FLAT ROOF SNOW LOAD, Pf
SNOW EXPOSURE FACTOR, C.
THERMAL FACTOR, C,
IMPORTANCE FACTOR, I
3 FLOOR LOADING
3.1 FLOOR DEAD LOAD
3.2 FLOOR LIVE LOAD
4 DECK LOADING
4.1 DECK DEAD LOAD
4.2 DECK LIVE LOAD
5 WALL WEIGHTS
5.1 EXTERIOR WALL DEAD LOAD
6 SEISMIC PARAMETERS
6.1 SEISMIC RISK CATEGORY
6.2 SEISMIC DESIGN CATEGORY
6.3 IMPORTANCE FACTOR, I
6.4 SNOW USED AS SEISMIC WT., Ws
6.5 ANALYSIS PROCEDURE USED
6.6 SPECTRAL RESPONSE ACCELERATIONS
SHORT PERIOD, S,
ONE -SEC PERIOD, S,
SHORT PERIOD SITE COEF., F.
LONG PERIOD SITE COEF., F,
SHORT PERIOD ACCEL., SDS
ONE SEC PERIOD ACCEL., SDI
6.7 SEISMIC FORCE RESISTING SYSTEM
RESPONSE MOD. COEF., R
DEFLECTION AMP. FACTOR, Cd
OVERSTRENGTH FACTOR, no
DESIGN BASE SHEAR, V
7 WIND PARAMETERS
7.1 ULTIMATE DESIGN WIND SPEED, V,,
7.2 WIND RISK CATEGORY
7.3 WIND EXPOSURE
7.4 INTERNAL PRESSURE COEFFICIENT
7.5 COMPONENTS& CLADDING PRESSURE
PROJECT NAME: POPE REMODEL
PROJECT LOCATION: 18209 76TH AVE
EDMONDS, WA
2015 IBC
15 PSF
20 PSF
CIFN cc?y
25 PSF
25 PSF
1.0
1.0
1.0
12 PSF
40 PSF
APR 0 9
10 PSF
BUILDING MEPARTMENT
CITY OF EDMONDS
60 PSF
17 PSF
D!
THIS SHEET MUST BE WET STAMPED,
1.0
INITLkLED AND DATED TO BE VALID FOR
OBTAINING A BUILDING PERMIT. REGISTERING
0.0 PSF
(REUSE) OF THESE CALCULATIONS, DESIGN OR
EQUIV. LATERAL FORCE
ASSOCIATED PLANS IS PROHIBITED.
1.291
0.506
1.00
1.50
sm
0.861
R S RED
TECT
0.506
LIGHT -FRAME (WOOD)
ISTA UL
VYWVASHINGTON
6.5
E
4.0
3.0
STRUCTURAL ONLY
0. 132 *W (FROM ASCE 12.8-2)
110 NTH
Il
THIS ENGINEERING CALCULATION PACKET
C
AND STAMP VALID FOR 180 DAYS FROM THE
0.18
DATE ON TEE STAND. AFTER THIS 180 DAY
16 PSF
PERIOD, ADDITIONAL REVIEW AND NEWLY
SIGNED WET STAMP WILL BE REQUIRED.
8 SOILS CRITERIA
8.1 SOIL BEARING PRESSURE
1,500 PSF
8.2 SOIL SITE CLASS
D
8.3 FROST DEPTH
30 INCHES
8.4 GEOTECH STUDY USED
NO
COPYRIGHT IRIDIUM, LLC 2018
THIS ENGINEERING PACKET IS VALID FOR A SINGLE STRUCTURE AT THE LOCATION NOTED ABOVE
PROJECT NUMBER
18-273
W&
0
T �rg U S GS Design Maps Summary Report
im
View Detailed Repgrt Er
User —Specified Input �j nt
Building Code Reference Document ASCE 7-10 Standard
(which I.JSGS hazatcl data available In 2A-108)
Site Coordinates 47.830N, 122340W
Site Soil Classification Site Class D — "Stiff Soil"
Risk Category I/II/III
............ . .. ... . .... . ...
_W .. . . .. ...........
h Y
PO fi"E
96d
41
'Ediiionds*
Terract-
Mo
So.
re in
. . ......... ........................ ....... . .. . . ... ..... .. ......... .
z":4
,Apo 4
USGS-Provided Output
SS = 1.291 g S", = 1.291 g SOS = 0.861 g
Si = 0.506 g S,, = 0.759 g S,,_ = 0. 506 g
For information on how the SS and S1 values above have been calculated from probabilistic (rlsk-tatgeted) and
deterministic ground motions in the direction of maximurn horizDntal response, please return to the application and
select the "2009 NEHRP" building code reference document.
NICE, Rcsponse Sptvtrum
114'A
(049 041A UAW 44� IS., 140
POW, T (sml
�AOI I", 'AAA
Pesign Respon-wSpectrum
PaW, T ism�
STRUCTURAL MEMBERS DESIGN VALUES
Fb (PSI)
F, (PSI)
F, -L (PSI)
E (PSI)
SELECTSTRUCTURAL
1,350
180
625
1.90E+06
SI`F#1
900
125
425
1.30E+06
DF#1 & BTR
1,150
180
625
1.80E+06
DF#2
850
180
625
1.60E+06
DF#2 ROUND
850
180
625
1.60E+06
HF#2
850
150
405
1.30E+06
LVL (1.9E)
2,600
285
750
1.90E+06
PSL (2.OE)
2,900
290
750
2.00E+06
GLB
2,400
265
650
1.80E+06
ASTM A-992 STEEL
33,000
20,000
N/A
2.90E+07
DEAD LUADS
ROOF
SHINGLES
6,00 PSF
SHEATHING (7/16")
1.70 PSF
INSULATION (I X 12)
1.20 PSF
JOISTS, TRUSSES & BEAMS
3.00 PSF
SHT' ROCK (5/8")
2.75 PSF
MISC
0.00 PSF
TOTAL
14.65 PSF
USE 1 15 PS
FLOOR
HARDWOOD/CARPET
4.00 PSF
SHEATHING (3/4")
2.20 PSF
JOISTS & BEAMS
3.00 PSF
SHT ROCK (5/8")
2.75 PSF
Nusc
0.00 PSF
TOTAL
11.95 PSF
USE 12 PS
DEC
1-1/2"SOFrWOOD DECKING
4.60 PSF
JOISTS & BEAMS
5.00 PSF
MISC
O�00 PSF
TOTAL
9.60 PSF
USE 1 10 Ps
EXTERIOR WALLS
MIT ROCK (5/8")
2.75 PSF
INSULATION (. 1 X 5.5)
0.55 PSF
STUDS
1.70 PSF
SHEATHING (7/16")
1.40 PSF
SIDING OR STUCCO
10.00 PSF
TOTAL
16.40 PSF
USE 17 P�
FLOORBEAMS
SIMPLE SPAN BEAM
LOCATION: DECK
DESIGN LOADS
FB- 7
FLAT ROOF SNOW LOAD
TL
40 PSF
DURATION INCREASE= 1,00
LL
25 PSF
BEAM SPAN (FT) = 15.5
FLOOR LOAD
TL
52 PSF
VENEER(Y/N): NO
LL
40 PSF
TRIBUTARY LOADING
DECK LOAD
TL
70 PSF
SPAN (FT)
CANT. (FT) WTL (PLF WLL (PLF)
LL
60 PSF
ROOF 0.0
0.0
0
0
OTHERLOAD
TL
125 PSF
FLOOR 0.0
0.0
0
0
LL
50 PSF
FLOOR 0.0
0.0
0
0
DECK 6.0
0.0
210
180
OTHER 0.0
0.0
TOTAL
210
180
POINTLOAD
FROM
TL= 0
LL= 0
LOCATION (a) = 7.8
b=L-a= 7.8
EQUIV. UNIFORM TL = 0
EQUIV. UNWORM LL = 0
REACTIONS
LIGHT SIDE (TL) =
1628 LBS
LBS
(LL) =
1395 LBS
LBS
(DL) =
233 LBS
FT
HEAVY SIDE (TL) =
1629 LBS
FT (a>b)
(LL) =
1395 L13S
PLF
(DL) =
233 LBS
PLF
Rrt/wTL =
7.8 FT
BEAM SUPPORT
LIGHT SIDE: 2
HEIGHT (FT): 8
SPOT FOOTING: N
HEAVY SIDE: 2
HEIGHT (FT): 8
SPOT FOOTING: N
STRUCTURAL COMPOSITE LUMBER
TYPE:GLB
DEPTH (d)est. = 9 IN.
WIDTH (b)est. = 5 1/8 IN.
X!= 7.8 FT
MAX SUPPORT LOAD
STUDS
3900 LBS
Fr. SQR
STUDS
3800 LBS
Fr. SQR
Fb = 2,400 PSI
Fv = 265 PSI
E = 1.80E:.06 PSI
CF = 1.00
A = 46.13 IN(2)
S = 69,19 IIN(3)
I = 311,34 IN(4)
FB -7 USE 15-1/8" X 9" GLB
SAFETY FACTOR 1.24
MAXIMUM MOMENT
MmAx = 6,307 FT-LBS
6 CRITERIA:
TL ": U
LL 8MAx: u ili-
8MAX@
7.9 FT. (FROM LIGHT SIDE)
TLSmAx=
0.49 IN. L/ 392
LL6,m=
0.42 IN. IJ 44�
AREQ. =
8.32 IN(2)
SREQ. =
31.53 IN(3)
IREQ(TL) =
195.50 IN(4)
ImQ(I-L) =
251.36 IN(4)
BRG REQ- =
3 IN.
SIMTLE SPAN BEAM
LOCATION: DECK
DESIGN LOADS
FB- 6
FLAT ROOF SNOW LOAD
TL
40 PSF
DURATION INCREASE= ikl')
LL
25 PSF
BEAM SPAN (Fr) = 13.5
FLOORLOAD
TL
52 PSF
VENEER (Y/N): NO
LL
40 PSF
TRIBUTARY LOADING
DECK LOAD
TL
70 PSF
SPAN Cff)
CANT. (FT)
WTL (PLF
WLL (PLF)
LL
60 PSF
ROOF 0.0
0.0
0
0
OTHERLOAD
TL
125 PSF
FLOOR 0.0
0.0
0
0
LL
50 PSF
FLOOR 0.0
0.0
0
0
DECK 9.0
0.0
315
270
OTHER 0.0
0.0
TOTAL
315
270
POINT LOAD
REACTIONS
MAXIMUM MOMENT
FROM
LIGHT
SIDE (TL) =
2126 LBS
M.
7,176 FT-LBS
TL= 0
LBS
(LL) �
L823 LBS
LL= 0
LBS
(DL) =
304 LBS
6 CRITERIA:
LOCATION (a) = 6.8
FT
HEAVY
SIDE (TL) =
2126 LBS
TL &.:
L/
b=L-a= 6.8
FT (a> b)
(LL) =
1823 LBS
LLS.:
U
EQUIV. UNIFORM TL = 0
PLF
(DL) =
304 LBS
EQUIV. UNIFORM LL = 0
PLF
RrL/wTL =
6.8 FT
X'=
6,8 FT
BEAM SUPPORT
MAX SUPPORT LOAD
LIGHT SIDE: 2
STUDS
3800 LBS
HEIGHT (FT): 8
SPOT FOOTING: N
Fr. SQR
HEAVY SIDE: 2
STUDS
3800 LBS
HEIGHT (FT): 8
SPOT FOOTING: N
FT. SQR
STRUCTURAL COMPOSITE LUM13ER
TYPE:GLB
DEPTH (d)est. = 9
IN.
Fb =
2,400 PSI
8m"@
6.8 Fr. (FROM LIGHT SD)E)
WIDTH (b)est. = 5 1/8
IN.
Fv =
265 PSI
TL SmAx =
0.42 IN. LJ
386
E =
1-80FA-06 PSI
LL SMAX =
0.36 IN- U
(LSL-1
CF =
1.00
A =
46.13 IN(2)
AEQ. =
10.70 IN(2)
S =
69,19 IN(3)
S,,q. =
35.88 rN(3)
I=
311.34 INt(4)
IREQ(TL) =
t93.75 IN(4)
IREQ(LL) =
249.11 IN(4)
BRGREQ. =
3 IN.
FB -6 USE 15-1/8" X 9" GLB
SAFETY FACTOR 1.25
SIMPLE SPAN BEAM
LOCATION: GARAGE
DESIGN LOADS
FB - 5
FLAT ROOF SNOW LOAD TL
40 PSF
DURATION INCREASE= 1.00,
LL
25 PSF
BEAM SPAN (FT) = 20.0
FLOORLOAD TL
52 PSF
VENEER (Y/N): NO
LL
40 PSF
TRIBUTARY LOADING
DECKLOAD TL
70 PSF
SPAN (FT) CANT. (FT) WTL (PLF
WLL (PLF)
LL
60 PSF
ROOF 8.0
2.0 250
156
OTHERLOAD TL
125 PSF
FLOOR 17.0
0.0 442
340
LL
50 PSF
FLOOR 0.0
0.0 0
0
DECK 0.0
0.0 0
0
OTHER 0.0
0,0
TOTAL 692
496
POINT LOAD
REACTIONS
MAXIMUM MOMENT
FROM
LIGHT SIDE (TL) =
6920 LBS
MmAx =
34,600 FT-LBS
TL= 0 LBS
(LL) �
4963 LBS
LL= 0 LBS
(DL) =
1958 LBS
8 CRITERIA:
LOCATION (a) = 10.0 FT
HEAVY SIDE (TQ =
6920 LBS
TL5,.:
Ll
b=L,a= 10.0 FT (a> b)
(LL) =
4963 LBS
LL 6.:
Ij 4�
EQU[V. UNIFORM TL = 0 PLF
(DL) =
1958 LBS
EQUfV. UNIFORM LL = 0 PLF
RrtlwTL =
10.0 FT
Xl=
10.0 FT
BEAM SUPPORT
MAX SUPPORT LOAD
LIGHT SIDE: 4
,X4 STUDS
8740 LBS
HEIGHT (Fr): 9
SPOT FOOTING: Y
2.17 Fr. SQR
HEAVY SIDE: 4
,-X4 STUDS
8?40 LBS
HEIGHT (FT): 9
SPOT FOOTING: Y
2.17 Fr. SQR
STRUCTURAL COMPOSITE LUMBER
TYPE: LVL (1.9E)
DEPTH (d)est. = 18 IN.
Fb =
2,600 PSI
8�x@
10.0 FT. (FROM LIGHT SIDE)
WIDTH (b)est. = 13/4 IN.
Fv =
285 PSI
TLSmAx=
0,51 IN. IJ 467
#OF MEMBERS = 3
E =
1.90F+06 PSI
LLk"x=
0.37 IN. 1-/ 651
CF =
0.95
A =
94.50 IN(2)
AREQ. =
30.96 IN(2)
S=
283.50 [N(3)
SREQ. =
168.75 IN(3)
I=
2551.50 fN(4)
IREQ(TL) =
1311.16 IN(4)
I,,,(LL) =
1410.39 K4)
BRGE, =
3 IN.
FB -5 USE 1(3) 1-3/4" X 18" LVL(S)
SAFETY FACTOR
1.68
STEEL BEAM
8MAX @
10.0 Fr. (FROM LIGHT SIDE)
DEPTH = 10.30 IN.
Fb =
33,000 PSI
TL 6,," =
0.60 11--T LJ 402
WIDTH = 5.77 IN.
Fv =
20,000 PSI
LL 5MAX =
0.43 IllE IJ 561
E = 2.90E+07 PSI
A = 7.61 IN(2) ARFq. =
0.52 R-,�2)
S = 27.90 IN(3) SpxQ. =
12.58 Il-�(3)
I = 144.00 IN(4) 1p,,(rL) =
85�90 IN(4)
1,,Q(LL) =
92AI IN(4)
FB -5 OR IWIOX26
SAFETY FACTOR 1.56
SIMPLE SPAN BEAM
LOCATION: KITCHEN
FB - 4
DURATION INCREASE= 1,00
BEAM SPAN (FT) = 22.0
VENEER(Y/N): NO
TRIBUTARY LOADING
SPAN (FT)
CANT. (FT) Wn (PLF WLL (PLF)
ROOF 0.0
0.0
0
0
FLOOR 20.0
0.0
520
400
FLOOR 0.0
0.0
0
0
DECK 0.0
0.0
0
0
OTHER 0.0
0.0
ii
TOTAL
520
400
POINT LOAD
REACTIONS
FROM
LIGHT SIDE (TL) =
5720 LBS
TL=
0
LBS
(LL) =
4400 LBS
LL=
0
LBS
(DL) =
1320 LBS
LOCATION (a) =
11.0
FT
HEAVY SIDE (TL) =
5720 LBS
b=L,a=
Il'o
FT (a>b)
(LL) =
4400 LBS
EQUIV. UNIFORM TL =
0
PLF
(DL) =
1320 LBS
EQUIV. UNIFORM LL �
0
PLF
Rrt/wTL =
11.0 FT
BEAM SUPPORT
LIGHT SIDE: 3
HEIGHT (Fr): 9
SPOT FOOTING; Y
HEAVY SIDE: 3
HEIGHT (FT): 9
SPOT FOOTING: Y
STRUCTURAL COMPOSITE LUM13ER
TYPE: LVL (1.9E)
DEPTH (d)est. = 18 IN.
WIDTH (b)est. = 13/4 IN.
#OF MEMBERS = 3
X!= 11.0 FT
MAX SUPPORT LOAD
STUDS
5990 LBS
1.98 Fr. SQR
STUDS
5990 LBS
1.98 Fr. SQR
Fb = 2,600 PSI
Fv = 285 PSI
E = 1.9013��6 PSI
CF = 0.95
A = 94.50 IN(2)
S = 283.50 IN(3)
I = 2551,50 1N,(4)
DESIGN LOADS
FLAT ROOF SNOW LOAD
TL
40 PSF
LL
25 PSF
FLOOR LOAD
TL
52 PSF
LL
40 PSF
DECICLOAD
TL
70 PSF
LL
60 PSF
OTHERLOAD
TL
125 PSF
LL
50 PSF
MAXIMUM MOMENT
MmAx = 31,460 FT-LBS
8 CRITERIA:
TL 5.: L/.�,
LL 6�.: L/ ,.13
8KAX @
11.0 FT. (FROM LIGHT SIDE)
TL SmAx =
0.57 IN. IJ 467
LL SMAX =
0.43 IN. Ll 607
AmQ. =
26.00 IN(2)
SmQ. =
153.43 W,3)
1,EO(TL) =
1311.39 IN(4)
IREQ(LL) =
1513.14 IN(4)
BRG,,, =
3 IN
FB 4 USE 1(3) 1-3/4" X 18" LVL(S)
SAFETY FACTOR 1.69
STEEL BEAM
8KIAX@
I LO FT. (FROM LIGHT SIDE)
DEPTH = 10.30 IN. Fb =
33,000 PSI
TL 8mm =
0.66 IM Ll 402
VADTH = 5.77 IN. Fv =
20,000 PSI
LLkm=
0.50 IN. LJ 523
E =
2.90E+07 PSI
A =
7.61 IN(2)
AREQ. =
0.43 IN(2)
S =
27.90 IN(3)
SREQ- =
11.44 IN(3)
I =
144.00 IN(4)
IREQ(TL) =
85�92 IN(4)
IREQ(LL) =
99.14 IN(4)
FB -4 OR lWlOX26
SAFETY FACTOR 1.45
SIWLE SPAN BEAM
LOCATION: OFFICE BATH
FB-3
DURATION INCREASE= 1,0,'
BEAM SPAN (FT) = 12.0
VENEER(Y/N): NO
TRIBUTARY LOADING
SPAN(FT)
CANT.(FT) WTL(PLFWIL(PLF)
ROOF 13.0
1.5
323 202
FLOOR 16.0
0.0
416 320
FLOOR 0.0
0.0
0 0
DECK 0.0
0.0
0 0
OTHER 0.0
0.0
TOTAL
739 522
POINT LOAD
RFACTIONS
FROM
LIGHT SH)E (TL) =
4437 LBS
TL= 0
LBS
(LL) �
3133 LBS
LL= 0
LBS
(IQ =
1304 LBS
LOCATION (a) = 6.0
FT
HEAVY SIDE (TL) =
4437 LBS
b = I -a = 6.0
FT (a> b)
(LL) =
3133 LBS
EQUIV. UNIFORM TL = 0
PLF
(]-')L) =
1304 LBS
EQUIV. UNIFORM LL = 0
PLF
Rrt/wTL =
6.0 FT
Xl=
6.0 FT
BEAM SUPPORT
LIGHT SIDE: 3
HEIGHT (FT): ?
SPOT FOOTING: Y
HEAVY SIDE: 3
HEIGHT (FT): 9
SPOT FOOTING: Y
STRUCTURAL COMPOSITE LUMBER
TYPE: LVL (1.9E)
DEPTH (d)est. = 117/8 IN.
WIDTH (b)cst. = 13/4 IN.
#OF MEMBERS = 2
MAX SUPPORT LOAD
IN 4 STUDS 5990 LBS
1.75 Fr. SQR
21N.4 STUDS 5990 LBS
1.75 Fr. SQR
Fb = 2,600 PSI
Fv = 285 PSI
E = 1.9013+06 PSI
CF = 1.00
A = 41.56 IIN'(2)
S = 82.26 IN(3)
I = 488AI IN(4)
FB -3 USE L(2) 1-3/4" X 1177—/8" LVL(S)
SAFETY FACTOR 134
DESIGN LOADS
FLAT ROOF SNOW LOAD
TL
40 PSF
LL
25 PSF
FLOOKLOAD,
TL
52 PSF
LL
40 PSF
DECKIOAD
TL
710 PSF
LL
60 PSF
OTHERJ.OAD
TL
125 PSF
LL
50 PsF
MAXIMUM MOMENT
MmAx = 13,310 FT-LBS
8 CRITERIA:
TL 5mAx:
LL 5mAx: IJ 41��
&MAX @
6.0 FT. (FROM LIGHT SEDE)
TL &,� =
0.37 IN. U 387
LL6�=
0.26 11c U 549
AREQ. =
19.50 IN(2)
SRZQ. =
61.43 IN(3)
IREQ(TL) =
302.63 IN(4)
IREQ(LL) =
320.55 N4)
BRGREQ =
3
SIMPLE SPAN BEAM
LOCATION: WIDE HEADER
DESIGN LOADS
FB- 2
FIAT ROOF SNOW LOAD
TL
40 PSF
DURATION INCREASE= 1.00
LL
25 PSF
BEAM SPAN (FT) = 9.0
FLOOR LOAD
TL
52 PSF
VENEER(Y/N): NO
LL
40 PSF
TRIBUTARY LOADING
DECKLOAD
TL
70 PSF
SPAN (Fr) CANT. (FT)
W. (PLF
WLL (PLF)
LL
60 PSF
ROOF 8.0 1.0
203
127
OTHERLOAD
TL
125 PSF
FLOOR 9.5 0.0
247
190
LL
50 PSF
FLOOR 0.0 0.0
0
0
DECK 0.0 0.0
0
0
OTHER 0.0 0.0
TOTAL 450
317
POINTLOAD
REACTIONS
MAXIMUMMOMENT
FROM
LIGHT SIDE (TL) =
2023 LBS
MMM=
4,551 FT-LBS
TL— 0 LBS
(LL) =
1425 LBS
LL= 0 LBS
(DL) =
598 LBS
8 CRITERIA:
LOCATION (a) = 4.5 FT
HEAVY SIDE (TL) =
2023 LBS
TL SMAX-
b=L.a= 4.5 FT (a> b)
(LL) =
1425 LBS
LL SMAX-
EQUIV. UNIFORM TL = 0 PLF
(DL) =
598 LBS
EQUIV. UNIFORM LL = 0 PLF
Rrt/wTL =
4.5 FT
Xl=
4.5 FT
BEAM SUPPORT
MAX SUPPORT LOAD
LIGHT SIDE: 2
STUDS
3800 LBS
HEIGHT (Fr): 8
SPOT FOOTING: N
FT. SQR
HEAVY SIDE: 2 2 X16
STUDS
3800 LBS
HEIGHT OM: 9
SPOT FOOTTNG: N
FF. SQR
STRUCTURAL COMPOSITE LUMMER
TYPE: LVL (1.9E)
DEPTH (d)est. = 9 1/2 IN.
Fb =
2,600 PSI
4.5 FL (FROM LIGHT SII)E)
WIDTH (b)est. = 13/4 IN.
Fv =
285 PSI
TL 8,�x =
0.14 IN. Ll
773
#OF MEMBERS = 2
E =
1-90F+06 PSI
LL 6mAx =
0.10 IN. L/
1098
CF =
1.00
A =
33.25 IN(2)
AREQ.
8.77 K2)
S=
52.65 IN(3)
SREQ.
21.01 IN(3)
I=
250.07 IN(4)
IM(TL)
77.61 IN(4)
'IE9(LL)
81.99 IN(4)
BRGREQ
3 IN.
FB -2 USE 1(2) 1-3/411 X 9-1/211
LVL(S)
SAFETY FACTOR
2.51
SIMPLE SPAN BEAM
LOCATION: TYPICAL HEADER
FB- I
DURATION INCREASE= LOO
BEAM SPAN 4.2
TRIBUTARY LOADING
POINT LOAD
SPAN(FT)
CANT.(Fr) WTL(PLFWLL(PLF)
ROOF
8.0
1.0
203
127
FLOOR
9.5
0.0
247
190
FLOOR
0.0
0.0
0
0
DECK
0.0
0.0
0
0
OTHER
0.0
0.0
TOTAL
450
317
REACTIONS
FROM
LIGHT SIDE (TL) =
944 LBS
TL=
0
LBS
(LL) =
665 LBS
LL=
0
LBS
(DL) =
279 LBS
LOCATION (a) =
2.1
FT
HEAVY SIDE (TL) =
944 LBS
b=L-a-
2.1
Fr (a>b)
(LL) =
665 LBS
EQUIV. UNIFORM IT. =
0
PLF
WL) =
279 LBS
EQUIV. UNIFORM LL -
0
PLF
Rrt/wTL =
2.1 FT
BEAM SUPPORT
LIGHT SIDE: 2
HEIGHT (FT): &
SPOT FOOTING: N
HEAVY SIDE: 2
HEIGHT (FT): 9
SPOT FOOTING: N
DIMENSIONAL LUMBER
TYPE: DFW2
DEPTH (d)est. = 71/4 IN.
WIDTH (b)est. = 3 IN.
X�= 2.1 Fr
MAX SUPPORT LOAD
ix", STUDS 3300 LBS
Fr. SQR
STUDS 3800 LBS
FT. SQR
CF = 1.2
Fb = 850 PSI
Fv = 1,80 PSI
E = 1.60F+06 PSI
A = 21.75 LN(2)
S = 26.28 IN(3)
I = 95.27 IN(4)
FB -1 USE 1(2) - 2 X 8 (S) I
SAFETY FACTOR = 2.25
DESIGN LOADS
FLAT ROOF SNOWLOAD
IT,
40 PSF
LL
25 PSF
FLOOKLOAD
IT,
52 PSF
LL
40 PSF
DECK -LOAD
IT,
70 PSF
LL
60 PSF
OTHERJ,OAD
TL
125 PSF
LL
50 PSF
MA)UMUM MOMENT
MMAX = 991 FF-LBS
8 CRITERIA:
TL 6�Ax: L/Ru,
LL 6.: 11 4�ai
8MAX @ 2.1 F-T. (FROM LIGHT SII)E)
TL6mAx= 0.02 IN. IJ 2441
LL41AX= 0.01 JK IJ 3466
AmQ. =
5.60 IN(2)
SmQ. =
11.66 IN(3)
IREOUL) =
9.37 IN(4)
I.Q(LL) =
9,89 IN(4)
BRGREQ. =
3 IN.
ROOFBEAMN
SIMPLE SPAN BEAM
LOCATION: PORCH
DESIGN LOADS
RB -.3
FLAT ROOF SNOW -LOAD
TL
40 PSF
DURATION INCREASE= 1.15
LL
25 PSF
BEAM SPAN (FI) = 15.5
FLOOkLOAD
TL
52 PSF
VENEER (Y/N): NO
LL
40 PSF
TRIBUTARY LOADING
DECKLOAD
TL
70 PSF
SPAN OM
CANT. (FT) WTL (PLF WLL (PLF)
LL
60 PSF
ROOF 3.0
1.0
107
67
OTHER -LOAD,
TL
125 PSF
FLOOR 0.0
0.0
0
0
LL
50 PSF
FLOOR 0.0
0.0
0
0
DECK 0.0
0.0
0
0
OTHER 0.0
0.0
TOTAL
107
67
POINT LOAD
FROM
TL= 0
LL= 0
LOCATION (a) = 7.8
b=J-a= 7.8
EQUIV. UNIFORM TL = 0
EQUIV. UNIFORM LL = 0
REACTIONS
LIGHT SIDE CIL) =
827 LBS
LBS
(LL) =
517 LBS
LBS
(DL) =
310 LBS
FT
HEAVY SIDE (TL) =
827 LBS
FT (a> h)
(LL) =
517 LBS
PLF
(DQ =
310 LBS
PLF
Rrt/wTL =
7.8 FT
BEAM SUPPORT
LIGHT SIDE: 2
HEIGHT (Fr): 9
SPOT FOOTING: N
HEAVY SIDE: 2
HEIGHT (FT): 9
SPOT FOOTING: N
STRUCTURAL COMTOSITE LUM33E
TYPE: LVL (1.9E)
DEPTH (d)est. = 91/2 IN.
WIDTH (b)ca. = 13/4 IN.
#OF MEMBERS = 2
?0= 7.8 FT
MAX SUPPORT LOAD
2k5 STUDS 3800 LBS
FT. SQR
2,v� STUDS 3900 LBS
Fr. SQR
1% = 2,600 PSI
Fv = 285 PSI
E = 1.90E+06 PSI
CF = 1.00
A = 33.25 JN(2)
S = 52,65 IN(3)
I = 250.07 LN(4)
lZB -3 USE 1(2) 1-3/4" X 9-1/2" LVL(S)
SAFETY FACTOR 2.66
MAXIMUM MOMENT
m,� 3,203 FT-LBS
6 CRITERIA:
TL 6��: ii
LL 6��: u
&MAX @
7.8 Fr. (FROM LIGHT SIDE)
TL &MAX=
0.29 DL IJ 638
LL SMAX =
0.18 IN. IJ 1021
ARF,Q- =
3.40 IN(2)
SRF.Q. =
12.86 IN(3)
IREQ(TL) =
94.08 IK4)
IREQ(LL) =
8S.20 IN(4)
BRG,EQ =
3 IN.
SIMPLE SPAN BEAM
LOCATION: GARAGE HEADER
RB- 2
DURATION INCREASE = J, 15
BEAM SPAN (FT) = 16.5
VENEER(Y/N): NO
TRIBUTARY LOADING
POINT LOAD
SPAN (Fr)
CANT. (FT) WTL (PLF Wu (PLF)
ROOF
6.0
1.0
163
102
FLOOR
0.0
0.0
0
0
FLOOR
0.0
0.0
0
DECK
0.0
0.0
0
0
OTHER
0.0
0.0
TOTAL
163
102
REACTIONS
FROM
LIGHT SIDE (TL) =
1349 LBS
TL—
0
LBS
(LL) =
842 LBS
LL=
0
LBS
(DL) =
505 LBS
LOCATION (a) =
8.3
FT
HEAVY SIDE (TL) =
1348 LBS
b=L-a=
8.3
FT (a> b)
(LL) =
842 LBS
EQUIV. UNIFORM TL =
0
PLF
(DL) =
505 LBS
EQUIV. UNIFORM LL =
0
PLF
Rrt/wTL =
8.3 FT
BEAM SUPPORT
LIGHT SIDE: 2
HEIGHT (Fr): 8
SPOT FOOTING: N
HEAVY SIDE: 2
HEIGHT (FT): 8
SPOT FOOTING: N
STRUCTURAL COMPOSITE LUMBER
TYPE: LVL (1.9E)
DEPTH (d)est. = 117/8 IN.
WIDTH (b)est. = 13/4 IN.
#OF MEMBERS = 2
Xl= 8.3 FT
MAX SUPPORT LOAD
STUDS 3800 LBS
Fr. SQR
".V, STUDS 3800 LBS
FT. SQR
Fb = 2,600 PSI
Fv = 285 PSI
E = 1-90F�106 PSI
CF = 1.00
A = 41.56 INN(22)
S = 82.26 IN(3)
I = 488.41 IN(4)
RB -2 USE 1(2) 1-3/4" X 11-7/8" LVL(S)
SAFETY FACTOR 2.81
DESIGN LOADS
FLAT ROOF SNOWLOAD
TL
40 PSF
LL
25 PSF
FLOOR -LOAD
TL
52 PSF
LL
40 PSF
DECKLOAD
TL
70 PSF
LL
60 PSF
OTHERLOAD
TL
125 PSF
LL
50 PSF
MAXIMUM MOMENT
MMAX = 5,558 FT-LBS
6 CRITERIA:
TL 5.: U
LL.5.: U
8km @ 8.3 Ff. (FROM LIGHT SIDE)
TL &MAX= 0.29 IN. U 675
LL kx = 0.18 IN. Li 1079
AREQ. = 5,43 IN(2)
SRE,- = 22.31 IW3)
IREQ(TL) = 173.77 IN(4)
1p,EQ(LL) = 16191 IN(4)
BRGkEQ- = 3 IN
SIMPLE SPAN BEAM
LOCATION: TYPICAL HEADER
RB - I
DURATION INCREASE= LIS
BEAM SPAN (FT) = 31
TRIBUTARY LOADING
POINT LOAD
SPAN UM
CANT. (FT) WTL (PLF WIL (PLF)
ROOF
20.0
2.0
484
30:3
FLOOR
0.0
0.0
0
0
FLOOR
0.0
0.0
0
0
DECK
0.0
0.0
0
0
OTHER
0.0
0.0
TOTAL
484
303
REACTIONS
FROM
LIGHT SIDE (TL) =
774 LBS
TL�
0
LBS
(LL) =
484 LBS
LL=
0
LBS
(DL) =
290 LBS
LOCATION (a) =
1.6
FT
HEAVY SIDE (TL) -
774 LBS
b = L-a =
1. 6
FT (a> b)
(LL) -
484 LBS
EQUIV. UNIFORM TL �
0
PLF
(DL) =
290 LBS
EQUrV. UNIFORM LL �
0
PLF
RrVwTL =
1-6 FT
BEAM SUPPORT
LIGHT SIDE: 2
HEIGHT (FT): 8
SPOT FOOTING: N
HEAVY SIDE: 2
HEIGHT am: 8
SPOT FOOTING: N
DIMENSIONA,L LUMBER
TYPE:DFW2
DEPTH (d)est. = 7 114 IN.
WIDTH (b)est. = 3 IN.
DESIGN LOADS
FLAT ROOF SNOWLOAD
TL
40 PSF
LL
25 PSF
FLOORJ,OAD
TL
52 PSF
LL
40 PSF
DECKI,OAD
TL
70 PSF
LL
60 PSF
OTHERIOAD
TL
125 PSF
LL
50 PSF
MAXIMUM MOMENT
MMAX = 620 F7-LBS
6 CRITERIA:
TL 6.: L/ L?4)
LL 6,.:
X!= 1.6 FT
MAX
SUPPORT LOAD
,,.y6 STUDS
3800 LBS
Fr. SQR
.,At, STUDS
3900 LBS
FT. SQR
CF = 1,2
Fb =
850 PSI
4AAX@
L6 Fr. (FROM LIGHT SIDE)
Fv =
1.80 PSI
TLkm=
0.01 IN. U 5126
E =
1-6013�1-06 PSI
LLaMAX=
0.00 IN. U 9202
A =
21.75 IN(2)
A,,q. =
3.49 N2)
S =
26.28 IN(3)
SRQ. =
634 Rq3)
I =
95.27 IN(4)
IRQ(rL) =
4.46 IN(4)
IREq(LL) =
4A8 DK4)
BRGREQ. =
3 IN.
RB -1 USE 1(2) - 2 X 8 (S) I
SAFETY FACTOR = 4.15
JOISTS
SIWLE SPAN WOOD JOIST
LOCATION: PORCH
FJ-
DECKLOADS
DURATION INCREASE (D) =
1.00 DL= 10 PSF
JOIST SPACING 0) =
16.0 IN. LL= 60 PSF
JOIST SPAN =
12.5 Fr TL= 70 PSF
LOADING(w) =
93 PLF(TL)
90 PLF(LL)
REACTION = wTL*L/2 = 583.3333333 LBS
wLL*L/2 = 500 L13S
MAXIMUM MONIENT
Mmax = [wTU8*12]/O)*Fb*CF) =
1,823 FFIBS
JOIST SIZE
GRADE: DF#2
Fb =
850 PSI
DEPTH (d)est =
11.25 fN.
Fv =
180 PSI
WIDTH (b)est =
1.5 IN.
Fc—L =
625 PSI
E =
L60E+06 PSI
Areq
4.13 LN(2)
C, 1.15
Steq =
22.38 IN(3)
0
0.0
Ireq(TL) =
51.27 IN(4)
A
16.88 IN(2)
Ireq(LL) =
65.92 IN(4)
S
31.64 IN(3)
BRGreq
3 IN.
1
377.98 IN(4)
USE 2 X
16.0 IN. O.C.1
12 's
SAFETY FACTOR = 1.41
FOOTINGS
LOCATION
DEAD LOAD
LfVE LOAD
TOTAL LOAD
FOOTING SIZE
CONT
FxmRioR
ROOF
FTGS
BEARING
WALL
WIDTH SPAN LOAD
Fr Fr PSF
LOAD
PSF
0 x 0 @ 15 = 0 P LF
(a), 25 = 0 PLF
0 PLF
FLOOR
WIDTH SPAN LADAD
LOAD
890 PLF
Fr Fr PSF
PSF
1,500 PSF
I x 6 @ 10 = 60 PlY
@ 60 = 360 PLF
420 PLF
WALL
0,6 Fr
WIDTH HEIGHI LOAD
Fr FT PU
I x 18 @ 15 = 2-70 PLF
4270 PLF
FOUNDATION
USE AS
MINIMUM
THICK BEIGH] LOAD
USE:
FOOTlNG
IN. FF PCF
8 x 2 @ 150 = 200 PLF
200 PLF
V-8" X CONT
530 PLF
360 PIF
890 PIF
LATERAL DESIGN
LATERAL RESISTING SYSTEM:
LIGH17-FRAME (WOOD)
WIND DESIGN CRITERIA
MWFRS DMECTIONAL PROCEDURE (ASCE 7-10, CHAP 27)
BASIC WIND SPEED:
110 NTH FIG 26.5-IA
VnND RISK CATEGORY:
11
EXPOSURE CATEGORY:
C
INT. PRESSURE COEF., GC�-:
0.18 TBL26.11-1
DIRECTION FACTOR, Kd:
0.85 TBL 26.6-1
fh'X,
FACTOR, Y,:
1.0 26.9.2
7yTOPOGRAPHIC
GUST -EFFECT FACTOR, G:
0.85 26.9.1
711
WINDWARD WALI. Cp:
0.8 TBL 27.4-1
Z':
900
SEISMIC DESIGN CRITERIA
EQUIVALENT LATERAL FORCE PROCEDURE (ASCE 7-10,12.8)
SEISIWC RISK CATEGORY:
u
SEISMIC DESIGN CATEGORY:
DI
IMPORTANCE FACTOR, 1:
Lo
SHORT PERIOD ACCEL, SDs:
L291
ONE SEC PERIOD ACCEL, SDI:
0.506 ROOFLOAL
RESPONSE MOD. COEF., R:
6.5 FLOOR LOAL
DEFLECTION AMP. FACTOR, Cd:
4.0 WALL LOA-E
OVERSTRENGTH FACTOR, f4:
3.0
DESIGN BASE SHEAR, V:
0.132 *W
M, cpqn I'l. (p.r%F)
2-STORY ANALYSIS
ZONE A
WIND FORCES
WIDTH, L =
10 FT
DEPTH, B =
47,5 FT
h =
22 FT
ZZ �
18 FT GROUND TO ROOF EAVE
ZI =
10 IT GROUND TO UPPER FLR
Cpi �
-0.2 FROM FIG. 27,4,1
CP2 =
0.� FROM FIG. 27*1
ROOFSLOFE
6/12
ROOF SLOPE
27 DEGREES
b/L =
2.20
VELOCITY PRESS. COEF., K,:
0.88 TBL273-1
VELOCITY PRESS. COER, Kj:
0.85 TBL273-i
VELOCITY PRESS. COEF., Kh:
0.92 TBL27.3-1
VELOCITY PRESS., qz2:
23.2 PSFEq,27.3-i
VELOCITY PRESS., qzl:
22.4 PSF EQ- 27-3-1
VELOCITY PRESS., qh:
24.2 PSFEQ.z7.3-i
ROOF PRESS., pl:
-8.5 PSF
ROOF PRESS., P2:
8.5 PSF
ROOF DESIGN PRESS., pR:
3.8 PSFEQ.27.4-1
UPPER WALL DESIGN PRESS., PF2:
�0.2 PSFEQ.27.4-1
MAIN WALL DESIGN PRESS., pFj:
19.6 PSFEQ-27-4-1
DESIGN
AREA PRESSURE LOAD(LBS)
ROOF
0.0
3.8
0
JPPERWALL
76.0
20.2
1532
MAINWALL
80.0
19.6
1565
TOTAL
3096
UPPER SHEAR WALL LOAD
1532
MAIN SHEAR WALL LOAD
3096
SEISMIC FORCES
AREA WEIGHTS ZONE
IR m (PRM WFfr-]RT a.Rq)
ROOI
_LWAU
JJWAU
FLOOR
_LWALl
11 WALI
391.0
15
5865
80.0
17
1360
126.0
17
2142
255.0
12
3060
80.0
7
117
1360
190.0
3230
TOTALI 17017
UPPER SHEAR WALL LOAD 1241 IBS
MAIN SHEAR WALL LOAD 2254 LBS
ROOF DIAPHRAGM.
DIAPHRAGM LOAD =
1532 LBS
SHEAR LENGTH =
47.5 FT
DIAPHRAGM SHEAR =
32 PLF
FLOORDlAPHRAGM
DIAPHRAGM LOAD =
1565 LBS
SHEAR LENGTH =
47,5 FT
DIAPHRAGM SHEAR =
33 PLF
ROOF DIAPHRAGM
DIAPHRAGM LOAD =
95- LBS
SHEAR LENGTH =
47.5 FT
DIAPHRAGM SHEAR =
20A PLF
FLOORDIAPHRAGM
DIAPHRAGM LOAD =
585�5 LBS
SHEAR LENGTH =
47.5 FT
DIAPHRAGM SHEAR =
12.3 PLF
UPPER SHEAR WALL LOADS
WIND SHEAR LOAD = TOTAL LOAD/1.4 SEISMIC SHEAR LOAD SEISMIC GO NS
1094 LBS 1241 LBS
SW HEIGHT 8 FT
;HEAR LOAD 1241 LBS
0 LBS RESISTED BY PANELS/P.F.
MEAR LOAD 1241 LBS RESISTED BY SW
NET
WALL
TRIB.
UNIFORM
PT LOAD
OVERTURN
UPLIFT
CAPACITY
SHEAR
LENGTH
SPAN
DL (PLF)
(LBS)
(FT -LB)
(LJ3S):
STRAP TIE
REQUIRED
WALL
11.9
10.0
286
715
-22701
-1908
NOT REQ'D
64
Sw-1
4.3
10.0
286
715
-3530
-821
NOT REQ'D
64
SW_1
3.3
2.0
166
415
-594
-180
NOT REQ'D
77
SW -I
TOTALLENGTH= 19,5 FT
OVERALL WALL SHEAR 64 PLF
MAIN SHEAR WALL LOADS
WIND SHEAR LOAD = TOTAL LOAD/1.4 SEISMIC SHEAR LOAD SEISMIC GOMR-N-S-1
2
2212 LBS 2254 LBS
SW HEIGHT
8
FT
MAX LOAD
2254
LBS
0
LBS RESISTED BY PANELS/P.F.
HEAR LOAD
224-:4
LBS RESISTED BY SW
PTLOAD NET
S.W.
WALL
TRIB.
FORCE UNIFORM
EACH SIDE OVERTURN UPLIFT
CAPACITY
LENGTH
SPAN
ABOVE DL (PF)
(LBS) (FT -LB) FORCE HOLDOWN
REQUIRED
31.5
1.0
151
377.5 -68773 -2183 NOT REQ'D
72
TOTALLENGTH= 31.5 FT
OVERALL WALL SHEAR =1 72 P
SHEAR
WALL
Sw-1
2-STORY ANALYSIS
ZONE B
WIND FORCES
WIDTH, L =
25.5 FT
DEPTH, B =
47.5 FT
h =
22 FT
Z2. =
18 FT GROUND TO ROOF EAVE
ZI =
10 FT GROUND To UPPER FLR
Cpt =
-0.2 FROM FIG. 27A-1
Cp2 =
0.2 FROM FIG. 27.4-1
ROOF SLOPE
6 /12
ROOFSLOFE 27 DEGREES
n=
0.86
VELOCITY PRESS. COEF., K,:
0.88 TBL27.3-1
VELOCITY PRESS. COEF., Kj:
0.85 TBL27.3-1
VELOCITY PRESS. COEF., Kh:
0.92 TBL27.3-1
VELOCITY PRESS., q,2:
23.2 PSFEq273-i
VELOCITY PRESS., q,,:
22.4 PSF EQ. 273-1
VELOCITY PRESS., qh:
24.2 PSF EQ- 27-3-1
ROOF PRESS., pl:
-8.5 PSF
ROOF PRESS., P2:
8.5 PSF
ROOF DESIGN PRESS., PR:
3.8 PSFEQ.27.4-i
UPPER WALL DESIGN PRESS., p,:
20.2 PSFEQ.27A.1
MAIN WALL DESIGN PRESS., PFl:
19.6 PSFEQ.27A-1
DESIGN
AREA
PRESSURE
LOAD (LBS)
ROOF
90.0
3.8
341
JPPERWALL
138.0
1
20.2
2781
MAIN WALL
204.0
19.6
3990
TOTAL
7113
UPPER SHEAR WALL LOAD 3123
MAIN SHEAR WALL LOAD 7113
SEISMIC FORCES
AREA WEIGHTS ZONE
ISM (p.qvl WFlr.T-TT a.R.q)
ROOT
-LWALI
11 WALL
FLOOR
_LWALl
11 WALI
1217.0
15
18255
204.0
17
3468
68.0
17
1156
690.0
12
8280
2040
17
3468
52.0
17
884
TOTALI 35511
UPPER SHEAR WALL LOAD 3031 LBS
MAIN SHEAR WALL LOAD 4704 LBS
ROOF DIAPHRAGM
DIAPHRAGM LOAD =
3123 LBS
SHEAR LENGTH =
47.5 FT
DIAPHRAGM SHEAR =
66 PLF
FLOORDL&PHRAGM
DIAPHRAGM LOAD =
3990 LBS
SHEAR LENGTH =
47.5 FT
DIAPHRAGM SHEAR =
84 PLF
ROOF DIAPHRAGM
DIAPHRAGM LOAD =
2877 lBS
SHEAR LENGTH =
47.5 FT
DIAPHRAGM SHEAR =
60.6 PLF
FLOOR DIAPHRAGM
DIAPHRAGM LOAD =
1556-2 LBS
SHEAR LENGTH =
47.5 FT
DIAPHRAGM SHEAR =
32.8 PLF
UPPER SHEAR WALL LOADS
WIND SHEAR LOAD = TOTAL LOAD/1.4 SEISMIC SHEAR LOAD SEISNHC GOVEPUNS
2230 LBS 3031 LBS
SW HEIGI-IT 8 FT
REAR LOAD 3031 LBS
0 LBS RESISTED BY PANELS/P.F.
1HEARLOAD 3031 LBS RESISTED BY SW
WALL
TRIB.
UNIFORM
PT LOAD
LENGTH
SPAN
DL (PLF)
(LBS)
7.3
10,0
286
715
9.6
3.0
181
452.5
MAIN SHEAR WALL LOADS
WIND SHEAR LOAD = TOTAL LOAD/lA
5081 LBS
NET
OVERTURN
UPLIFT
(FT -LB)
(LBS):
-2367
-324
1088
113
CAPACITY
SHEAR
STRAP TIE REQUIRED
WALL
NOTREQ'I) 179
Sw-I
ST-1 179
SW-1
TOTAL LENGTH 16.9 FT
OVERALL WALL SHEAR 179 PLF
SEISMIC SHEAR LOAD WM GOVERNS
4'704 LBS
SW HEIGHT
8
FT
MAX LOAD
5081
LBS
0
LBS RESISTED BY PANELS/P.F,
MEAR LOAD
5081
LBS RESISTED BY SW
PTLOAD
NET
WALL
TRIB.
FORCE UNIFORM
EACH SIDE
OVERTURN
LENGTH
SPAN
ABOVE DL (PF)
(LBS)
(FT -LB)
13.0
1.0
151
377.5
6350
9.0
1.0
151
377.5
7114
S.W.
UPLIFT
CAPACITY
SHEAR
FORCE
HOLDOWN REQUIRED
WALL
488
HD -I 231
Sw-I
790
HD -I 231
Sw-1
TOTALLENGTH= 22.0 Fr
OVERALL WALL SHEAR =1 231 PLF
2-STORY ANALYSIS
ZONE c
WIND FORCES
WIDTH, L =
25.5 FIP
DEPTH, B =
37.5 FT
h =
22 FT
Z2 =
18 FT GROUND io ROOF EAvE
Zl=
10 FT GROUND TO UPPER FLR
Cpi =
-01 FROM FIG� 27.4-1
Cp2 =
0.2 FROMFIG.27.4-1
ROOF SLOPE
6/12
ROOF SLOPE
27 DEGREES
h/L =
0.86
VELOCITY PRESS. COEF., Ka:
0.88 TBL27.3-1
VELOCITY PRESS. COEF., &1:
0.82) TBL27.3-1
VELOCITY PRESS. COEF., Kh:
0.92 TBL27.3-1
VELOCITY PRESS., q,2:
23.2 PSFEQ.27-3-i
VELOCITY PRESS., q�j:
22.4 PSF EQ. 27-3-1
VELOCITY PRESS., qh:
24,2 PSF EQ- 27.3-1
ROOF PRESS., p 1:
-8.5 PSF
ROOF PRESS., p2:
9.5 PSF
ROOF DESIGN PRESS., pR:
3.8 PSFEQ.27*j
UPPER WALL DESIGN PRESS., P12:
20.2 PSF EQ. 27.4-1
MAIN WALL DESIGN PRESS., PFI:
19.6 PSFEQ-27.4-1
DESIGN
AREA PRESSURE LOAD (LBS)
ROOF DIAPHRAGM
ROOF
60.0
3.8
228
DlAPHRAGM LOAD =
3009 LBS
JPPERWALL
138.0
20.2
2781
SHEAR LENGTH =
37.5 FT
MAIN WALL
204.0
1 19.6
3990
DIAPHRAGM SHEAR =
80 PLF
TOTAL
6999
FLOOR DIAPHRAGM
UPPER SHEAR WALL LOAD
3009
DIAPHRAGM LOAD =
3990 LBS
MAIN SHEAR WALL LOAD
6999
SHEAR LENGTH =
37.5 FT
DIAPHRAGM SHEAR =
106 PLF
SEISMIC FORCES
AREA WEIGHTS
ZONE
(SF) (PSF)
IGHT (LBS)
ROOF DIAPHRAGM
ROOF
_LWALL
11 WALL
FLOOR
_LWALL
11 WALL
1188.0
15
17820
204.0
17
3468
150.0
17
2550
779�5
12
9354
204.0
17
3468
1 150.0
17
1 2550
DIAPHRAGM LOAD =
2820 LBS
SHEAR LENGTH =
37.5 FT
DIAPHRAGM SHEAR =
75.2 PLY
FLOOR DIAPHRAGM
DIAPHRAGM LOAD =
1698.4 LBS
SHEAR LENGTH =
37.5 FT
TOTALI 39210 DIAPHRAGM SHEAR 45.3 PLF
UPPER SHEAR WALL LOAD 3158 LBS
MAIN SHEAR WALL LOAD 5194 LBS
UPPER. SHEAR WALL LOADS
WIND SHEAR LOAD
TOTAL LOAD/1.4
SEISMIC SHEAR
LOAD
2149 LBS
3158 LBS
SW HEIGHT
8
FT
1HEARLOAD
3158
LBS
0
LBS RESISTED BY PANELS/P.F.
�HEARLOAD
3158
LBS RESISTED BY SW
NET
WALL
TRIB.
UNIFORM PTLOAD
OVERTURN
UPLIFT
LENGTli
SPAN
DL (PLF) (LBS)
(FT -LB)
(LBS):
3.2
4,0
196 490
3081
963
7.3
4.0
196 490
4096
561
3.8
4.0
196 490
3436
904
I SEISMIC G
CAPACITY SHEAR
STRAP TIE
REQUIRED
WALL
ST-1
276
SW-2
ST-1
221
SW-1
ST-1
232
Sw-I
TOTALLBNGTH= 14.3 FT
OVERALL WALL SHEAR 221 PLF
MAIN SBEAR WALL LOADS
WIND SHEAR LOAD TOTAL LOAD/1.4
SEISMIC SHEAR LOAD SEISMIC GOVE 7NTS
4999 LBS
5194 LBS
SW HEIGHT 8
FT
MAX LOAD 5194
LBS
0
LBS RESISTED BY PANELS/P.F.
,HEAR LOAD 51,94
L13S RESISTED BY SW
PTLOAD NET
S.W.
WALL TRIB.
FORCE UNIFORM
EACH SIDE OVERTURN UPLIFT
CAPACITY
SHEAR
LENGTH SPAN
ABOVE DL (PF)
(LBS) (FT -LB) FORCE HOLDOWN
REQUIRLD
WALL
11.0 1.0
15 1
377.5 12389 1126 IED-2
292
SW-2
6.8 1.0
151
377.3 9815 1443 HD-2
292
SW-2
TOTALLENGTH= 17.8 FT
OVERALL WALL SHEAR =1 292 PLF
2-STORY ANALYSIS
ZONE
1
WIND FORCES
Vy'IDTH, L =
16 FT
DEPTH, B =
20 FT
h =
22 FT
Z2 �
18 FT GROUND TU ROOF EAVE
Zl=
10 FT GROUND TO UPPER FLR
CPl =
-0.2 FROM FIG- 27.4-1
CP2 =
0.2 FROM FIG. 27.4.1
ROOF SLOPE
6/12
ROOFSLOFE
27 DEGREES
h/L =
1.38
VELOCITY PRESS. COEF., K,,:
0.88 TBL27.3-L
VELOCITY PRESS. COEF., Kj:
0.85 TBL27.3-1
VELOCITY PRESS. COEF., Kh:
0.92 TBL27.3-1
VELOCrI'Y PRESS., q,2:
23.2 PSF EQ. 27.3.1
VELOCITY PRESS., qj:
22.4 PSF EQ. 27.3-1
VELOCITY PRESS., qh:
24,2 PSF EQ. 273.1
ROOF PRESS., pl:
-8.5 PsF
ROOF PRESS., p2:
8.5 PSF
ROOF DESIGN PRESS., PR:
3-8 PSFEQ-27.4-1
UPPER WALL DESIGN PRESS., p,:
20.2 PSFEQ.27-4-i
MAIN WALL DESIGN PRESS., pFj:
19.6 PSFEQ-z7-4-i
DESIGN
AREA PRESSURE LOAD(LBS)
ROOF
84.0
3.8
319
JPPERWALL
52.0
20,2
1048
MAINWALL
232.0
19.6
4538
TOTAL
5904
UPPER SHEAR WALL LOAD 1367
MAIN SHEAR WALL LOAD 5904
SEISMIC FORCES
AREA WEIGHTS ZONE
ten fpcm vvvlllu� a me%
ROOI
_LWALl
11 WALI
FLOOR
_LWALl
11 WALI
429.0
is
6435
104.0
17
1768
80A
17
1360
260.0
12
3120
152.0
11
2584
80�O
17 --r
11160
TOTALI 16627
UPPER SHEAR WALL LOAD 1267 LBS
MAIN SHEAR WALL LOAD 2202 LBS
ROOF DIAPHRAGM
DIAPHRAGM LOAD =
1367 LBS
SHEAR LENGTH =
20.0 FT
DIAPHRAGM SHEAR =
68 PLF
FLOOR DIAPHRAGM
DIAPHRAGM LOAD =
4538 LBS
SHEAR LENGTH =
20.0 FT
DIAPHRAGM SHEAR =
227 PLF
ROOF DIAPHRAGM
DIAPHRAGM LOAD =
1087 LBS
SHEAR LENGTH =
20.0 FT
DIAPHRAGM SHEAR =
54.3 PLF
FLOOR DIAPHRAGM
DIAPHRAGM LOAD =
755.6 LBS
SHEAR LENGTH —
20.0 FT
DIAPHRAGM SHEAR =
37.9 PLF
UPPER SHEAR WALL LOADS
WIND SHEAR LOAD= TOTAL LOAD/1.4 SEISMIC SHEAR LOAD SEISMIC GoNTrRNs
9-70 LBS 1267 LBS
SW HEIGHT 8 FT
'HEAR LOAD 1267 LBS
0
LBS RESISTED BY PANELS/P.F.
HEAR LOAD
1267
LBS RESISTED BY SW
NET
WALL
TRIB.
UNIFORM PTLOAD
OVERTURN
UPLIFT
CAPACITY
SHEAR
LENGTH
SPAN
DL (PLF) (LBS)
(FT -LB)
(LBS):
STRAP TIE
REQUIRED
WALL
6.2
2.0
166 415
-697
-112
NOT REQ'D
101.
SNv-1
6.2
2.0
166 415
-697
-112
NOT REQ'D
102
Sw-1
TOTALLENGTH= 12.4 FT
OVERALL WALL SHEAR =1 102 PLF
MAIN SHEAR WALL LOADS
WIND SHEAR LOAD = TOTAL LOAD/1.4 SEISMIC SHEAR LOAD WLN-D GOV F-R-,N—'S
4217 LBS 2202 LBS
SW HEIGHT
8
FT
MAX LOAD
4217
LBS
3350
LBS RESISTED BY PANELS/P.F.
HEAR LOAD
867
LBS RESISTED BY SW
PTLOAD
NET
S.W.
WALL
TRIB.
FORCE UNIFORM EACH SIDE
OVERTURN
UPLIFT CAPACITY SHEAR
LENGTH
SPAN
ABOVE DL (PF) (LBS)
(FT -LB)
FORCE HOLDOWN REQUIRED WALL
2.0
5.0
211 527.5
5462
27731 HD4 867 Sw-5
TOTAL LENGTH 2.0 Fr
OVERALL WALL SHEAR 434
2-STORY ANALYSIS
ZONE
2
WIND FORCES
WIDTH, L =
16 FT
DEPTH, B =
20 FT
h =
22 Fr
2� =
18 FTGRouND TO ROOF EAVE
Zl=
10 FT GRouND To uPPER FLR
Cpl=
-0.2 momm.27.4-i
CP2 �
0.2 FROMFIG.27.4-i
ROOF SLOPE
6/12
ROOF SLOPE
27 DEGREES
h/L =
1.38
VELOCITY PRESS. COEF., Ka:
0.88 TBL27-3-1
VELOCITY PRESS. COEF., Kj:
0.85 TBL27.3-1
VELOCITY PRESS. COEF., 4:
0.92 TBL27.3-1
VELOCITY PRESS., qa:
23.2 PSF EQ� 273-1
VELOCITY PRESS., q,,:
22 A PSF EQ. 273-1
VELOCITY PRESS., qh:
242 PSFEQ-273-1
ROOF PRESS., pl:
-8.5 PSF
ROOF PRESS., P2:
8.5 PSF
ROOF DESIGN PRESS., PR:
3.8 PSFEQ-27-4-1
UPPER WALL DESIGN PRESS., pFz:
20,2 PSFEQ.27.4-i
MAIN WALL DESIGN PRESS., PFI:
19,6 PSFEQ.27.4-i
DESIGN
AREA PRESSU" LOAD(LBS)
ROOF
84.0
3.8
319
JPPERWALL
52.0
20.2
1048
MAINWALL
232.0
19.6
4538
TOTAL
5904
UPPER SHEAR WALL LOAD
1367
MAIN SHEAR WALL LOAD
5904
SEISMIC FORCES
AREA WEIGHTS ZONE
(Qm 11pqm WRIC-UT fF R10
ROOT
_LWALl
11 WALI.
FLOOIR
_LWALl
11 WALI
429.0
15
6435
104.0
17
1768
80.0
17
1360
260.0
12
3120
1520
1'7
2594
8
17'
1360 -1
TOTALI 16627
UPPER SHEAR WALL LOAD 1267 LBS
MAIN SHEAR WALL LOAD 2202 IBS
ROOF DIAPHRAGM
DIAPHRAGM LOAD
1367 LBS
SHEAR LENGTH
20.0 FT
DIAPHRAGM SHEAR
68 PLF
FLOORDIAPHRAGM
DIAPHRAGM LOAD =
4538 LBS
SHEAR LENGTH =
20.0 FT
DIAPHRAGM SHEAR =
227 PLF
ROOF DIAPHRAGM
DIAPHRAGM LOAD =
108-1 LBS
SHEAR LENGTH =
20.0 FT
DIAPHRAGM SHEAR =
54.3 PLF
FLOORDIAPHRAGM
DIAPHRAGM LOAD =
755.6 LBS
SHEAR LENGTH =
20.0 FT
DIAPHRAGM SHEAR =
37.8 PLF
T ' ' ..'
UPPER SHEAR WALL LOADS
WIND SHEAR LOAD= TOTAL LOAD/1.4 SEISMIC SHEAR LOAD SEISMIC G
976 LBS 1267 LBS
SW HEIGHT 8 FT
1HEARLOAD, 1267 LBS
0 LBS RESISTED BY PANELS/P.F.
;HEARLOAD 1267 LBS RESISTED BY SW
NET
WALL TRIB. UNIFORM
PT LOAD
OVERTURN
LENGTH SPAN DL (PLF)
(LBS)
(FT -LB)
20.0 4.0 196
490
-38866
MAIN SHEAR WAILL LOADS
WIND SHEAR LOAD = TOTAL LOAD/1.4
4217 LBS
UPLIFT CAPACITY SHEAR
(LBS): STRAP TIE REQUIRED WALL
-1943 NOT REQ'D 63 sw-I
TOTALLENGTH= 20.0 FT
OVERALL WALL SHEAR =1 63 P�LF
SEISMIC SHEAR LOAD NVLND GO
2202 LBS
SW HEIGHT
8
FT
MAX LOAD
4217
LBS
0
LBS RESISTED BY PANELS/P.F.
MEAR LOAD
4217
LBS RESISTED BY SW
PTLOAD
NET
WALL
TRIB.
FORCE UNIFORM EACH SIDE
OVERTURN
LENGTH
SPAN
ABOVE DL (PF) (LBS)
(FT -LB)
6.0
4.0
196 490
27271
S.W.
UPLIFT CAPAC17Y SHEAR
FORCE HOLDOWN REQUIRED WALL
4545 IED-5 703 SW-5
TOTALLENGTH= 6.0 FT
OVERALL WALL SHEAR =1 703 PLF
2-STORY ANALYSIS
ZONE
3
WIND FORCES
WIDTH, L =
19 FT
DEPTH, B =
55 FT
h =
22 FT
k
18 FT GROUND TO ROOF EAVE
ZI
10 FT GROUND TO UPPER FLR
Cpi
-0.2 FROMFIG.27.4.1
Cp2
0.2 FKOMFIG�27.4-1
ROOF SLOPE
6/12
ROOF SLOPE
27 DEGREES
h/L =
1.16
VELOCITY PRESS. COEF., K72:
0.88 THL27.3-1
VELOCITY PRESS. COEF., Kj:
0.8.5 TBL273-1
VELOCITY PRESS. COEF., Kh:
0.92 TBL27.3-1
VELOCITY PRESS., q,2:
23.2 PSF EQ. 27.3-1
VELOCITY PRESS., qzl:
22.4 PSF EQ. 27.3-1
VELOCITY PRESS., qb:
24,2 PSF EQ. 27.3-1
ROOF PRESS., pl:
-9.5 PSF
ROOF PRESS., P2:
8.5 PSF
ROOF DESIGN PRESS., PR:
3.8 PSFEQ.27A-1
UPPER WALL DESIGN PRESS., pn:
20.2 PSFW.27.4,i
MAIN WALL DESIGN PRESS., PFI:
19,6 PSFEQ.27.4.i
DESIGN
AREA PRESSURE LOAD (LBS)
ROOF
87.8
3.8
333
JPPERWALL
76.0
20.2
1532
MAINWALL
152.0
19.6
2973
TOTAL
4838
UPPER SHEAR WALL LOAD
1864
MAIN SHEAR WALL LOAD
4838
SEISMIC FORCES
AREA WEIGHTS ZONE
Pq m ip.qvl WRICTIT fF.Rll
ROO]
_LWALI
11 WALI
FLOOl
_LWALI
11 WALI
1060.0
15
15900
152.0
17
2584
76.0
17
1292
601.0
12
7212
152.0
7
117
1 2584
220�O
1 3740
TOTALI 33312
UPPER SHEAR WALL LOAD 2620 LBS
MAIN SHEAR WALL LOAD 4413 LBS
ROOF DL&PHRAGM
DIAPHRAGM LOAD =
1864 IBS
SHEARLENGTH=
55.0 FT
DIAPHRAGM SHEAR =
34 PLF
FLOOR DIAPHRAGM
DIAPHRAGM LOAD =
22973 LBS
SHEAR LENGTH =
55.0 FT
DIAPHRAGM SHEAR =
54 PLF
ROOF DIAPHRAGM
DIAPHRAGM LOAD =
2448 13S
SHEAR LENGTH =
55.0 FT
DIAPHRAGM SHEAR =
44.5 PLF
FLOOR DIAPHRAGM
DIAPHRAGM LOAD =
1297-6 LBS
SHEAR LENGTH =
55�O FT
DIAPHRAGM SHEAR =
23.6 PLF
UPPER SHEAR WALL LOADS
WIND SHEAR LOAD = TOTAL LOAD/1.4 SEISMIC SHEAR LOAD SEISMIC 3-07EMN-771
S
1332 LBS 2620 LBS
SW HEIGHT
8
FT
HEAR LOAD
2620
LBS
0
LBS RESISTED BY PANELS/P.F.
:HEAR LOAD
2620
LBS RESISTED BY SW
NET
WALL
TRIB.
UNIFORM PTLOAD
OVERTURN
UPLIFT
CAPACITY
SHEAR
LENGTH
SPAN
DL (PLY) (LBS)
(FT -LB)
(LBS):
STRAP TIE REQUIRED
WALL
14.3
4.0
196 490
-10848
-759
NOT REQ'D 142
SW-1
4.2
4.0
196 490
971
231
ST-1 142
SW-1
TOTAL LENGTH 18.5 FT
OVERALL WALL SHEAR 142 P
MAIN SHEAR WALL LOADS
WIND SHEAR LOAD = TOTAL LOAD/1 .4 SEISMIC SHEAR LOAD "S ISNUC GOVERNS
3455 LBS 4413 LBS
SWHEIGHT
8
FT
MAX LOAD
4413
LBS
0
LBS RESISTED BY PANELS/P.F.
1HEARLOAD
4413
LBS RESISTED BY SW
PTLOAD,
NET
S.W.
WALL
TRIB,
FORCE UNIFORM
EACH SIDE
OVERTURN
UPLIFT
CAPACITY
SHEAR
LENGTH
SPAN
ABOVE DL (PF)
(LBS)
(FT -LB)
FORCE
HOLDOWN
REQUIRED
WALL
3.9
4.0
196
490
5312
1362
HD-2
286
SW-2
4.1
4.0
196
490
5504
1342
HD-2
279
SW-2
3,5
4.0
196
490
4904
1401
HD-2
319
SW-2
4.3
4.0
196
490
5688
1323
HD-2
2", 9
SW-2
TOTALLENGTH= 1S.9 FT
OVERALL WALL SHEAR 279 PT�F
Alison & James Pope
18209 76th Ave W., Edmonds, WA 98026
Lot I Area = 0.32 Acres
Snohomish County Parcel Record: 00370800300500
Short Subdivision: SP 83-1091
Residential Zone: RS-12
Minimum Building Setbacks (16.20.030)
Front (W) Rear (E) Side (N) Side (S) Max Hei�t
25 Ift 25 ft loft loft 25 Ift
17.
J/
/'T"� SITE PLAN
SCALE: V = 19
RIGHT-OF-WAY CONSTRUCTION PERMIT
AND INSPECTION REQUIRED
OWNER/GO ACTOR RESPONSIBLE
FDR LOCAT ING ALL ON -SITE UTILITIES.
RELOCATIOWRIEVISION TO ANY UTILITIES
MAY REQUIRE SEPARATE PERMIT
Applicant shall r"108plece all damage: to:
utilities or front -age Improvements in City
W
right-of,vay rper c�ity Eandards that is caused
ng In 1.
or occurs during the permittad project.
Per UPC 703.2
of fixture Un[
pipe
IF Lasaltq(' vF Slog- srwvt 15,
SF?Pt)R.Anttj (LzkUA(1,TMr71�M Foo-
WA-MV NOD Sr"Pca- fAft'( A?M'
I
SEWER MAIN: 6-39-5-325A
251-0,,
Front vi a,
Sides N V. !6 �Q A) I '- " 5 -
Rea, E
Other
Height
APPROVED BY ENGINEERING
I 1-Ut It
SITE PLAN NOTES
1. THIS IS NOT AN OFFICIAL SURVEY, ANY CONTOURS SHOWN
HEREIN ARE BASED ON AVAILABLE DATA. THIS
ARCHITECTURAL SITE PLAN SHOULD BE SUFFICIENT FOR THE
RELATIVE COMPLEXITY OF THE CONTRACTOR/OWNER TO
VERIFY THE INFORMATION AND OBTAIN AN OFFICIAL SURVEY
EFNEEDED.
2. SURFACE WATER SHALL DRAIN AWAY FROM THE HOUSE AT ALL
POINTS. DIRECT THE DRAINAGE WATER TO THE STREET OR TO
AN APPROVED DRAINAGE COURSE.
3. STOCKPILE TO BE COVERED W11HIN 24 HOURS
4. FILTER SOCKS WILL BE ADDED TO ANY CATCH BASINS
DOWNSTREAM FROM THE CONSTRUCTION SITE (SEE 3/A-01 1)
5. ALL DISTURBED SOIL WILL BE COMPOST, AMENDED PER BMI`
T5.13
6. ALL FINAL RESTORATION TO BE COMPLETED BY CONTRACTOR,
NOT CITY OF EDMONDS
7. TRACER WIRE TO BE INSTALLED ON NEW WATER SUPPLY LINE
8. HEIGHT CERTIFICATE: SEE 4/A-01 I
SITE PLAN LEGEND
PROPERTY LINES
- — — — — — — -- SETBACK LINES
------------------------ EASEMENT LINES
WATERLINE
SFWFR/WASTE LINES
GAS LINES
ELECIRICAL LINES
TELEPHONE LINES
SLOPE DOWN DIRECTION
UTILITY METER
IMPERVIOUS SURFACE CALCS (SOLID SURFACES)
EXISTING BUILDING FOOTPRINT:
1,822 SF
PROPOSED ADDITION:
365 SF
PROPOSED COVERED PORCH:
391 SF
PROPOSED DRIVEWAY:
332 SF
PROPOSED PAVING/WALKWAY:
299 SF
BUILDING DATA
PROPOSED ALLOWABLE
NETLOTAREA
12,114 SIP
0.28 AC
(MINUS ACCESS EASEMENT)
STRUCTURED AREA
2,578 SF
21.28%
(BUILDING FOOTPRINT)
IMPERVIOUS AREA
3,209 SF
26.50%
35.00%
(LOT COVERAGE)
LOT SLOPE
4%
'PEPCENTAGES ARE BASED ON LOT SIZE
RESUB
(CfV C'07'1 JUN 0 6 2019
BUILDING DEPARTMENT
CITYOFEUMONDS
40 West Main Stres'
Lehi, UT 84043
office@tiekd�igngroup
0 Copyriglit 2018 Twk Dmign Grop,
LLC. All Righis Re—d
Pj_ _'—w— --I —d Uffi.
116ghu.—d-
dklnb, 'PiW,.1.d,dyp,
D�k
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d. ip Irnly — ... Wi i� P'.
.1. E ff.ft i 11 b� i.
d., ft j, I h I l'i 'ty'. I I h.'. —2=,'� Z
i ly i I
. —.1— A.1 I
fi�mi d.ft p— W 1y
di—!i— & .-mg �B. PH.
PERMIT SET - REV 05
6/4/2019
6/4/2019 5
N BY
COLBYDALLEY
STEVE TIEK
SITE PLAN
Flim
MIN RADIUS
DETAIL NOTES
Rfl� STALLS
* WIN DIA,
MIN DEPTH
(DTHE MUMUM LENGTH SHALL BE EXTENDED AS NECES!LIW 10 ENSURE MAIEAX IS NOT IRXKE0 OFF SHE
AND/OR INTO THE puguc at;Hr-or-w4y,
ATI) DRIVEWAY UMP AND/OA SITE ACCESS ROAD 1V WIDE WN. SEE FASUE BELOW FOR REQUIRED LENGTH
NOTES,
1. SURFACE WATER - AL SURFACE WATER FLOWING OR DIVERTED TOWARD tONSTR CRON ENTRANCES SHPALL BE PIPED
ACROSS THE ENTRANCE. IF AppIc IS AHUGHM, A LICLINTATILE BEAM WITH 5:1 SIOPES WILL BE PERMHArD
2.MA1 ICURCE - THE ENTRANCE SHAUL BE MAIMINNED 1. A CONDITION IT iC. WILL PREN,CNT TRACKING OR FLO 'NO
OF SED�ENH OFF SITE AND/OR ONTO PUWD-C THIS WAV' REQUIRE PERIODIC TOP CRESVINO WTH
ADDITIONAL 4LARRY SPALLS AS CONDITIONS DEMAND AND REPAIR AND/Of, CLUATNOUT OF AN`V MEASURES USED TO
Imp SEDIMENT. ALL SEDIMENT SPILLED. DROPPED, WASHED OR TRACKED OFF SITE AAO/DR ONTO PUQUO
HICHI-OF-MY MUST BE REMONIED IMMEDAITELY.
3.WEELS SmoLL BE CLEATIED TO REMONH SEDIMENT PRIOR TO LEAWNS THE SITE. WHEN WASHING ;S USED. IT SMALL
BE DONE ON AN AREA STABILIZED WITH OLLNUPY SPALLS AND WHICH DUNS INTO AN APPROVED SEDIMENT TRAPPING
DEV'CE.
4.114SPECTION AND NEEDED MATt4ENAINCE SHAtL BE PAWDED AFTUR EACH ANN
PRINECT MIN LENGTH OF (FEET) -PROVIDE AT9 OR ASP LT
SIZE QUI SPALLS. TRANSIT' . -ERE NTAGE
< 1/4 ACRE 3. AM 15 AN ARTERIAL.
LEN Th TO [At DETERMINED
< 1 ACRE 50 V CRY INSPECTOR. S ECIHON REOUIRED ON
< 3 MAE 100 ALL ER SION ONTROL MET14ODS
� 3 ACRE 100 1 CBEITFYOR"ElOPOTHERC WORI( CAN BEGIN
FILTER FASRC SEEL
TO 2 2* 14 GIN
WIRE FABRIC EQUAL
WWVE aACKFIU-
FILTE FABRIC MATERX IN CO�.NDQS ROLLS
USE SlAALCS OR WIRE AND$ TO ATTACH
FABRIC TO II
Z' � 2' WDOD/STEEL KSIS-�
WIRE MESH FENCE
TO SUP CRT FILTER
FABRIC
11:: a
BUW BORROW OF FILTER
MIXERPIL 4* TO 12'
1. CONIUCTOR/DEVELOPEA SHVIUL "MINN AND ENSURE PAOPER
mosIoN CONTROL THROUGHOUT PROUECT.
2. SILT FEN E TO BE PLACED DOWNSLOPE OF CONSTRUCTION
ActIm.
STABILIZED CONSTRUCTION ENTRANCE (ER-901) FILTER FABRIC FENCE FILTRATION SYSTEM (ER-900)
SCALE:NTS SCALE: NTS
FILTER STICK WITH
MY HOLES
�CXTCH BASIN
NOTES1
1. C07MX PER SHkUL MAINTAIN
THS AVW
JIMO
T 4 L TIMES DURING
CONSTRUCTION PERIOD.
2. ANY SEDIMENT IN CATCH SMIN INSERT
SHAUL BE A OVED WHEN $11SEAT IS
ONE-THTAV FULL
3. CIW IN5AEGTION REGUIREO ON ALL
DAWIC CONTROL METHODS BEFORE
OTHER WAIT �N DEOHL
TEMPORARY SEDIMENT TRAP FOR CATCH BASINS (ER-902)
SCALE: INITS
HF-)�-HT CEJ:�-J/FICATL
PROPO-61) (PRO) 4F-VATI(A= ASSL)HP-D I00-00'ELF-V.e RIM OF CATCqEA'�])�
E)0--�TING &PNb�"A 99.6 16L
C C
10, .0
'o'-o AvF-kA&& D BASE E I-E v
101
101.5
IZZD
D E MAXIMQM
Ey,j6TI N 45 ', F, A t) "G 99.7 M A)(/M 21114 a (,F- VATIobi 125.45
CuF-�IT A WsO N
ao b tl--
DA-Tc- C3-5 /I+ /ao o
Abbkl: 5S : ia?oc) AyC WFST-
e-bMoMDS WA 1�802(o
ENVELOPE- C61�-
E L C--N/ :: 0)1). (o A
(p96)
H
6MVE-Lol-C CW e
(pro)
'N'
HEIGHT CERTIFICATE
SCALE: NITS
ISLO&
C, E-LEV = 101.0
7:7 X -
PRO I
F-,iD/--C- LINE,
-Tot,.: FS(6.9
(125.35)
MID-pT8LD&J,.Nva>
hl D Et-e v --- a(a? .9
FF ECEVAT101,I
PUT T6f,.i(-ALL
MID -PT 9LL)6 ENVLP Em\jELopL Cop,>.
ekev F F-LF_\/ 101-g
Q!!5
MIN f 13GN(-14 MAPK= ToP k^ ifATC-N-MIN
FLEW=
BTSUIZVEYS INC
I -AND SURVEYING SURVICES
12415 9,111 DRIVE SE,
VA"FIR FTT. WASHING'I'M 98208
206-601-1810
Flf-"' 26-239SO99
PR014-'.SS10NAL L1CFNSI:4 37i34
RESUB
MAY 16 2019
a u I LD I N Glr.-R-.IM E N-1
40 West Main Street
Lehi, UT 84043
Mce@tickdesigngroup.com
801-234-0445
0 Copyigh' 201 8 Ti,k Desip Group,
LLC. All Righu Re—d
IN pl..,—d "d. Pit— —dhith�
d,
INI
A.th.d.fi..
Di..16.-
"I S—A, b...hi
i0-6, --t" - .""t I— T'""I"t
d.—. it i�
_dW. C.—I-0--n—I.11
t.—Ply.ifli
I D.C. A.--1 Ri&nIi.1 C.dt). I.-thli.,
PERMIT SET - REV 04
I-H—C
5/14/2019
5/14/2019 4
COLBYDALLEY
17 CRY STEVE TIEK
SITE DETAILS
A-011
WCIN= MAP
(j t I S' I �31 !�'A'
to
United States
Postal Senjice
Pori
Animal Hospital
Homeowner:
Alison & James Pope
18209 76th Ave W.
Edmonds, WA 98026
Architectural Designer:
Tiek Design Group
40 West Main Street
Lehi, UT 84043
801-234-0445
office@tiekdesigngroup.com
Structural Engineer:
Iridium. AE
635 W 5300 S, Suite 203
Murray, UT 84123
801-974-5101
.............
May 14, 2019
PERMIT SET - REV 04
PROJECT ffNFORMATION
A-000
Sheet Index
COVER
A-010
SITE PLAN
A-011
SITE DETAILS
A-101A
EX MAIN FLOOR PLAN
A-101B
MAIN FLOOR PLAN
A-101C
MAIN FLOOR DIMENSION PLAN
A-102A
EX SECOND FLOOR PLAN
A-102B
SECOND FLOOR PLAN
A-102C
SECOND FLOOR DIMENSION PLAN
A-103A
EX ROOF PLAN
A-103B
ROOFPLAN
A-200
EXTERIOR 3D VIEWS
A-210
FRONT ELEVATION
A-211
EAST ELEVATION
A-212
REAR ELEVATION
A-213
WEST ELEVATION
A-500
DETAILS
A-501
DETAILS
A-600
SCHEDULES
E-101
MAIN FLOOR ELECTRICAL
E-102
SECOND FLOOR ELECTRICAL
S-000
STRUCTURAL NOTES
S-001
STRUCTURAL NOTES
S-100
FOOTING & FOUNDATION PLAN
S-101
MAIN FLOOR FRAMING PLAN
S-102
SECOND FLOOR FRAMING PLAN
S-103
ROOF FRAMING PLAN
S-104
SHEAR WALL PLANS
S-500
STRUCTURAL DETAILS
-FAPPROVO
I-571D, �,
APPROUED
PLAMS TOM 9E
00 Im
i. City 6f EdmoA T)
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
C DE COMPLIANCE
0 a
CITY OF EDMONDS
BUILDPIINP. DEPARTMENT
ADDRESS d1*00, IRD'Y1040 , I
OWNER
APPROVED DATE:
BLDG. OFFICIAL:
PERMITINUMBER 11
st-o�
L---
Square Footage Table
EXISTING MAIN FLOOR
1,296 SF
MAIN FLOOR ADDITION
244 SF
NEW COVERED PORCH
391 SF
EXISTING GARAGE
457 SF
NEW GARAGE ADDITION
121 SF
EXISTING SECOND FLOOR
1,066 SF
SECOND FLOOR ADDITION
733 SF
TOTALEXISTING 2,819 SF
TOTALADDITION 1,098 SF
TOTAL FINISHED WEATED) 3,419 SF
'SQUARXpOOTAGESAPEMASUTLEEMMEX—ROPWALLS
Deferred Submittals
I . ROOF TRUSS DETAILS
2. GAS PIPING SCHEMATIC
3. MANUAL J & D CTV
4. FACTORY-BUELT FIREPLACE PRODUCT
INFORMATION
40 Wml Mamn "Tel
Lehi, "T.4.43
'��Eir
ffice@tiek Es'.IE'.c..
801-234-0445
0 Copyright 2018 TI& DI.igo Gro.p,
I Rigl R--d
wfl4h P,;. iI I. b...—ly b, It.
CUM �WI N.1, L.1 I, JoU i, 0,
7NIlk Thk MItp G-p f,, �.tho,
Tilk-t,I IIIIbiHtyf.'--
&Ii. Wq'Ey N., I., —h` I. Eh P"
W. E--ft �Hl bI M&
hfl.�
rIply �j,h
th A.C. (111—ti—I C.M.
0
0.,
00
0"
c')
%
z
0
00
PERMIT SET - REV 04
PLAN Sff DATE
5/14/2019
SHEETREVISED REv
5/14/2019 4
COLBY DALLEY
rE TIEK
COVER
RESUB
MAY 16 2019
GENERAL BUILDING CODE REQUIREMENTS 2015 IRC (AS AMENDED)
SINGLE FAMILY RESIDENTIAL CONSTRUCTION
GENERAL INFORMATION:
The following list was put together with the intent of surrossurrizing some of the general requirements for the construction of single family dwelling and townhouse
conatruction offlime stories or less. The following information has been compiled from the 2015 International Residential Code and The National Electrical Code.
The wording is not the actual wording from the code and is not intended to indicate my changes to the code. The actual code should be ad for all ofthe closer
wording, details, and requirements. All new construction to comply with the Washington State Energy Code.
SITE PLAN:
1. BUILDING LOCATION. Building Location must comply with all regulations ofthe city ordinances.
2. FIRE PROTECTION. Buildings closer than 5 ft. to property line shall be of 1-hr construction without doors or windows.
3. EAVES. Eaves, overhangs and Injections cannot be less thria 2 ft. from the property line and mat be of 1-hr. lfwithin 3fi. ofthe property line. R302.1.
4. FIREWALL. Parapet or special roofoonstruction my be required on common walls for townhouses. See R302 for requirements.
5. EASEMENTS. Buildings cannot be located on my easements or right ofways.
6. SITE DRAINAGE. Ground slopes my not exceed 2 units horizontal to 1 unit vertical unless retained in an approved minister. Appendix 12015 IBC.
7. FOOTINGS. Footings of structure located adjacent to slopes steeper than 3 smits horizontal to I unit vertical shall be set back from the slope at least 1/3 the
height of the slope if at the top, and % the height of the slope if at the bottom of the slope. R403.1.7.
8. GRADING. Site shall be graded such that the ground slopes away from the foundation at least 6" in the first 10' of the foundation. R401.3.
9. RETAINING WALLS. Any retaining wall over 4 feet in height from the bottom of the footing to the top of the wall must be an approved design with ongineer's
details included. R404.4.
10. CUTS & FILLS. Cuts cor fills are not permitted within 2 feet ofthe property line. Appendix 120 15 IBC.
11. ROOF RUNOFF. Roof russoff shall be collected and discharged wall outside of the backfill limits, and at least 10' firm the structure or as per soils report
recommersdations.
12. DRIVEWAYS. Driveways shall have an all-weather driving surface. A driveway serving as an egress path shall not slope more than I unit vertical to 8 units
horizontal. Such driveways exceeding I unit vertical to 12 units horizontal must have a handrail.
13. SOILS REPORT. If required by the building department each lot shall have a soils report from a State Licensed Engineer after the hole is dug, the report and
recommendations ft= the engineer must be on site at the time of the footing inspection,
14. WATER METER. Water meters cannot be located in driveways, approaches, sidewalks, or similar wells.
15. FLOOD AREAS. Homes located in potential flood areas will be required to have elevation certificates prior to and after completion ofoonstructims, R106.1 .4.
16. ADDRESS. Addresses shall be installed which are plainly visible and legible from the street. Numbers shall be a minimum ol`4�'Idgh with a minim= stroke
width ofW'. R319.
ARCHITECTURAL BUILDING PLANNING:
I . EXTERIOR WALLS AND OPENINGS: Fire separation distance from property lines R302. 1. If two family dwelling m townhouse, provide a wan section
showing fire separation. Note to openings or penetrations through party wall.
2. HABITABLE ROOMS AND BAT14ROOMS: 8% ofama in glazing. 4% in openings. 3 sq. ft. window in bathroom or an exhaust fan. R303.1 and R303.3.
3. BACKERBOARD FOR WALL TILES: Provide fliber-cernely, fiber -mat reinforced cement, or glass mat gypsum board backer board for wall tile in tub and
shower sureas, to a height not less than 6 feet above the finish floor. R702A.2 & R307.2
4. MINIMUM AREA AND HEIGHTS: (1) 120 sq. ft. in bedrooms. 7 ft. min. ceiling height, sloped to 5 ft. min. R304.1 Dirractision all plans, state the us. of all
filture rooms on the plans.
5. GLAZING IN HAZARDOUS LOCATIONS: Tab area less than 60" above the drain, showers, within 24�'ofdoors, within 18" ofa floor, less than 6(I'above a
stairway, in within 36" ofstairway or landing. Ir ifgaardrail is provided. R308.4 Windows werse, than 72" above grade and the opening is 2Vr less from the
floor requires a guard. R613
6. GARAGE SEPARATION FROM DWELLING: I- the sceidence and attics min. Y." gypsum board, applied to the garage side. Firms all habitable mom
above garage anin. 5/8" gypsum Type ")C'gyperum board to the ceiling side. Doom leading from dwellings to the garage shall be 1-3/8" thick wild cow or 20
minute rated door. R302.5 & R302.6
7. EMERGENCY ESCAPE AND RESCUE OPENINGS. Finished sill 4�V'maximm above floor in every bedirom, 5.7 sq. ft. ofopen area or 5 sq. It. iflocated
below grade. Sill must be within 44" offlom. 2Y'redin. width, 24�'mfis. height. Dimension all windows and provide description (slider, single hung, etc.) R310
9. WINDOW WELLS AND LADDERS: 9 sq. ft. min area, 36" projection flown window. Ifdeeper than 44" the window wall shall be equipped with approved
permanently affixed ladder or steps. IBC 1030.5
9. EXIT DOORS AND HALLWAYS: One 32" door width when in the open position door is required, 36" min. width for hallways. R311.2 and R311.6
10. LANDINGS AT DOORS AND STAIRWAYS: 36" min. each side of exterior doom, top and bottom of stairway, unless door does not swing over top of stairs.
P311.3 and R311.7.5.
11. STAIRWAY 36" min. width, 8" Essex rise and 9" min. tread, a min. headroom of6'- 8'above tread straing. Handrail at 3411 to 38" and 1114" to T'in diameter.
R311.7 and State Amendment.
12. GUARDRAIL: At floors, stairs, or balconies mom than 30" above grade, 36'min. height and a 4�'spherta shall not pass through openings. R312.1 &
R312.3
13, UNDER -STAIR PROTECTION: Provide V," gypsum bond at walls, under stair surface, and my soffits ofenclosed accessible space under stair R302.7
14. MOISTURE VAPOR RETARDER: On the interior side of framed walls. R601.3
15. LUMBER PROTECTION AGAINST DECAY: Treated wood or redwood on concrete. 18" min. under floorjoist, 12" min. under fimr berems to unfirdshed
grade, &'min. from grade to framing or siding. R317.1
16. UNDER FLOOR VENTILATION: I sq. ft. to 150 sq. ft. or I sq. ft. to 1500 sq. ft. with vapor retarder. R408.2 Ventilation openings shall be within 3 feet ofewh
conew ofthe building. R408.2
17. CP AWLACCESS: Min. of I8?'x 24" R408.4 Crawl spaces containing appliances Min. 3WX 22", not more than 20'from the appliance. M1305.1.4
18. ATTIC VENTILATION: Venting of I sq. ft. for every 150 sq. ft. ofteres. to be ventilated R806.2 Provide insulation baffles to maintain a 1" air space between
insulation and foot sheathing. R806.3 For Un-vented attic assembles comply with R806.4
19, ATTIC ACCESS: In attics that exceed 30 sq. ft. or 30" in height, a min. of`22" x 30" access opening shall be provided. R807.1
20. ROOF SLOPES and DRAINAGE: No shingles below a 2.12 slope. For mofs with 2:12 to a 4:12 slope two layers ofundearlayment required. For slopes greater
than 4:12 single layer required. R905.2.2
21. ICE DAM PROTECTION: In areas where ice forms along the ctwes, 2 layers ofunderlaymerat c�nwd together, or a self -adhering polymer modified bitumen
sheet to extend 2,V'pwt the heated edge ofthe exterior wall is required. R905.2.7.1
22. CHIMNEY TERMINATION: 2'higher than my portion ofthe building within 10'and 3'mininum above highest point the chimney passes through the roof
R1003.9
23. FACTORY BUILT CHIMNEYS AND FIREPLACES: Listed and labeled and installed according to mmufwtwers'instructions. R1005.
24. FIREPLACE HEARTHS: 16" in front and 8" beyond each side ofa firebox opening less than 6 sq. ft. lf6'is greater, then 20" in front and 12" each side is
required. R1001.9 and R1001.10
25. NATURAL LIGHT & VENTILATION: All habitable rooms shall be provided with aggregate -gluing wan of not less than eight percent (8%) offlue floor area of
such moms, except for rooms which have artificial light capable of average illumination of 6 fisot-candles at a height of 30" above floor level. An adjoining room
my be considered under certain conditions of R303. 1. 1. Ventilation shall be provided through source specific and whole house ventilation system designed and
installed as specified in Sections M 1597 and M1508. Sao Items 113-119. IRIC Section R303.1 and R303.2.
26. WINDOW AND DOOR PLACEMENT. As noted on the plans, the window and door placements wed to be reviewed by the owner and contractor prior to
installation to comm proper placement; center of room, exterior alignment, or other aesthetic considerations. This is especially important where changes or
alterations are made to exterior and/or interior layouts,
ENERGY CONSERVATION:
1. INSULATION VALUES: Provide insulation values per the prescriptive requirements offlue 2015 Washington State Energy Code. R-19 In walls, R-38 in Ceiling,
R-30 for flows over unconditioned space.
2. ENERGY REPORT. Ifthe prescriptive requirements are not used a passing energy study (ReaCheck) is required per the 2015 International Energy Conservation
Code.
MECHANICAL:
ALL MECHANICAL INSTALLATIONS SHALL COMPLY WITH THE 2016 IRC & IFOC
I . REQUIRED HEATING: Heating equipment to maintain 68 degrees R303.8. Provide beat load calculations per m�al I R1401.3, and ductwork design
information per Mossmal D R1601.1
2. FURNACE CLEARANCE ANDACCESS: A required 3" min. on the side and ran, 12" wider than fitmace. 30" in front offirmasee, or G'miss. ifa door in front.
30" x 3W'access platform with light for servicing. M1205
3. ELEVATION OF COMBUSTION SOURCE: All gas appliances in a garage to be elevated 18" min above flom M1207.3
4. APPLIANCE PROTECTION: Gas appliances located in a garage or carport are to be protected from vehicle impact. M1307.3.1.
5. CONDENSATE DISPOSAL: Condensate from all cooling coils or evaporators shall drain to be approved location. When damage to the building can occur
provide a second drain system, M1411.3
�Vid. ..crobstricus m- 1. appliances in accordance with G2407. Combustion air shall not be taken from a sleeping mom bathroom, or
toilet poom, or where flammable vapors are present.
7. WATER HEATERS: Show the location of all water heaters. If located on a wood floor provide a drainage pan. Note the use of a pressure mfiafvalve and seismic
riestraints. M2005. Provide thermal expansion control. P2903.4
8. BTU'S: Provide the BTUs of all gas appliances being used in the home, Le.: furnace, water heater, dryer, kitchen stove and oven, outside BBQ, etc.
9. GAS LINE SCHEMATIC: Using the above BTU's provide a gas Line schematic for the home showing all lengths and sizes of pipe being used, Note total BTUs
for the demand, and what the longest overall length is. G2413 and Chapter 4 of IFGC
10. CLOTHES DRYER VENT: 33'mmimum length M I 502.4A. I and State Amendment. 5'roduction for each 90 degree, 2.5" reduction for each 45 degree bends
Table MI 502.4.4. 1. Torroination is Yfforn my opening. MI 502.3
11. EXHAUST VENT TERMINATIONS: 4'below or to the side, and I'above doors and windows. 12" min. above finished grade. M1804.2.6
12. SHOWER SIZE AND DOOR: 90D sq. inches and 00"in diameter, 7W'tall above the shower drain. Hinged door is required to wing oubviord. P2708. 1. The
shower comportment access and egress opening shall have a min. unobstructed finished width of 22". P2708. 1.1
1 3 ' ICBO Approved Direct vent flounce. install per manufacturer instructions
14. Clothes Dryer Vent Mm length 35' or Manufacturers Recommendation.
PLUMBING -
ALL PLUMBING INSTALLATIONS SHALL COMPLY WITH 2016 IRC
I . CLEARANCES FOR PLUMBING FIXTURES: 2,17'in front of shower, 30" width for the water closet, 2 1" in front of cabinets Bud water closet. R307
2. WHIRLPOOL BATHTUB ACCESS PANEL: Show die location for access to the motor Show a GFCl outlet for the motor. P2720
3 * HOSE BIB CONNECTIONS: Am to be equipped with an annospherio or pressure type vacurms breasker. P2903. 10
4. MAXIMUM FLOW RATES: Lavatory or sink faucet is 2.2 GPM, showorhead is 2.5 GPM, and water closets are 1.6 GPM. P2903.2
5 * LOCAL CODES: The plumbing system shall be installed in strict accordance with local and state plumbing codes.
6. WARRANTY. The plumbing contractor shall be responsible for the complete plumbing system installation and shall provide a one (1) yew parts and labor
�ty
7. EXISTING UTILITIES: Verify the locations ofmisting waste and water utilities and make the necessary connections as required.
S. EXISTING CONDITIONS: Visit thejobsite prior to bidding the project to become frandiar with the misting conditions and my interferences.
9. FEES AND PERMITS: It is the owner/contrachres responsibility to pay all fees and permits relating to the plumbing system installation, including utility
connection fees, water preter, and underground gas line.
10. GOVERNING AUTHORITIES: Coordinate the installation and comply with the requirements ofthe governing authorities havingjurierfictio. for this project.
11. TESTING: All plumbing shall be left uncovered and unconcealed until it has beerl tested or approved. The plumbing contractor shall employ and pay for services
ofa qualified independent organization to perform testing, adhisting and balancing fthe plumbing systems, as required.
12. GAS OUTLET., Every gas outlet shall have an individual shut-offvalve. The shut-offvalve shall be in the same mom as the appliance served, outside the firebox
and within 6-0" ofthe appliance sewed.
13. POTABLE HOT WATER: All potable hot water systems shall be provided with a means ofcontrol for thermal expansion of the water This may be an expansion
tank or other approved mechanism or presence release or control.
14. WATER PIPING OR DRAINAGE TRAPS: None shall be placed in walls which ara re -exposed to outside air.
1 5. HOSE BIBS: Shall be protected from freezing and have backfiow preventions devices provided.
16. WATER CLOSETS (TOILETS): Shall have a maximarem consumption of 1.6 gallons per final.
17. SHOWERHEADS: Shall have a maximum consumption of2.5 gallons per minute.
19. SHOWERAND TUB MIXING VALVES: Shall have balanced pressure or thermostatic valves, or valves that can be field adjusted in neordaw. with the
nournsfacturees instructions to a maximum hot water setting pf 120 degrees.
19. PLUMBING VENTS: Shall terminate at least T-0" above or 101-011 away from any operable window or air intake opening.
20. CONCEALED SLIP JOINT FIXTURE CONNECTIONS: Shall be provided with an access panel to the utility one, which has a minimum dimension of 12". the
"c"s panel is not required when fliejoints re made by screwing, soldering or solvent cementing to make solid connection.
21. EXHAUSTAND DRYER DUCTS: Shall not exceed 15 feet and two (2) 90 degree bends
22. ANTI -SCALD DEVICES: To be installed for all faucets, tub fillers, and showeirlseads.
23. WATER HEATER: ICBO Approved direct vent Water Heater. Include pressure release valve. Install per manufasituress recommendation. To be fitted with
hurricane straps located within the top and bottom third of the tank.
24. WASHER PAN: Provide overflow washer pan; to be connected to a drain line and provided a drain trap.
FIRE PROTECTION & CO2 ALARMS:
1. SMOKE DETECTORS: Inside each.l..ping romen, outside each separate sleeping arrained each additional story including basements. All detectors to be
interconnected, hardwired and listed and labeled. R314
2. CARBON MONOXIDE ALARMS: For new construction detectors shall be installed on cach habitable level ofthe home that has fuel burning appliances or an
attached garage. R315.1 as Amended by the State ofUtah
ELECTRICAL:
ALL ELECTRICAL INSTALLATIONS SHALL COMPLY WITH THE 2016 IRC & 2017 NEC
1. ELECTRICAL SERVICE PANEL: Show the location ofthis sub panel. 30" clearance required side -to -side, 36" in front of panel, and 6'-6" in height from floor.
E3405.
2. ELECTRICAL OUTLETS: Shall be installed in finished habitable moms so that oil walls, railings, and fixed wall panels which we 2 feet or mom in length shall
baw electrical receptacles spaced within 6-10" ofall openings and not mom than IT-0" apart.
Provide outlets in walls, counters, islands, flows, bathrooms, laundry ments, basement, garage, hallways, and mechanical mom. An outlet is required for every 12'
offinialied wall, I for a kitchen island, every 4'ofcoamer tops, and a min. of I in the garage and unfinished basement.
Kitchen countertops, shall have small appliance branch circuit electrical outlets on all counters that ism 12-1 cor wider spaced along the center line of the counter top
within T-O" ofall edges and no more than 4'-0" apart. All island and peninsula counters shall have at Istost one such receptacle that is not pined under an overhang
in excess ofO'-6". E3901
3. ARC FAULT PROTECTIONS: All 120-volt, single phase 12-20 map branch circuits in dwelling wit bedrooms shall bearic fault protected. E3902.11 as
Amended by the State ofUtah.
4. GFCI OUTLETS: All outlets on the exterior ofthe home, all outlets in the garage, bathrooms, within 6 feet ofany sink in crawl spaces, laundry room, kitchen
counters, a minim= of I outlet in an unfinished basement, and mechanical rooms we to be GPCI protected. Exterior GFCI outlets to have waterproofcover.
E3902
S. INTERIORAND EXTERIOR LIGHTING: One wall -itch controlled Light in ever habitable in= and bathroom. One wall switch controlled light in hallways,
stairways, attached garages, and detached garages with electrical power. One wall switch controlled light to provide illumination on the mterior side ofdoors
One light required in attics, crawl spaces, utility moms, and basements.
6. RECEPTACLES AND LIGHTING IN DAMP AND WET LOCATIONS: Wicetherproofcovers, for exterior outlets =it lighting to be listed for wet or damp
locations. E3905.12
7. LIGHT FIXTURES IN CLOSETS: Surface mounted ineardeseent fixtures to have 12" min. between the fixtures and any storage. Surface mounted fluorescent
fixtures to have 6" min. between fixtures and any storage. E4003.12
8. OUTLET BOXES: Boxes at luminaries or Imp holder boxes am required to be able to support a minim= (50 lbs.) or less. A luminaire that weights =a than
(50 the.) most be listed for the additional weight to be supported. E3905.7
9. OUTLETS INSTALLED IN GARAGES: Shall be installed at minim= of 18" above the finish floor. IMC 3D4.3
10. ELECTRICAL DRAWINGS: am schematic in nature and along with the specifications set the basis for the scope ofwork. The electrical contractor shall be
responsible for all the necessary item to make a complete and functioning electrical installation, including all permits and related costs. The electrical contractor
shall be responsible to provide all electrical equipment and systems noted on the drawings, all as per the requirements ofcity or county entities and the national
electric code.
11. EXISTING ELECTRICAL: To be evaluated for code compliance. Electrical contractor shall verify schematic with homeowner to confirm misting vs new
fixtures.
12. BRANCH CIRCUITS: All branch chicuits terminating in panels to terminate with copper conductors.
13. ELECTRICAL CONDUCTOR: Shall comply with N.E.C. Article 310, Table 310.16, Note 8. All grounds and conductors to be copper with THW insulation.
14. CONDUITS: Size all conduits in accordance with the National Electric Code with no more than 40% fill.
15. EXHAUST FANS: Bathroom exhaust fims shall provide 5 changes of air par how. Locatfors specified on drawings.
16. BATHROOM RECEPTACLE OUTLETS: Shall be supplied by a dedicated 20�wsqs circuit.
17. ELECTRICIAN: To review & confirm all pliseement ofoutlets, switches, and fixtures with homeowner.
ABBREVIATIONS:
AFF -ABOVE FINISHED FLOOR OPP-OPPOS[TE
AW - SINGLE AWNING
PT - PASS -THROUGH
DC - DOU13LE CASEMENT
RER - REFRIGERATOR
DH - DOU13LE HUNG
R.O. - ROUGH OPENING
D.W. - DISH WASHER
ROW - RIGHT OF WAY
E.G. - EXISTING GRADE
RS - RIGHT SLIDING
EX. - EXISTING
SC - SINGLE CASEMENT
FA - DOUBLE AWNING
SH - SINGLE HUNG
F.G. - FINISH GRADE
SIM - SIMILAR
FH - DOUBLE HOPPER
S.O.G. - SLAB ON GRADE
FRZ. - FREEZER
TA-TRIPLEAWNING
FX - FIXED GLASS
TC - TRIPLE CASEMENT
GL-GLASSLOUVERED
T.F. - TOP OF FOUNDATION
HO - SINGLE HOPPER
TH - TRIPLE HOPPER
LS - LEFT SLIDING
TS - TRIPLE SLIDING
LV-LOUVERED
TYP - TYPICAL
MU - MULLED UNIT
VEST. - VEST113ULE
OHP - OVERHEAD POWER
VIF - VERIFY IN FIELD
Table 406.2
Enerav Credits (2015 Cndpl
cop-nole
DESCRIPTION
CREDIT�S)
Estilinated Cost
31,7-
111611 EFFICIFNCY 11VAC EQUIP101:NT 3b:
Air-sourve local pultip v% fill minimum I ISIT ol'9.0
To quality to claim this credit, file building pennit drawings shall specify the oplion
heingsclected and shall specify the healing equipluctu, type pu(I lite Illillinnoll
equipment efliciency.
Sh
EFFICIENT WATER 1111ATING 3b:
[0
Water huating sysicul shall include tine ofthe f6flowing;
Gas. propaw (It tul water heater with a minimum FF of0.74
or
Water heatter li.ted by is undsowet: beat punrit meeting oil. equi.numl, ofoplion
le.
or
for R-:!occuPalIcY. a central flea' Install, %valet heater with -.in EF greater [flail 2.0 thal
wituldsupply DI1W loall lite units through a central %valet looli insidated with R-8
ulininunil pipc insuliction.
To clualil� to claim this credit, the building permit drawings shall specify the optun'
being sciccicdandshall l,ccify lite water healer equipment typeand she minimum
Equipment Efli,icnev.
40 West Main Street
Lehi, UT 84043
office@tiekdesigngroup.wm
801-234-0445
0 Copyright 2018 Tick Dmip G-ip,
LLC. All Right R,,sr,ed
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PERMIT SET - REV 04
P ME -T
5/14/2019
it I.-T x1evners REV
1/4/2019 2
up -BY
COLBY DALLEY
CHEERED BY
STEVE TIEK
GENERAL NOTES
RESUB
MAY 16 2019
A-001
DEMOLITIONNOTES
1. EX 3050H I.n. EX. 3—H
7-- z: z z :: z =:: z 2:
F====
>
y
EX. DECK
EX. FAMILY —REMOVEBUMP-OUT WALLS TO BE DEMOLISHED
LLL� -----
EX. DINING
EX. KITCHEN
EX. OFFICE
41�
I A it
F_;
l.r:: z:: z --I I
41_
EX. GARAGE
CLOSET'�
X. 13ATH EX.
EX. HALL
EX. ENTRY TO BE DEMOLISHED
EX. DECK
z: zq ---- �A z: z:
EXEM-13—
L J
MAIN FLOOR EXISTING PLAN
SCALE: 1/4"= 1'.0"
EX. LIVING
EX. DECK
71
J__j
4� L ----- J
3-st, EX. 3050SI4
1. CHECK POWER AND WATER SHUT-OFF LOCATION PRIOR TO DEMOLITION
2. TAPE FILTERS OVERALL AIR GRILLES
3. NOTE LOCATION OF ALL ELECTRICAL WRUNG, PLUMBING, AND
MECHANICAL PRIOR TO DEMOLITION
4. NOTE BEARING WALLS AND CREATE TEMPORARY SUPPORTS WHERE
NECESSARY
5. DO NO DAMAGE To THE STRUCTURE OR FINISHES OF WALLS TO REMAIN
6. DISPOSAL OF ALL MATERIALS TO BE DONE ACCORDING To THE LAW
7. TIEK DESIGN GROUP IS NOT TO BE HELD RESPONSIBLE FOR THE
PRESENCE OF ASBESTOS OR OTHER HAZARDOUS MATERIALS ON THE
JOB SITE. SHOULD ANY OF THESE MATERIALS BE FOUND, ACTIONS
SHOULD BE TAKEN TO REMOVE IT.
8. ALL PLUMBING, ELECTRICAL, AND MECHANICAL TO BE CAPPED AND/OR
PROTECTED PRIOR TO AND DURING THE DEMOLITION AND
CONSTRUCTION PROCESS UNTIL THE INSTALLATION OF COORDINATING
UTILITIES.
I WALLLEGEND I
TO BE DEMOLISHED
NEW WALLS
I
EXISTING TO REMAIN
40 West Main Street
Lehi, UT 84043
office@tiekdasitingroup.corn
801-234-0445
0C.pydgh120l8 TiADmig.G—p,
LLC. All Rights Re—d
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PERMIT SET - REV 04
SET -T.
5/14/2019
—aratiEfErE.
3/15/2019 3
COLBY'DALLEY
.—E.DY
STEVE TIEK
EX MAIN FLOOR
R EX, b AS N
MAY 16 2019
BUILDING DEPARTMENT
CITY OF EDMONDS
A-101A
m MAMH M300SH M
(:�:) MAET FLOOR PLAN
\1tv SCALE: 114" = 1'4'
00 uo-u I�j - U u
0 00 0 0 0
00
4(�
WALLLEGEND
TO BE DEMOLISHED
NEW WALLS
EXISTING TO REMAIN
5 �11 I � � I
RESUB
JUN 0 6 2019
S.-I.E.1
BUNI-0
. 1. E
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FPE�RMIT SET - VREV 05
MMN FLOOR
PLAN
A-101B
17!3C)
GFNFRAL NOTES,
1. ALL DIMENSIONS ARE TO FACE OF STUD WALL OR FACE OF
CONCRETE, MASONRY OR ROUGH OPENING, UNLESS
OTHERWISE NOTED.
2. DIMENSIONS TO EXISTING WALLS ARE TO FACE OF DRYWALL
OR FINISHED SURFACE.
3. CONTRACTOR TO CONFIRM ALL WINDOW, DOOR AND OPENING
LOCATIONS WITH OWNER. THESE ARE TO BE PLACED TAKING
INTO ACCOUNT ALIGNMENT, CENTERS, FURNITURE, ETC.
40
t \ , k
39"
WALL TYPES
Qw)
W1 - 2X4 WOOD FRAMED STUD WALL
W2 - 2x6 WOOD FRAMED STUD WALL
KITCHEN ------
L
217 Q 17
17
]B!A�T�H
LIVING F -
�sQir
276 SQ FT 311-
DINING 13SQFT
196 SQ n
L
NO=
2'J'—
fill
OFFICE
BATH 175 SQ FT WALL LEGEND
WLOSET 36 SQ
12SQFf
1.
F =a*ss TO BE DEMOLISHED
UP
3fV
5
HALL
279 SQ � �,. \\
F NEW WALLS
—317 1�
r
I L—j
EX CLOSET
FAMILY
16 SQ FT k
246 SQ Fr EXISTING TO REMAIN
2-CAR GARAGE P.UP-!-
435 SQ
cm—)
3'� IX
lie F;;�
PORCH -.305-
- — — — — — — — — — — — — — — — — --- 392 SQ FT
lw� ma.
cn t!
— — — — — — — — TD-14T — — — — — — —
27-
MAIN FLOOR DIMENSION PLAN RESUB
SCALE. 1/4— 1'-0" JUN 0 6 2019
-If"A"..
CIOIE
40 West Main Sir"
L.hi, UT 84043
offi�@tiekdesigngroup.cotn
801-234-0445
a copyight 201 8 Tiek D,,ig, Gmup,
All Rights R--d
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PERMIT SET - REV 05
MANsl-i—a
6/4/2019
6/4/20
DRAWN B,
COLBY DALLEY
STEVE TIEK
MAIN FLOOR
DIMENSION
PLAN
A- I IV' I C
DEMOLITION NOTES
ROOF TO BE
SECOND FLOOR EXISTING PLAN
SCALE: 1/4" = 1'-0"
BE REMOVED
;;;: 1 �r ------------- i I
-----------------
EX. LAUNDRY EX. BEDROOM
EX. BEDROOM
EX. 2668
EX. HALL L z
z z::
�J^E Q. EX.CLOSET
r— — —
EX.CLOSET
EX. BATH
EX.CLOSET OPEN TO BELOW
L— — — — — —
EX. MASTER BATH 4'—
it EX. MASTER BEDROOM
EX. BEDROOM
TO BE REMOVED
1. CHECK POWER AND WATER SHUT-OFF LOCATION PRIOR TO DEMOLITION
2. TAPE FILTERS OVER ALLAIR GRILLES
3. NOTE LOCATION OF ALL ELECTRICAL WIRING, PLUMBING, AND
MECHANICAL PRIOR TO DEMOLITION
4. NOTE BEARING WALLS AND CREATE TEMPORARY SUPPORTS WHERE
NECESSARY
5. DO NO DAMAGE TO THE STRUCTURE OR FINISHES OF WALLS TO REMAIN
6. DISPOSAL OF ALL MATERIALS TO BE DONE ACCORDING TO THE LAW
7. TIEK DESIGN GROUP IS NOT TO BE HELD RESPONSIBLE FOR T14E
PRESENCE OF ASBESTOS OR OTHER HAZARDOUS MATERIALS ON THE
JOB SITE. SHOULD ANY OF THESE MATERIALS BE FOUND, ACTIONS
SHOULD BE TAKEN TO REMOVE IT.
8. ALL PLUMBING, ELECTRICAL, AND MECHANICAL TO BE CAPPED AND/OR
PROTECTED PRIOR TO AND DURING THE DEMOLITION AND
CONSTRUCTION PROCESS UNTIL THE INSTALLATION OF COORDINATING
UTILITIES.
WALL LEGEND
TO BE DEMOLISHED
NEW WALLS
EXISTING TO REMAIN
RESUB
MAy 16 2019
SUjLDjNoGFMpMAFtTMENT
CITY ED OgDS
40 West Main Street
Lehi, UT 84043
ofrtce@tiekdesigngmup.com
801-234-0445
0 Copyrigh' 2018 Tiek Dmign Gmp,
LLC. All Righm R,,md
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li� —dill.n. pd., .
PERMIT SET - REV 04
_ET.w
5/14/2019
EIIERTEEIIEE. ___7
DR— BY
COLBYDALLEY
c cKo' oy STEVE TIEK
EX SECOND
FLOOR PLAN
A-102A
SHEET KEY NOTES
1. BUILT-INS/CABINETS T I E K
2. SHOWER BENCH DESICN GROUP
-- -f4f 2�"" __j
40 West Main Street
Lehi, UT 84043
office@tiekdwigngroup.com
801-234-0445
a Cpyiight 2018 7nk D.ig. G..p,
LLC. All Rigbts Rmmd
Th.. p—p--
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Clfi-'= hh-, Adh i, IWW h, tk
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thi, pbh
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& �46th—l—p bilRy,fih---ld,,
d.ft� —"—w� P-- . ly
BEDROOM LAUNDRY di— n
152 SQ Fr 62 SQ I'F WALLLEGEND
r
TO BE DEMOLISHED
-wH (D ------
Q�)
NEW WALLS
\V BEDROOM
Q7 108 SQ ff
to BEDROOM
135 SQ Fr
o -n- GE) HALL mmg EXISTING TO REMAIN
117SQFF 00
0
BATH EX 42N P�
50 SQ Fr F mm C/I
<9>
FT-'Q
Z
0 BELOW BATH 0
OPEN T
29 SQ FT
CLOSET
33 SQ FT ()o
EK UE BEDROOM C)
CE) 105 SQ FT
BONU s
377 "Q 11
MASTEI BATH @E) LTERBDRM
3HOWE 59 F'T 175 sQ Fr
11 SQ Yr.. 5
EX2WW W� M�H
PERMIT SET - REV 05
RJY
'=Lf z. 7m.om
D
BEa�j(
Q�OM
WNDN
<9> <9> <9>
6/4/2019
6/4/2019
DR— BY
COLBY
DALLEY
@1
STEVE TIEK
SECOND FLOOR
PLAN
SECOND FLOOR PLAN RESUB
SCALE: 1/4" = V-0" JUN 0 6 2019 A-102B
13UILDING DEPPRTMENT
CITYOFEDMONDS
MCA&(�'� -� . 7
7"
BATH
111-�--- -- - --] -
IQ FT
7 r
E;N:
BONUS
377 SQ Fr
CLOSET
31 !iQ FT
mi
�R'
�HOWE MASTER BATH Q�i)
z
-DN—
59 SQ FT
17 SQ FT
SECOND FLOOR DIMENSION PLAN
SCALE: 114" = V-1)"
LAUNDRY
62 SQ FT
F—
in-
BEDROOM
108 SQ FT
jI
HALL
117 SQ Fr
M2M 1-
.. .. . .... ........ ....
DO
BEDROOM
105 SQ FT
MASTERBDRM
175 SQ FT
M2MM M.�SH M.2W$H
GFNERAT,NOTES,
1. ALL DIMENSIONS ARE TO FACE OF STUD WALL OR FACE OF
CONCRETE, MASONRY OR ROUGH OPENING, UNLESS
OTHERWISE NOTED.
2. DIMENSIONS TO EXISTING WALLS ARE TO FACE OF DRYWALL
OR FINISHED SURFACE.
3. CONTRACTOR TO CONFIRM ALL WINDOW, DOOR AND OPENING
LOCATIONS WITH OWNER. THESE ARE TO BE PLACED TAKING
INTO ACCOUNT ALIGNMENT, CENTERS, FURNITURE, ETC.
WALL LEGEND
TO BE DEMOLISHED
NEWWALLS
EXISTING TO REMAIN
RESUB
MAY 16 2019
BUILDIN =g'Ao
CITY G Ell Mr
OFE M NDS
41 Wesl=n .11me,
fa.@ti.idesipgroup.c..
801-234-0445
0 Copyi-ight 2018 T,,k Dc,ign Gmp,
LLC. All Rightt; Ret—d
P_ — P—.*, —1 — - 4
Ik ip G..p. Allflghl� . .—d t,W
P.d-Z.ffil, lh� thM i.t�fli,,d i�
11y P-billd. Th— pl— —d-t b�
ft,ib�d, c.pi,d, —4d, --d 11,, �
b-I ffii"— pl.i.il. nil pl.. il t. b..—.1y &I ffi�
Cli- lh� N Md,, t— — i, Jimid 1. tk
nk BW,k. C—it Tkk DiAp G 1b, .tht,
no llibilily P., P.—
"."' 'i-i"i"'i"'I'
It. E�ty.ftft �fll b� m& . i. —.11 di—n,ti—,
id—tti... d n— — c.
i it m th. W.
...ity — ... 11.,tIt—Olt—tit, d.1D, �,t
_dW.
-d&titi— d,,fi.g oi., p ttt.,pIjtjt
a,i R.C. (1-011111 R.tid-til C.&), Wttt �d�ti—,
�' ipplit.bk ,d—,it,. C—t., t,
'i.—i— . WWI., th —difi..I., 1.
PERMIT SET - REV 04
PLAN i- I—E
5/14/2019
S—REVISED
D— .1
COLBYDALLEY
STEVE TIEK
SECOND FLOOR
DIMENSION
PLAN
A - 10`2 C
EXISTING ROOF PLAN
SCALE: 1/4" = V-0`
DEMOLITION NOTES
1. CHECK POWER AND WATER SHUT-OFF LOCATION PRIOR TO DEMOLITION
2. TAPE FILTERS OVERALL AIR GRILLES
3. NOTE LOCATION OF ALL ELECTRICAL WIRING, PLUMBING, AND
MECHANICAL PRIOR TO DEMOLITION
4. NOTE BEARING WALLS AND CREATE TEMPORARY SUPPORTS WHERE
NECESSARY
5. DO NO DAMAGE TO THE STRUCTURE OR FINISHES OF WALLS TO REMAIN
6. DISPOSAL OF ALL MATERIALS TO BE DONE ACCORDING TO THE LAW
7. TIEK DESIGN GROUP IS NOT TO BE HELD RESPONSIBLE FOR THE
PRESENCE OF ASBESTOS OR OTHER HAZARDOUS MATERIALS ON THE
JOB SITE. SHOULD ANY OF THESE MATERIALS BE FOUND, ACTIONS
SHOULD BE TAKEN TO REMOVE IT.
8. ALL PLUMBING, ELECTRICAL, AND MECHANICAL TO BE CAPPED AND/OR
PROTECTED PRIOR TO AND DURING THE DEMOLITION AND
CONSTRUCTION PROCESS UNTIL THE INSTALLATION OF COORDINATING
UTILITIES.
RESUB
MAY 16 2019
BUILDING DEPARTMENT
CITY OF EDMONDS
T I E K'�
DCSIGN GROUP
—7
40 West Main Street
Lehi, UT 84043
_,iekde'igngmup.com
801-234-0445
0 Copyright 2018 Tiek D,sig, Gm,p,
LLE. All ltigh� R.S.—d
F�- — d m 1.
p�ydTmkr,i�G.0 Allngh---l-
rli�� —� N., Add-% il lilkd W ffi�
T.ft .1��k. r.—I ll�k i� .
DmW—
T.lk -i� G.p . jj�bjljly f�, --1
—S. W.gd� .&.1 — d i. Wk P].
ff.ft �ill b. -& WI di—i—,
d.i�g --m 1. ..p)y �iffi
_PP �flfy .11
di.-- —di.l— pri., 1. --i—
PERMIT SET - REV 04
PLAN SET DAT6
5/14/2019
SIMETIMVISED
DRAWN BY
COLBY DALLEY
STEVE TIEK
EX ROOF PLAN
A-103A
F-T1 r.1
I I
NEW ROOF
SECTION
Fr
-TTTF-1
F,-rFTT--1FT71 [I j
If, F1 F1 I 1 71 -1
I F-11
F-
fl
f7F
3 112: 1
4 :12
4 :12
7:
4 :12
S1
ROOF PLAN
SCALE: 1/4"=F-0"
RESUB
MAY 16 2019
BUILDINGD N ENT
E S
40 West Main Street
Lehi, UT 84043
Mc.@tiekdesigngroup.cm
801-234-0445
0 Copyright 2018 Tiek Design Grmp,
LLC. All Rights Rasa—d
TI,c. pl— — — - a 1.
AlIfighl--d-d
b-s ac� .. PI-j- ni,, ph. I, t, b� —d .,,ly ft th�
C4.1 h,', N., A&—, W., WO I, fl�wd i. lh�
Tift a I..k. n., li,,k I.,
Mc.daslwc.
Disclaimer:
I... ,. II.billty ., --I
ft"'. W�IdtY W.1 — cd —N,4— is IIII. pl.,,
.1-, ff. r] b. . d—
i_'..
d —Mi
_Jiry
.M C. (I—ai .1 R�sid..fid C.&s WsIt ON—,
ppI k.b I� 11d., a I a. Cc—, W cify , I I
. c,isi.9 IiI ... ,difi— H., . ---n.
PERMIT SET - REV 04
I—N—AT.
5/14/2019
SHEETRIEVISED -v
COLBY DALLEY
CIIECKEDBY
STEVE TIEK
ROOFPLAN
A-103B
FRONT LEFT 3D VIEW
SCALE:NTS
BACK LEFT 3D VIEW
SCALE: NTS
FRONT RIGHT 3D VIEW
SCALE: NTS
(�7) BACK RIGHT 3D VIEW
SCALE: NITS
RESUB
MY j 6 2019
40 Wes, MamS, .. I
Lehi, ll404'
ffi"@tiek
801-234-0445
0 Cpy,ight2018 TkkDipG—p,
LLC. All Righft R--d
P'V�'y lfff�k D.ip G..p. Ali r0h — --d-
dmlTib.t,d, ` —.1 —d I., Y —
b.lthi� ... P.p. ni,1.-Wb—.d..1yffi,th.
Ti,k D,6p Omp 2— i --1
W.ft — -"1— 1. i� "..
E', M-11 b� —d. t. i.�— .1i di—im,
id.—E.. d ...... mi.
i, j, lh. 1.1k .1p..Iibil.ty ftk
-,Y ir d.il,,
.—d. A.11 —k. .11 —.—�
—dir-li— &H,,, p t. .Wly �iffi
il" l.R.C.
pp
i— & �lllmg- —ditt— p�., 11 --oi—
PERMIT SET - REV 04
PLAN SET DATE
5/14/2019
EHEETREvIsED
DRA" BY
COLBY DALLEY
STEVE TIE
EXTERIOR 3D
VIEWS
A-200
4--
5
ag101,10i
01 Rim 111 R 1 11111 min 11. 111
-1 1 F-1
F1511 [11 FF11 F51 101=11 Fl=� ------
EXISTING FRONT ELEVATION
SCALE: 1/4— V-0"
IN minim 11111
Imil M! pq
QW,
HIM*
110-101MAHNIN-M-0 11,01
FRONT (S) ELEVATION
SCALE: 1/4— V-0-
maim
a
010111111111111
NINE
MINE
0
1-9
RESUB
MAY 16 2019
BUILDING DEPARTMENT
CITYOFEDMONDS
40 West Main Street
Lehi, UT 84043
Mce@tiekdesigngmup.com
801-234-0445
0 Cpy,igh' 2018 Tkk M�ip G..p,
LLC All Righa; R—d
—0
All risl,. --d
�t th!—� Thl, pl.� i, I b.--ly lb, lh�
Add-,..W., L.tk i� Inod i. lk
M,k D-p
mWplty W., I. thi, pl.�
I'll — 11 b, m...11 di —a.,
ll� MI. mp Maly fth—bild�
d,�iq —t — W,..,Iy
RC. al�i&-1
PERMIT SET — REV 04
PLANSETDATH
5/14/2019
sa—EvIsm �ry
511 4
DRA" .1
COLBY DALLEY
Cl I—E. BY
STEVE TIEK
FRONT
ELEVATION
A-2 10
EXISTING EAST ELEVATION
SCALE: 1/4" = V-0"
I
dmg�'
RE,9UB
MAY 16 2019
BUILDiNG DEPARTMENT
CITY OF EDMONDS
40 West Main Street
Lehi, UT 84043
ce@tiekdesigngmup'com
801-234-0445
0 Capyright 2018 Tisk Design Gnup,
LLC. All Rights Res—ed
,I_
, " — P.— Ind. —I — Isd I, It.
'."n' eg�k D IIEI G.. . All fl.Ns
'en,
.p,-1yp.hibiWd.
di�l
hyi h b 1, t_
Cli—W'Nsee.
--fi-
_eisnem_ tyf,,11—I
I=I
-ig—ngHty dv.' . d- W-ftpl..
st". E�
—.1idihernme,
.I.. ed —I I. �.—. If.. I-, . -nm
'II .�
it is th, 1.11 . p.libility Oth.
W[ I——
d.HIE —11.s , e, t.,ply �jffi
R.C. —,IIW Cdt). Int�l Idis,
-pp ksb]. eIdII It Iin. C.ses I, Ify .11
ft-i— &ZinmE sil� .Idifi— H.- ---
PERMIT SET - REV 04 1
PLAN SET DATE
5/14/2019
BIIEET BE-E.
DTIA" BY
COLBY DALLEY
CHEMED BY
STEVE TIEK
EAST
ELEVATION
A-211
EXISTING FEAR ELEVATION
SCALE: 1/4" = V-0"
ItV 7-
-D—, - Umm% "".'
j.0 j— —
Is
I mini
�'d — — — — — — — i
L 7.
. i� -- — — — — — — — — — — — — — — — — 17— 71-77--
- - - - - - - - - - - - - - - - - - - - - - -- -- - - - - - - - - - - - - - - - - - L
--7
L — — — — 7 7�
hi I ' . I -- , - I , - - - - - - - - - - - - - - - - - -
7:—
W
REAR (N) ELEVATION
SCALE: 1/4" = P-0"
40 West Main St—t
Lehi, UT 84043
frtce@tiekdesigogroup.com
801-234-0445
0 Copyright 2018 Tick Dmign Group,
LLC. All Righ R—d
ttl_ pl_ p—W.. Rd—Mm—di,th.
W, IyMhibiWd.Th��.pl�llh,lid.tb�,,..��,
p1j- TIli, p1l, i. W b,, l,d ,.1y �, th.
CRIM N Add—W., U4 b 16W i. "',
Till. -.k. C.'.tTik D,dg,, 6 fi,, ly Ith.,
&o'. W'd'y i. thi, pl..
..d o.o,
d . i t i � ffi . � . I b i ll i' Y f� "' &j`ii
tr.11 ly .. -11 f bdh, r pp --M dl,ip i �
—. --.r&ofld,,-- AA —k-11 —11,
'h:din.l'i ,' ,Ll'm —l—li- P.— 1. ly
I.R.C. R-d,,rlml Cl,&), 1-tldffi—,
_p"llolbT. dl, lt flo. C-r—, t. �,,dfy JZ
di-11— . o,jltft l". —dilim, mr 1.
PERMIT SET - REV 04
5/14/2019
COLBY DALLEY
CH—D BY
STEVE TIEK
REAR
ELEVATION
3
' 'L
, MAY R'T"MEIII A-212
40 West Main Street
Lehi, 84043
@ d
tiek group.
8 .2347
0445
01-23 .0445
0 Copyright 2018 Tiek Design Group,
LLC. All Rights Resmod
n—p)
p-Inght--d-
d,
ns pl.i-, nil d.. h 1. b-1-1, lf�
is lin,d
Tia -ip Gddp .,a., . liiibilii, s,, --t
dtfls� i-nily nW., t— _ -iW— i. n" "..
I'll �jll b i—. .11 di -di—,
d— ..t. it i, 1h,, s.1— '11.ftht—A ild,,
1� ttil, — ff- il dht, .,I "nq is
—didt.i— d.d., —ondam p.t— t. —ply i1h
z � � '. (--i—1 --i.1 —t), 1.11A tditi—,
., 1�.bl. t.&s a nit. C,W, t. -dify .11
di—�i— & �,,idmg lil� 11,11H.t. pd., W
EXISTING WEST ELEVATION
SCALE: 1/4" = F-0"
... ..............
2 1
1-3/4"
— — — — — — — — — — — — — — — — —
F. PERMIT SET - REV 04
FTT —SETDAM
5/14/2019
SHEETBEVISED R11
DRA" BY
COLBY DALLEY
CIMCKEDBY
STEVE TIEK
WEST
ELEVATION
WEST ELEVATION
1\tv SCALE: 1/*'= V-0" RESUB
MAY 16 2019 A-213
BUILDING DEPARTMENT
CITYOFEDMONDS
-2zLwQR--
-1SU1DQ&-
BUILDING SECTION I
SCALE: 3/8" = V-0"
STAIR SECTION
SCALE: 1/4— 1-41
m
Goirip.s .6 Vr*eA- 2,cim xax- �z,t
STAIR INTERIOR ELEVATION
SCALE: 1/2— F-W'
RESUB
MAY 16 2019
40 West Main Strmt
Lehi, UT 84043
ffice@tiekdesigngmup.com
801-234-0445
0 Copyright 2018 Tiek Design Group,
LLC. All RighB, Rtolorvd
Th_ pj_ —P—W..d. —.1—di—
D��iio n-1. All rilghl . —d
or ha...H�ofh
dmoi—dPiMkd,..&.,,o
Dha-i
T.k-ip—p—. h.
bill .1-1
l.d..Wr k� —'.' -m—
.�t i� th� r.l� V.rlibifity dft.—HW,
... fforoh., &�" h
.dW. C..t..-1o1dW.--h0 ..k. .11...
—o.. P.— to —ply �hl,
PERMIT SET - REV 04
—N—DAT6
5/14/2019
SHE—EVISED
5/14/2019 4
DRA" BY
COLBYDALLEY
STEVE TIEK
BUILDING
SECTIONS
�' 111)
TYPICAL INTERIOR MOUNTING HEIGHTS
SCALE: 1/4" = F.0"
(2) CORNER DETAIL
\,�fV SCALE: 31�0"
2"
1 118"
b
p
— SIDING BASE DETAIL
2
SCALE: 3" = V-0-
ASPHALT SHINGLES
ROOFING VAPOR BARRIER
7/16" ROOF SHEATHING
BLOWN -IN ATTIC INSULATION
OVERHANGING TRUSS
STYLE "D" DRIP EDGE
HALF ROUND GUTTER
2X6 SUB -FASCIA
5/4 x 6 PAINTED CONTINUOUS
FASCIA
VENTED SOFFIT
5/4 It 8 FRIEZE BOARD
SIDING (PER ELEVATIONS)
SIDING (PER ELEVATIONS)
LAP WEATHER BARRIER OVER FLANGE
AND SEALITAPE TO FLANGE
CAULKING (ALL AROUND)
PENETRATION (I.. EXHAUST FAN)
SEAL AROUND PENETRATION USING
MINIMALLY EXPANDING POLYURETHANE
FOAM OR APPROVED CAULK
BLOCKING
rs'\ TYPICAL WALL PENETRATION DETAIL
SCALE: 11/2" = 1'-W
FLOOR JOIST (RE. STRUCTURAL)
REINFORCED CONCRETE FOUNDATION
(RE: STRUCTURAL)
REINFORCED CONCRETE FOOTING
(RE: STRUCTURAL)
CRAWL SPACE
4."
4
4
.�A
7.
4
1/2' GYP BOARD (DRYWALL)
BATT INSULATION
PLYWOOD SHEATHING
AIRWEATHER BARRIER
WALL FINISH (PER ELEVATIONS)
RIM JOIST
DRIP PLATE
J-BOLT W/ 3' WASHER
TREATED SILL PLATE
SILL GASKET
SIDING BASE
(SEE 2/A-50D)
GRADE
40 West Main Street
Lehi, UT 84043
office@tiekd�igngmup.com
801-234-0445
0 Cpyigh' 2018 Tik Dwig. G..p,
LLC. All Right; Re—d
M.-& N�ip 0., AINShN d
,zly P'hib!.. Th- pl— —ld- b� .d,
b.t thi, — p.j- Thi� pl.� il � b, d �Ily III ft
Clx�t �W, N... Add ......
TRI� 81'k. Txk D,flp G RE, M Mh��
A.1b'."
Dixl.i
D'Ifg. Owup 11,bility �i
d.,is.i9rfty i. Em pl.
E 11 b. — W i �11 di—d—,
d ft i� lh� �.[� —p—IbUily fth, .—A.0ft,
d.d
d.6.9 P.." t. —Ply �iflh
R.C. 0-9m I Rd&�IN Cd.).
_Rdl�.bl' 1—t 0�. C,.R �fy,dj
di.-- � 111fl.9 � —did.., pd., W 111.0m.
�' . I � �'
FIELTERFABRIC
11-111—
CRUSHED ROCK OR COURSE GRAVEL (NO PERMIT SET - REV 04
IMES)
LIT =11H ir 1=1 Ll -1 --1,
4"0 PERFORATED DRAINPIPE
1 1=1 11-111-1
=1 I 1=1 I El I I— FLANSETDATE 5/14/2019
1 la I M I El I I-
SHEUREVISM REV
El I EIJI I 1=1 I M. 3/15/2019 3
DR— BY
COLBY DALLEY
El IECKED BY
STEVE TIEK
DETAILS
RESUS
6 2019
TYPICAL WALL SECTION m
TYPICAL EAVE r4 MAY 1 EOTIME A-500
SCALE: I IIT' = I�V' \�A V SCALE: I 11r - F-0" B U "IDY"* 0 .
.1E DS
95
6x6 SUB -POST
BLOCKING
(ONLY FOR COLUMN -WRAP)
SLIP-m
10" PACIFIC ENDURA-LITE FIBERGLASS
COLUMN, MON-TAPERED, SMOOTH FINISH
TUSCAN BASE, CAPITAL & NECK TRIM
OR
COLUMN -WRAP
10"PACIFIC ENDURA-CRAFT COLUMN
WRAP, NON -TAPERED, SMOOTH FINISH
*TUSCAN BASE, CAPITAL & NECK TRIM
COLUMN DETAM
SCALE: 3"= F-0"
ASPHALT SHINGLES
ROOFING VAPOR BARRIER
7/16" ROOF SHEATHING
STYLE "Do DRIP EDGE
2.8 EXPOSED RAFTER BEAMS
SOFFIT
2.8 TRIM
GABLE VENT
5/4 x 5 TRIM
4 3/4" x 4 3/4" CORBEL
5/4 x 8 TRIM
SIDING (PER ELEVATIONS)
GABLE VENT DETAIL
SCALE: 1 1/2" = IW-
r2'� COLUMN TOP SECTION
\�� SCALE.3" = V-0"
COLUMN BASE (&, PORCH DECK
SCALE: 311 = V-0"
WETAL ROOFING
)GE
"MR
JS FASCIA
WN SHAFT
HAFT
.UCTUPAL)
UCTURAL)
3 (REF: STRUCTURAL)
RESUS
MAY 16 2019
13u,LD1N.GrU,F-,PWM'M'6ENT
S
40 West Main Street
Lehi, UT 84043
office@tiekdesigngroup.com
801-234-0445
0 Copyright 2018 Tick Design Cmup,
LLC. All lZights Rc,c—d
TI_Pl_ — r— . o-, -..I — - i� �),,
_,ny �,TU .-11� n.. . All HENs
"'on whds N Ad�,� scnV., U9 I, liord I. tIR
TRIc SI.& C.—I MA D,orc G I,—,
d.l.s inS.4y .V, =. .2i".1n.— lb is pl�.
—difirli— d-,; .n000i,� p— t.—ply"i
.h...R.C. -i—W C.d�), kov cdW.,
-,.ppft�.bl� .d.- slo. —R, w ojfy sli
di_11--s & 1.11n, A. —did— ,I., . —M...n.
PERMIT SET - REV 04
P"NSETDATE
5/14/2019
SHEET REVISED rry
5/14/2019 4
COLBY DALLEY
r- BY STEVE TIEK
WINDOW
SCINDULE
ELEVATION
MARK
LABEL
OTY
WIDTH
WEIGHT
DESCRIPTION
GLAZING TYPE
wol
1468
2
16
80
FIXED GLASS -
TEMPERED GLASS
DOUBLE PANE WITH
LOW-E
W02
1534
1
17
40
SINGLE HUNG
DOUBLE PANE WITH
LOW-E
W03
2250
2
26
60
SINGLE HUNG
DOUBLE PANE WITH
LOW-E
W04
2840
2
32
48
SINGLE HUNG -
TEMPERED GLASS
DOUBLE PANE WITH
LOW-E
W05
EX. 3040
1
36
48
SINGLE HUNG
DOUBLE PANE WITH
LOW-E
W06
3040
3
36
48
SINGLE HUNG
DOUBLE PANE WITH
LOW-E
W07
30510
1
36 "
70
SINGLE HUNG -
TEMPERED GLASS
DOUBLE PANE WITH
LOW-E
W08
3250
1
38 "
60
SINGLE HUNG
DOUBLE PANE WITH
LOW-E
W09
4040
1
48 "
48
SINGLE HUNG
DOUBLE PANE WITH
LOW-E
wto
4040
1
48 "
48
SINGLE CASEMENT-HR
DOUBLE PANE WITH
LOW-E
Wil
4040
2
48 "
48
LEFT SLIDING
DOUBLE PANE WITH
LOW-E
U-VALUE: 0.30 OR LESS
SHGC: 0.42 OR GREATER
AIR LEAKAGE (AL): 0.30 OR LESS
DOOR SCHEDULE
ELEVATION
MARK
OTY
LABEL
WIDTH
HEIGHT
THICKNESS
DESCRIPTION
DOI
1
1868
20
801,
13/8"
SINGLE HINGED
D02
1
2268
26
80 "
13/8"
SINGLE HINGED
D03
4
2468
28
80 "
13/8"
SINGLE HINGED
D05
7
2668
30
801,
13/8"
SINGLE HINGED
D06
1
2868
32
801,
13/4"
SINGLE HINGED - ENTRY
D07
1
2868
32
80"
13/4"
SINGLE HINGED W/ LITES - ENTRY
D08
1
3068
36
80 "
13/4"
SINGLE HINGED W/ LITES - ENTRY
D09
1
2668
30
801,
13/8"
SINGLE POCKET
D10
1
3468
40
80 "
13/8"
4 DOOR BIFOLD
DII
1
4068
48
901,
13/8"
4 DOOR BIFOLD
D12
1
3668
42
80 "
13/8"
DOUBLE SLIDER
D13
1
5068
60
801,
13/8"
DOUBLE SLIDER
D14
1
16480
196
96 "
13/4"
GARAGEDOOR
- ALL GLASS IN DOORS TO BE TEMPERED
RESUB
MAI 16 2019
BUILJ)ING DEPAF(TMFNT
rF OF EDMONDS
40 West Main Street
Lehi UT 84043
office@tie�de igngroup.com
801-23`4-0445
0 C.py,igb' 2018 Twk D��ig. G..p,
LLC. All Righv� R--d
—d-
Th—
Clim—h
,It. Dr -B-ili b� ........ W'17' i2"..
1. -ily W"' 172 'i"' j�
6.11 ..k. T1
I-- . P-11 t� —Ply
th� I.B.C. (Bll—ti—1 Mid'i.1 C-), 1—t �d�ti
B.bl, �.d,, l,1 0� " —ify a
& .WimS il. —dili— pB., 1.
PERMIT SET - REV 04
PLAN SET —E
5/14/2019
3/15/2019 3
D— BY
COLBY DALLEY
STEVE TIEK
SCHEDULES
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1 10v CEILING MOUNTED DUPLEX
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CABLEJACK
SMOKE DETECTOR (I 10v INTERWIRED W/
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PERMIT SET - REV 04
1I.A. Sar DATEI
5/14/2019
SHEETREVISED
3/15/2019 3
DRAWN BY
COLBY D LLEY
CHECKED BY
STEVE TIEK
MAIN FLOOR
ELECTRICAL
E-101
(2) SECOND FLOOR ELECTRICAL PLAN
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ELECTRICAL LEGEND
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SINGLE POLE SWITCH
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4-WAY SWITCH
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CEILING MOUNTED LIGHT
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WALL MOUNTED LIGHT
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1 10v QUADPLEX OUTLET
220v OUTLET
1 10v FLOOR MOUNTED DUPLEX
1 10v CEILING MOUNTED DUPLEX
1220v FLOOR MOUNTED OUTLET
CABLE JACK
SMOKE DETECTOR (I 10v INTERWIRED W/
BATTERY BACKUP)
SMOKE DETECTOR/CO DETECTOR COMBO
(I 10v INTERWIRED W/ BATTERY BACKUP)
DOOR BELL/PUSH BUTTON
sp
WALL MOUNTED SPEAKER
8
CEILING MOUNTED SPEAKER
RESUS
MAY 16 2019
BUILDING DEPARTMENT
CrTYOFEDMONDS
40 West Main Street
Lehi, UT
ofrace@tiekdesi=p.com
801-234-0445
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PERMIT SET - REV 04
seT -Ta
5/14/2019
sBIBT BrIls.
3/15/2019 3
D— BY
COLBY DALLEY
CIIICK108Y STEVE TIEK
SECOND FLOOR
ELECTRICAL
E-102
ABBREVIATIONS & ACRONYMS
A. P A.
AMERICAN PLYWD ASSOC.
JST
JOiST(S)
AlEOR
ARCHIENG OF RECORD
JT
JOINT(S)
AS
ANCHOR BOLT
ABV
ABOVE
K
KIP, 1000 UBS
ADDL
ADDITIONAL
KLF
K P PER LINEAL FOOT
AFF
ABOVE FINISH(ED) FLOOR
KSF
S
K:PS PER SQUARE FOOT
AGGR
AGGREGATE
KSI
KIPS PER SQUAREINCH
ALT
ALTERNATE
ALUM
ALUMINUM
LAT
LATERAL
AMT
AMOUNT
LB(S)
POUND(S)
ANCH
ANCHOR
LID
LOAD
APPROX
APPROXIMATE
LEV
LEVEL
APRVD
APPROVED
LF
LINEAL FOOTIFEET
APVL
APPROVAL
LL
LIVE LOAD
ARCH
ARCHITECT / ARCHITECTURE
LLH
LONG LEG HORIZONTAL
ATCH
ATTACH(ED)
LLV
LONG LEG VERTICAL
AVG
AVERAGE
LT
LIGHT
LT WT
I I
L GHT WEIGHT
SO
BOARD
LVIL
LEVEL
BHD
BUCKHEAD
LVIL
LAMINATED VENEER LUMBER
BL
SOLLARD
LWC
LIGHTWEIGHTCONC
BLDG
BUILDING
13LKG
BLOCKING
MAS
MASONRY
BLW
BELOW
MAX
MAXIMUM
ELM
BEAM
MC
MOMENT CONNECTION
B.O.
BOTTOM OF
MECH
MECHANICAL
BOF
BOTTOM OF FOOTING
MEMB
MEMBRANE
BOT
BOTTOM
MEZZ
MEZZANINE
BRG
BEARING
MFD
MANUFACTURED
BRK
BRICK
MFR
MANUFACTURER
SSMT
BASEMENT
M:N
M:NIMUM
BTR
BETTER
MsC
M SCELLANEOLIS
BTWN
BETWEEN
MO
MASONRY OPEN
MTL
MATERIAL/ METAL
CANT
CANTILEVER
C-C
CENTER TO CENTER
NIA
NOT APPLICABLE
CG
CENTER OF GRAVITY
NF
NEAR FACE
CIP
CAST IN PLACE
NS
NEAR SIDE/ NOWSHRINK
CIR
CIRCLE
N-S
NORTH -SOUTH
ci
CONSTR/ CONTROL JOINT
Nic
NOT IN CONTRACT
Cip
COMPLETE JT PENETRATION
NTS
NOT TO SCALE
CL
CENTERLINE
CLG
CEILING
0 ' C.
ON CENTER
CLR
CLEAR
0 , F.
OLISMS FACE
CMU
CONCRETE MASONRY UNIT
OD
OUTSIDE DIAMETER
COL
COLUMN
OF
OUTSIDE FACE
CONC
CONCRETE
OPNG
OPENING
CONN
CONNECTION
OPP
OPPOSITE
CONST
CONSTRUCTION
O.H.
OPPOSITE HAND
CONT
CONTINUE (CONTINUOUS)
OSS
ORIENTED STRAND BOARD
CONTR
CONTRACTOR
OWST
OPEN WEB STEEL JOIST
CTR
CENTER
CU FT
CUBIC FOOT (FEET)
PARA
PARALLEL
CU IN
CU INCH
PC
PRECAST
CUYD
�C
CU: C YARD
PCF
POUNDS PER CUBIC FOOT
PCI
POUNDS PER CUBIC INCH
DBA
DEFORMED BAR ANCHOR
PEJ
PREMOUDED EXPANSION JOINT
DBL
DOUBLE
PENN
PENETRATION
DEG
DEGREE
PERM
PERMANENT
DF
DOUGLAS FIR
PERP
PERPENDICULAR
DIA
DIAMETER
PFJ
PERIMETER FELT JOINT
DAG
D:AGO L
pip
PARTIAL JOINT PENETRATION
%
D MENNION
PL
PLATE
DL
DEAD LOAD
PLF
POUNDS PER LINEAR FOOT
DN
DOWN
PLYWD
PLYWOOD
DTL
DETA L
PNL
PANEL
DUP
DUPLICATE
pp
PANEL POINT
DVLP
DEVELOP
PREFAB
PREFABRICATED
DWG
DRAWING
PRELIM
PRELIMINARY
OWL
DOWEL
PS
PRESTRESSED
PSF
POUNDS PER SQUARE FOOT
EA
EACH
PSI
POUNDS PER SQUARE INCH
E-E
END TO END
PT
PRESSURE TREATED
EF
EACH FACE
PWDR
POWDERROOM
ELEC
ELECTRICAL
ELEV
ELEVATION
QTY
QUANTITY
ELVR
ELEVATOR
ENG
ENGINEER I ENGINEERING
RAD,R
RADIUS
EQ
EQUAL
RD
ROOF DRAIN
EQ SP
EQUAL SPACE(D)
RE:
REFER (REFERENCE)
EQUIP
EQUIPMENT
r
REIN _
RE NFORCE (ING)
Ih
ES
EACH SIDE
REDID)
REQUIRE(D)
EST
ESTIMATE
REQMT
REQUIREMENT
EW
EACH WAY
REV
REVISED/REVISION
r.w
EAST To WEST
RF
ROOF
EXC
EXCAVATE
FIND
ROUND
g
EX ST
EXISTING
RO
ROUGH OPENING
EXP
EXPANSION
RTLI
ROOF TOP UNIT
EXT
EXTERIOR
SCHED
SCHEDULE
FAB
FABRICATE
SCWD
SOLID CORE WOOD
PC
FLOOR DRAIN
SECT
SECTION
PON
FOUNDATION
SIC
SQUAREFOOT
FF
FINISH FLOOR
SHT
SHEET
F-F
FACE TO FACE
SHTG
SHEATHING
FIN
IN
F NISH
Sim
SIMILAR
FLG
FLANGE
BOG
SLAB ON GRADE
FLR
FLOOR
SPEC
SPECIFICATION(S)
FRAMG
FRAMING
SPRT
SUPPORT
FRZR
FREEZER
SQ
SQUARE
FS
FAR SIDE
STD
STANDARD
FT
FOOT
STIFF
STIFFENER
FT2
SQUAREFOOT
STIR
STIRRUP
FT3
CUBIC FOOT
STIL
STEEL
FTG
FOOTING
STRUCT
STRUCTURE/ STRUCTURAL
SW
SHEAR WALL
G.0 '
GENERAL CONTRACTOR
GA
GAGE OR GAUGE
T&B
TOP & BOTTOM
GALV
GALVANIZED
T&G
TONGUE & GROOVE
GIL
GLASS
T.O.
TOP OF
GLB
GLUE LAMINATED BEAM
TOW
TOP OF WALL
GND
GROUND
THD
THREADITHREADED
GR
GRADE
THK
THICK/THICKNESS
GINS
GYPSUM WALL BOARD
TL
TOTALLOAD
TOB
TOP OF BEAM
HC
HOLLOW CORE
TOC
TOP OF CONCRETE
HCA
HEADED CONCRETE ANCHOR
TOP
TOP OF FOOTING
HD
HOLDOWN HEADED
TOM
TOP OF MASONARY
HDR
HEADER
TOS
TOP OF STEEL
HGR
HANGER
TYP
TYPICAL
HM
HOLLOW METAL
HORIZ
HORIZONTAL
U.N.O.
UNLESS NOTED OTHERWISE
HSA
HEADED STUD ANCHOR
ULT
ULTIMATE
HSS
HOLLOW STRUCTURAL STEEL
HT
HEIGHT
VERT
VERTICAL
HVAC
HEATING, VENTILATING & AIR COND
wl
WITH
NSIDE DIAMETER
W/o
W THOUT
:.8c.
C
INTERNATIONAL BUILDING CODE
W
W:DTH
Icc
NTERNATIONAL CODE COUNCIL
WC
WATER CLOSET
IF
:NSIDE FACE
WD
WOOD
IN.
IN".
WH
WATER HEATER
N2
SQUAREINCHES
WIC
WALK IN CLOSET
N3
CUBIC INCHES
WP
WATER PROOF
INCL
INCLUDE
WS
WATERSTOP
INFO
INFORMATION
wr
WEIGHT
INT
INTERIOR
WWF
WELDED WIRE FABRIC
NTERNATIONAL RESIDENTIAL COD
:RC
SBU
:NTERMODAL STEEL BUILDING UNIT
YD
YARD
STATEMENT OF SPECIAL INSPECTIONS
I . IN ADDITION TO STANDARD INSPECTIONS BY THE BUILDING OFFICIAL REQUIRED IN IBC SECTION 110,
THE OWNER $HALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE SPECIAL
INSPECTIONS AS REQUIRED IN IBC SECTION 1704. THIS SECTION REFERS TO THE SPECIAL
INSPECTIONS PERTAINING TO THE STRUCTURAL SYSTEM ONLY AND DOES NO ENCOMPASS
INSPECTIONS REQUIRED BY OTHER DISCIPLINES.
2. UNLESS WAIVED BY THE BUILDING OFFICIAL, THE CONTRACTOR SHALL COORDINATE AND
COOPERATE WITH THE REQUIRED INSPECTIONS.
3.
INSPECTION ON THE PROJECT, JUST THOSE DIRECTLY RELATED TO STRUCTURAL.
4. STRUCTURAL OBSERVATIONS
4.1 STRUCTURAL OBSERVATIONS MAYBE PERFORMED AS DEEMED NECESSARY BY THE
STRUCTURAL ENGINEER OF RECORD.
4.2 OBSERVATION VISITS TO THE SITE BY THE ENGINEER'S FIELD REPRESENTATIVES SHALL NOT
BE CONSTRUED AS AN INSPECTION OR APPROVAL OF CONSTRUCTION
STRUCTURAL SPECIAL INSPECTIONS
-P PERIODIC INSPECTION REQUIRED.
INDICATES
-C NDICATES CONTINUOUS INSPECTION REQUIRED.
-R INDICATES REQUIRED FOR THIS PROJECT
-NR INDICATES NOT REQUIRED FOR THIS PROJECT
GENERAL
INSPECTION OF FABRICATORS (1704.2.5)
VERIFY THAT THE FABRICATOR MAINTAINS DETAILED FABRICATION AND QUALITY CONTROL
PINR
I PROCEDURES. (1704.2.5.1)
SPECIAL INSPECTIONSARE NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF A
NR
FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK. (1704.2.5.1)
SOILS (1706.6)
NR
VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN
13EARING CAPACITY. (IBC TABLE 1705.6)
P NR
VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL.
(IBC TABLE 1705.6)
NR
PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. (IBC TABLE 1705.6)
C NR
VERIFYUSEOFP PER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING PLACEMENT AND
COMPACTION OF COMPACTED FILL. (IBC TABLE 1705.6)
TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS
P NRIPRIOR
BEEN PREPARED PROPERLY (IBC TABLE 1705.6)
CONCRETE CONSTRUCTION (1705.3)
INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, AND PLACEMENT. (ACI 318
NR
20,25. 2,25.3,26.6.1-26.6.3)
P NR
- -Ch
INSPECTION OF ANCHORS CAST IN CONCRETE. (ACI 318:17.8.2)
NR
INSPECTION OF ANCHORS POST INSTALLED IN HARDENED CONCRETE MEMBERS. (ACI 318:17.8.2.4)
NR
VERIFYING USE IF REQUIRED DESIGN MIX, (ACI 318: CH. 19,26A.3,26A.4)
PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP
C NR
AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. (ASTM C172, ASTM
C31, ACI 318:26A, 26.12)
FRAMEWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE CONCRETE MEMBER BEING
P NR
(ACI 318:26.11.1.2(b))
WOOD CONSTRUCTION
NAILING, BOLTING, ANCHORING AND OTHER FASTENING ELEMENTS OF THE LATERAL RESISTING
NR
SYSTEM, INCLUDING SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES & HOLDOWNS.
SPECIAL INSPECTION NOT REQUIRED WHERE NAILING SPACING IS GREATER THAN IV'
P
VERIFY TEMPORARY INSTALLATION RESTRAINTIBRACING AND THE PERMANENT INDIVIDUAL TRU
NR
MEMBER RESTRAINDBRACING ARE INSTALLED PER APPROVED TRUSS PACKAGE. ONLY REQUIRED
WHERE CLEAR TRUSS SPAN EXCEEDS 60 FT.
STEEL CONSTRUCTION (1705.2)
WELDING INSPECTION OF STRUCTURAL STEEL
NR
COMPLETE AND PARTIAL PENETRATION GRO_ EVVELDS.(AWSDI.1,18CI7043.1)
C !!
!LULTI-PAS! FILLET WELDS. (AWS D1.1, IBC 1704.3.1)
NRI
SNGLE_PASS FILLET WELDS � 51116" (AWS DIA, IBC 1704.3.1)
NRI
SINGLE -PASS FILLET WELDS - 5116"(AWS DIA, ISC 1704.3.1)
P
NRI
FLOOR AND ROOF DECK WELDS. (AWS D1.3)
SEISMIC RESISTANCE (1707.3)
ICINRI
INSPECTION OF FIELD GLUING OPERATIONS
INSPECT ON FOR NAILING, BOLTING, ANCHORING FOR WOOD SHEAR WALLS, DIAPHRAGMS, DRAG
P NR
I
I STRUTTHOLDOWNS
SYMBOLSLEGEND
FC-1D INDICATES CONTINUOUS
FOOTING. SEE SCHEDULE
FS-2.0 INDICATES SPOT FOOTING,
F.S. SEE SCHEDULE
;S __� INDICATES FOOTING STEP
___�'INDICATES PON WALL STEP
FB-1 INDICATES FLOOR BEAM.
SEE BEAM SCHEDULE
RB-1 INDICATES ROOF BEAM.
SEE BEAM SCHEDULE
0
FRAMING MEMBER
BEAM
GIRDER OR DBL JOIST
OVERBUILD
VENEER (BRICK OR
STONE)ABOVE
BEARING I
EXTERIORWALL
SHEAR WALL ONLY
NON BEARING WALL
CONCRETE WALL
SUPPORTING POST
POST FROM ABOVE
REVISION CLOUD TAG
REVISION CLOUD
INDICATES KEYED NOTE.
SEE KEYED NOTES
SPECIFIC TO EACH SHEET
AWI NDICATES SHEAR WALL
\f EXTENT & TYPE SEE
\Z/� SHEAR WALL SCHDL
I HD INDICATES HOLDDOWN
X LOCATION - SEE
HOLDDOWN SCHDL
IST INDICATES FLOOR To
FLOOR STRAP LOCATION -
X SEE STRAP TIE SCHDL
OF INDICATES POST LOCATION
X - SEE POST SCHDL
�5INDI ATES JOIST FRAMING
- SECE JOIST SCHDL
(#DETAIUPLAN REFERENCE
1 "-TYPICAL (TYI) OR
... SMLARSM, DETAIL
SHEET REFERENCE
,-K T.O.W.
INDICATES TOP OF
FOUNDATIONWALL
JNTO.F.
INDICATES TOP OF
FOOTING
INDICATES FINISHED
&,MAIN ._ FLOOR ELEVATION.
COORDINATE W/ DESIGN
PLANS
GENERAL
I . VISITS TO THE JOB SITE BY REPRESENTATIVES OF THE ENGINEER DO NOT CONSTITUTE APPROVAL OF THE
WORK PERFORMED.
2. THE CONTRACTOR. SUBCONTRACTORS, AND OWNER AS PART OF THE PROJECT TEAM, SHALL REVIEWAND BE
RESPONSIBLE FOR INFORMATION CONTAINED IN ALL PROJECT DOCUMENTS PRIOR TO INITIATION OF ANY
WORK ON THE PROJECT.
3. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES, OMISSIONS OR CONFLICTS BETWEEN THE
VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS BEFORE PROCEEDING WITH ANY
WORK INVOLVED. IN ALL CASES, UNLESS OTHERWISE DIRECTED, THE MOST STRINGENT REQUIREMENTS
SHALL GOVERN AND BE PERFORMED. DO NOT SCALE DRAWINGS.
ts-CONTRAOTOR SHAkk VERW-Y Abb CONINTION&, DIMENSIONS AN9-6LffVAT40NS,-ETC., AT THE SITE AND SHALL
- -- GGQFIDINATEAWRK-PERFQRM5MY-Akk -TRAOSS ..........................
S. CONTRACTOR SHALL BE FULLY & SOLELY RESPONSIBLE FOR AND HAVE CONTROL OVER CONSTRUCTION
MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES, FOR COORDINATING ALL PORTIONS OF THE
WORK, AND FOR JOB SITE SAFETY OF SUCH MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES.
8. CONTRACTOR S, ALL SUBS SHALL PERFORM THEIR TRADES & DUTIES IN A MANNER CONFORMING TO THE
PROCEDURES & REQUIREMENTS AS STATED IN THE LATEST ACCEPTED CODE(s) ADOPTED BY THE STATE &
LOCAL JURISDICTIONS.
7. CONTRACTOR IS RESPONSIBLE FOR AND SHALL BEAR THE COSTS OF CORRECTING WORK WHICH DOES NOT
CONFORM TO CONSTRUCTION DOCUMENTS. THE COST OF WORK ENGINEER(S) TO APPROVE CORRECTIVE
WORK SHALL BE RESPONSIBILITY OF CONTRACTOR.
8. CONTRACTOR SHALL BEAR ALL RESPONSIBILITY FOR MODIFICATIONS REQUIRED IN ARCHITECTURAL,
STRUCTURAL, PLUMBING, ELECTRICAL OR MECHANICAL SYSTEMS, ECT. DUE TO SUBSTITUTION OF MA mKi-,
METHODS, AND/OR EQUIPMENT.
9. THE MATERIALS AND LABOR COVERED BY THIS CONTRACT MUST CONFORM W/ THE SAFETY ORDERS OF THE
LOCAL AUTHORITY HAVING JURISDICTION. STATE, OSHA AND THE DIVISION OF WORKER'S COMPENSATION.
10. ALL SUPPORT OF CONSTRUCTION LOADS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ALL SHORING
AND BRACING REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY DURING THE CONSTRUCTION
PROCESS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ALL PROCEDURES OF SOIL EXCAVATION,
BACK FILL, AND SUPPORT OF ADJACENT PROPERTY DURING EARTHWORK SHALL BE THE RESPONSIBILITY OF
THE CONTRACTOR.
11. ALL DIMENSIONS INDICATED ON PLANS SHALL BE TO FACE OF STUDS, FACE OF CONCRETE BLOCK, FACE OF
ROUGH CONCRETE, CENTERLINE OF COLUMNS, BOTTOM OF METAL DECK, AND TOP OF SLAB, UNLESS NOTED
OTHERWISE. DIMENSIONS SHOWN ON STRUCTURAL DRAWINGS ARE TO BE COORDINATED WITH DIMENSIONS
SHOWN ON THE ARCHITECTURAL DRAWINGS. ANY DISCREPANCY IS TO BE BROUGHT TO THE ATTENTION OF
THE ARCHITECT PRIOR TO CONSTRUCTION.
12. ALTHOUGH SPECIFIC BRANDS MAY BE SPECIFIED, ALTERNATE BRANDS MAY BE USED WITH PRODUCT
SPECIFICATIONS SUBMITTED TO ENGINEER FOR WRITTEN APPROVAL. EQUAL OR GREATER DESIGN VALUES
MUST BE PROVIDED.
13. SHOP DRAWINGS SHALL BE PREPARED & SUBMITTED FOR REVIEW PRIOR TO FABRICATION FOR STEEL ITEMS
AND FLOOR OR ROOF TRUSS SYSTEMS. ALLOW (1) WEEK FOR ENG. REVIEW.
14. MODIFICATIONS TO PLANS, FRAMING AND LOADING (DIMENSIONS, MATERIALS, DETAILS, LOCATION AND SIZE
OF OPENINGS IN SHEAR OR BEARING WALLS, HOT TUBS, ETC.) FROM THAT SHOWN ON THE DESIGN PLANS CAN
ALTER THE LOAD PATHS USED AND WILL VOID THE DESIGN AND PROFESSIONAL ENGINEERS STAMP (LIABILITY),
WITHOUT ADDIT1014AL ENGINEERING REVIEW AND ANALYSIS INCREASING THE SIZE, NUMBER OR LOCATION OF
OPENINGS IN SHEAR WALLS CAN VARY THE LOADING ON SHEAR PANELS BEYO NO THEIR LOAD CARRYING
CAPACITIES. THE OWNER AND CONTRACTOR SHALL CAREFULLY REVIEW PLANS AND SPECIFICATIONS FRIO R
TO INITIATION OF CONSTRUCTION.
15. BECAUSE THE RANDOM AND UNPREDICTABLE NATURE OF WIND AND EARTHQUAKE LOADING EVEN A
RELATIVELY COMPLETE ANALYSIS, METHODOLOGY, AND DESIGN CANNOT ENSURE THAT THERE WILL BE NO
DAMAGE TO STRUCTURES DURING SUCH EVENTS. LOCAL CODES (INTERNATIONAL BUILDING CODE (IBC)) ARE
BASED ON LIFE SAFETY AND NOT "EARTHQUAKE PROOFING", ETC. OF THE STRUCTURE. IT IS EXTREMELY
IMPORTANT THAT ATTENTION BE PAID TO THE PLACEMENT OF REINFORCING, HOLDOWN EMBEDS, ETC. IN THE
FOUNDATIONS, NAILING OF VERTICAL AND HORIZONTAL SHEATHING (WALLS, FLOORS, AND ROOF) AND TO
DETAILING SHOWN ON THE PLANS. PROPER IMPLEMENTATION IS REQUIRED TO ENSURE THE DESIRED DESIGN
RESPONSE.
STRUCTURAL DESIGN INFORMATION
1. GOVERNING BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE (IBC)
2. ROOF LOADING
2.1 ROOF DEAD LOAD ...................................................................................
15 PSF
2.2 ROOF LIVE LOAD ....................................................................................
20 PSF
GROUND SNOW LOAD, P .......................................................................
25 PSF
FLAT ROOF $NOW LOAD, P ...................................................................
25 PSF
SNOW EXID. FACTOR, C . ........................................................................
1.0
THERMAL FACTOR, C .............................................................................
1.0
IMPORTANCE FACTOR, I .........................................................................
1.0
3. FLOOR LOADING
3.1 FLOOR DEAD LOAD ...........................................................................
12 PSF
3.2 FLOOR LIVE LOAD .............................................................................
40 PSF
4. DECK LOADING
4.1 DECK DEAD LOAD .............................................................................
10 PSF
4.2 DECK LIVE LOAD ...............................................................................
60 PSF
5. WALLWEIGHTS
5,11 TYP WALL DEAD LOAD .....................................................................
16 PSF
6. SEISMIC PARAMETERS
6.1 SEISMIC RISK CATEGORY
6.2 SEISMIC DESIGN CATEGORY
DI
6.3 IMPORTANCE FACTOR, 1
1.0
6.4 SNOW USED AS SEISMIC Wt., K
0.0 PSF
6 , 5 ANALYSIS PROCEDURE USED
EQUIVALENT LATERAL FORCE
6.6 SPECTRAL RESPONSE ACCELERATIONS
S.... ** * * ** * * .............. ** *
i.29lg
& .......................................................... I .........................................
0.506g
F. ............................................................................ o ........................
1.0og
F.....................................................................................................
1.5og
& ..................................................................................................
0.8619
S.... ................................................................................................
0.5069
6.7 SEISMIC FORCE RESISTING SYSTEM .............................................
LIGHT -FRAME (WOOD)
R , .............. * ............ ... * .... .....
6.5
.......
__' ..... ..
!_2 ____
V.................................................................................................... 0.132*w
7. WIND PARAMETERS
7.1 ULTIMATE DESIGN WIND SPEED ..................................................... 1110MPH
7.2 WIND RISK CATEGORY ..................................................................... 11
7.3 WIND EXPOSURE ............................................................................... C
7A INTERNAL PRESSURE COEFFICIENT .............................................. 0.18
7.5 COMPONENTS & CLADDING PRESSURE ........................................ 16 PSF
B. SOILS CRITERIA
8.1 SO:L BEARING PRESSURE ............................................................... 1,500 PSF
8 , 2 SO L SITE CLASS ............................................................................... 0
8.3 FROST DEPTH .................................................................................... 30 INCHES
8A GEOTIECH STUDY USED: .................................... ................... NO
CONCRETE
I . EXTERIOR FFAT WORK, CURBS, GUTTERS, ETC.
fc = 3500 PSI 0 28 DAYS (MIN) k = 4000 PSI RECOMMENDED
. 1.�� . . ...... ... ...............................
;'�;14ENZIZENT IN M EMENT 575 LEIS I CU YD
SLABS AND WALLS
2. FOOTINGS, FOUNDATIONS, INTERIOR SLABS
fo = 3000 PSI 0 28 DAYS (MIN) . .... . ...... ... ...............................
MIN CEMENT 5D4 USS / CU YD
7
3. ALL CWNC RK SHALL BE PLACED, CURED, STRIPPED, & PROTECTED AS DIRECTED BY THE
SPECIFICATIONS AND ACI STANDARDS & PRACTICES. DO A GOOD JOB.
4. BEFORE CONCRETE IS POURED CHECK WITH ALL TRADES TO INSURE PROPER PLACEMENT OF ALL
OPENINGS, SLEEVES. CURBS, CONDUITS, BOLTS, INSERTS, ETC.
S. CONTRACTOR IS RESPONSIBLE FOR DESIGN AND INSTALLATION OF ALL SHORING AND FORM WORK
6. REFER TO STRUCTURAL AND ARCHITECTURAL DRAWINGS FOR EMBEDS, MOLDS, GROOVES, ORNAMENT,
CLIPS OR GROUNDS, REQUIRED TO BE ENCASED IN CONCRETE AND FLOOR LOCATION OF FLOOR FINISHES
AND SLAB DEPRESSIONS.
7. IN HOT WEATHER, FOLLOW "RECOMMENDED PRACTICES FOR HOT WEATHER CONCRETING', ACI 305. IN
COLD WEATHER, FOLLOW "RECOMMENDED PRACTICES FOR COLD WEATHER CONCRETING", ACI 306,
CONCRETE SHALL BE PROTECTED FROM FREEZING DURING DEPOSITION AND FOR NOT LESS THAN 5 DAYS.
SLAB ON GRADE NOTES
1. CONC SLAB ON GRADE SHALL BE 4" MIN THICK: NO REINFORCING REDD, U.N.O.
2. SLABS ON GRADE SHALL HAVE A VAPOR RETARDER CONSISTING OF A 6 MIL POLYETHYLENE OR APPROVED
VAPOR RETARDER WITH JOINTS LAPPED NOT LESS THAN 6" PLACED BETWEEN THE CONC SLAB AND BASE
COURSE.
3. SUB GRADE PREPARATION SHALL CONSIST OF 4" MIN GRAVEL OR CAPILLARY WATER BARRIER OVER
COMPACTED FILL OR NATIVE SOIL.
4. FLOOR SLAB JOINTS SHALL BE COSTRUCTION OR CONTROL JOINTS PER DETAIL BELOW.
S. ALL SLAB EDGES SHALL BE CHAMFERED 31*'ON EXPOSED CORNERS U.N.O.
6. REINF IS NOT REO'D IN FLOOR SLABS. W.W.F. OR # 4 BAR MAY BE USED BUT REQUIRES I-I/Z'CLR FROM TOP
OF SLAB & 3" CLR FROM BOTTOM OF SLAB.
CONSTRUCTION I CONTROL JOINT
1 . CONTROL JOINT SPACING RULE OF THUMB IS 24X SLA13 THICKNESS N'SLAB - V-0" MAX D.C. EACH WAY 6"
SLAB - 1T-O!'MAX O.C. EACH WAY.
2. SAW CUT WITHIN 6-18 HOURS OF POURING CONC - 24 HOURS MAX CONC MUST BE HARD ENOUGH TO
PREVENT RAVELING OF JOINT EDGES OR DISLODGING OF COARSE AGGREGATE.
3. ALL SLABS -ON -GRADE SHALL BE OVER 4" MIN. OF -%" FREE DRAINING GRANULAR FILL, BEARING ON
UNDISTURBED NATIVE SOIL OR ENGINEERED GRANULAR FILL,
HALF ROUND KEY WAY
(SHOWIN) OR TAPERED CONTROL JOINT
� 'T .. ...... STRIP, ZIP STRIP,
AT OR SAW CUT
UT T JO NT SEALER
I
RECOMMENDED
CONST JOINT CONTROLJOINT @EXTERIOR JTS 9
TOOLED JOINT
FOOTINGS AND FOUNDATIONS
SOILS REPORTS I GEOTECHNICAL INVESTIGATIONS TAKE PRECEDENCE OVER THESE NOTES.
I . ALL FTGS ARE BASED ON AN ALLOWABLE $OIL BEARING PRESSURE INDICATED IN DESIGN CRITERIA. ANY
SOIL COND. ENCOUNTERED DURING EXCAVATION THAT IS CONTRARY TO THOSE USED FOR DESIGN OF
FOOTINGS $HALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING.
2. UNLESS NOTED OTHERWISE IN DESIGN CRITERIA, A SOILS INVESTIGATION REPORT WAS NOT COMPLETED
ON BEHALF OF THIS PROJECT. THE PARAMETERS REFERENCED BELOW AND THOSE USED IN DESIGN ARE
BASED UPON ASSUMPTIONS. GIVEN THAT NO SOILS INVESTIGATION WAS CONDUCTED BY THE OWNER, ALL
RISK AND RESPONSIBILITY REGARDING THE SOIL, DESIGN ASSUMPTIONS, AND ALL POTENTIAL RISKS
(CAPACITY, SETTLEMENT, FAILURE, ETC.) REST SOLELY ON THE OWNER. IT REMAINS OUR
RECOMMENDATION THAT THE OWNER ENGAGE A SOILS ENGINEER TO VERIFY SOIL PARAMETERS.
3. ALL FTGS SHALL BEAR ON UNDISTURBED NATIVE SOIL OR ENGINEERED GRANULAR FILL COMPACTED TO
95% OF MAX. DENSITY, BASED ON ASTM D1557 METHOD OF COMPACTION. FILL SHALL BE PLACED IN LAYERS
NOT TO EXCEED WIN DEPTH AFTER COMPACTION AND SHALL EXTEND DOWN TO IN -SITU COHESIVE SOILS.
FILL SHALL BE COMPACTED UNDER ALL CONCRETE WORK ON THE SITE. FILL BELOW FOOTINGS SHALL
EXTEND BEYOND THE FOOTING EDGE AT LEAST THE DEPTH OF THE FILL.
4. NO FOOTINGS SHALL BE PLACED IN WATER OR ON FROZEN GROUND. CONTRACTOR SHALL NOTIFY
ENGINEER IN CASE HIGH GROUNDWATER LEVEL ARE FOUND WITHIN FIVE FEET BELOW THE FINISHED
GRADES.
5. ALL EXCAVATIONS ADJACENT TO AND BELOW FOOTING ELEVATION FOR OTHER TRADES SHALL BE
ACCOMPLISHED PRIOR TO POURING ANY FOOTINGS.
6. ALL OPEN EXCAVATIONS AND TRENCHES SHALL BE SUPPORTED AND BARRICADED BY CONTRACTOR TO
CONFORM WITH OSHA SAFETY STANDARDS.
7. STABILITY OF SLOPED SITES SHALL BE VERIFIED BY A SOILS ENGINEER OR OTHER QUALIFIED
GEOTECHNICAL PROFESSIONAL. ON SLOPES STEEPER THAN ONE UNIT VERTICAL IN THREE UNITS
HORIZONTAL, CONTRACTOR SHALL ENSURE THAT BUILDING PLACEMENT CONFORMS TO IBC SECTION 18,05.3.
GEOTECHNICAL INVESTIGATION RECOMMENDED AND MAY BE REQUIRED WHERE SLOPES ARE STEEPER
THAN ONE UNIT VERTICAL IN ONE UNIT HORIZONTAL.
8. ISOLATED FOOTINGS ON GRANULAR SOIL SHALL BE SO LOCATED THAT THE LINE DRAWN BETWEEN THE
HORIZONTAL.
9. A GEOTECHNICAL ENGINEER EXPERIENCED IN SEISMIC ISSUES SHALL OBSERVE THE EXCAVATION PRIOR TO
THE PLACEMENT OF THE FOOTING FORMS FOR ALL LOTS LOCATED WITHIN FAULT HAZARD STUDY ZONES.
10. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED
EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESS POOLS, CISTERNS, FOUNDATIONS. ETC. IF ANY
SUCH STRUCTURES ARE FOUND THE ENGINEER SHALL BE NOTIFIED.
11. CONCRETE FOOTINGS ARE PERMITTED TO BE CAST AGAINST EARTH WHERE SOIL CONDITIONS DO NOT
REQUIRE FORMING.
12, THE TOP SURFACE OF FTGS SHALL BE LEVEL. THE BOTTOM SURFACE OF FOOTINGS IS PERMITTED TO HAVE
A SLOPE NOT EXCEEDING 1:10.
FOUNDATION BACK FILL
I . USE ONLY LIGHT MANUALLY PROPELLED COMPACTORS WITHIN 5'OF FOUNDATION.
2. INSTALL DAMP PROOFING (MIN 6 MIL POLYETHYLENE W/ W MIN JOINT LAPS)
BETWEEN SLA13-ON-GRADE. & BASE COURSE.
3. TO USE UTAH AMEND MIN FDN REINF, BACK FILL SHALL BE SOIL CLASSIFICATION TYPES GW, GP, SIN OR SP,
CLEAN GRAVEL / SAND I GRAVEL�STAND MIXES, WELL GRADED OR POORLY GRADED. YOU CANNOT BACK
FILL Wt CLAY OR CLAY MIXES.
4, BACK FILL SHALL NOT BE FROZEN. SUBMERGED OR SATURATED;N GROUND WATER.
5. NOTIFY ENGINEER IF EXPANSIVE OR COLLAPSING SENSITIVE SOILS ARE FOUND.
FIN
PRIOR TO PLACING BACKFILL PROVIDE LATERAL SUPPORT
AT T.O. PON
(FLOOR FRAMING) AND AT B.O. PON (SLAB -ON -GRADE) OR
INSTALL SHORING (DESIGN BY CONTRACTOR).
ENSURE FDN CONC HAS REACHED AT LEAST 75% OF DESIGN
STRENGTH
(2000 PSI MIN- VERIFY NO. OF DAYS REQD Wt CONC SUPPLIER)
SEAL ALL FORM TIE HOLES AND RECESSES THEN APPLY DAMP
PROOFING MATERIALS, T.O. FTG TO GRADE, REINF @ JTS
-WATERPROOFING REDO W/ HIGH WATER TABLE
COMPACT BACK FILL TO 85% MIN - 90% MAX SEE NOTES
NO FTG OR SLAB SHALL BE PLACED IN WATER OR ON
FROZEN GROUND
DEDICATED FDN DRAIN REQD PER CODE (IBC 1807) UNLESS
-SITE IS WELL- DRAINED GRAVEL OR SAND/GRAVEL MIXTURE
SOIL (CLASS 1). REOD IF CALLED FOR ON PLANS.
FOUNDATION AND SILL PLATE NOTES
1. ALL SILL PLATES RESTING ON EXT FOUNDATION WALLS LESS THAN 8 INCHES FROM EXPOSED EARTH AND ON
CONCRETE OR MASONRY SLA13S IN DIRECT CONTACT WITH EARTH SHALL BE OF NATURALLY DURABLE OR
PRESERVATIVE -TREATED WOOD.
2. FOUNDATION PLATES OR SILLS SHALL BE BOLTED OR ANCHORED TO THE FOUNDATION WITH NOT LESS THAN
W INCH -DIAMETER STEEL BOLTS (ASTM A307) OR APPROVED ANCHORS. BOLTS SHALL BE EMBEDDED AT
LEAST 7 INCHES INTO CONCRETE OR MASONRY, ANCHOR BOLTS SHALL BE INSTALLED IN THE CENTER THIRD
OF THE WIDTH OF THE PLATE. SEE STUDISILL PLATE CUTTING & NOTCHING DETAIL.
3. ANCHOR BOLT SIZE AND SPACING ARE DETERMINED FROM LATERAL LOADING (WIND & SEISMIC) ON THE
STRUCTURE. SEE PLAN AND SHEAR WALL SCHEDULE FOR SIZE AND SPACING.
A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EACH BOLT TO THE PLATE. ANCHOR BOLTS
FOR STRUCTURES LOCATED IN SEISMIC DESIGN CATEGORY D, E OR F SHALL INCLUDE 0,229 INCH BY 3 INCH BY
3 INCH PLATE WASHERS.
S. METAL PRODUCTS (FASTENERS AND CONNECTION HARDWARE) IN CONTACT WITH PRESSURE -PRESERVATIVE
AND FIRE -RETARDANT -TREATED WOOD MUST BE CORROSION RESISTANT. FASTENERS SHALL BE OF
HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. DO NOT USE
STANDARD CARBON -STEEL OR ALUMINUM PRODUCTS. EXCEPTIONS: 1. ONE-HALF INCH DIAMETER OR
GREATER STEEL BOLTS. FASTENERS AND CONNECTORS COATED WITH PROPRIETARY ANTI -CORROSION
TECHNOLOGIES MAY BE USED. CONSULT INDIVIDUAL HARDWARE MANUFACTURERS FOR SPECIFICS
REGARDING THE PERFORMANCE OF THEIR PRODUCT.
6. ANCHOR BOLTS SHALL 13E INSTALLED WITHIN MIDDLE THIRD OF THE SILL PLATE.
SILL PLATE CUTTING/NOTCHING
ADD ANCHOR BOLTS WHEN
DRILLED OR NOTCHED � 1/3
WIDTH OF SILL PLATE
31KN�K11,V'SQUARE WASHERS
REQUIRED FOR SEISMIC
DESIGN CATEGORY D,E, OR F.
MIN (2) A.B. PER
RE
MAY
BUILDING
CITYOI
SECTION -SEEPLAN &
SHEAR WALL SCHEDULE
tJT.2x CONT PRESSURE
EQ EQ TREATED SILL WHEN SILL PL OVERHANG
PLATE - SEE FDN & EXCEEDS 1/2" FOR 2x4 OR SILL PL
BILL PL NOTES. 1.1a'FOR 2x6 INSTALL
T
TIGHT FITTING 2x CON OVERf
MIN
ED I. M
PRESSURE TREAT _ D
HANG EIRG
SUPPORTLEDGER
. ................
D.C. UN;i�;;i��ANW'
WALL SECTION
SILL PLATE PLAN VIEW
SILL PLATE
ANCHOR
BOLT DIA
END DISTANCE'd'
1/2"
1
5/8.1
12"
4-3/8"
3/4"
12"
5-1/4"
z
0
�6T
hdium AE
STRUCTURAL ENGINEERING
635 WEST 5300 SOUTH, SUITE
203, SALT LAKE CITY, UT 84M
PHONE: (8011974-5101
PAX: (SDI) 974-ST02
1.,ECl
POPE REMODEL
18209 76TH AVE IN
EDMONDS WY
TIEK DESIGN
GROUP
.EETME:
COVER SHEET
DESIGN TEAM
LEAD: GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS
D, wzz A7110
61'
�TC
u WITIUCTURAL ONIY
_CT Eip�
t,jW-,AU_.11,llT,l,REE"'
Cv)
' ARK, BEIJ
1*�
CHECKED GEJ, ALG
c�
W-E, NOV 5, 2018
Nov 05, 2018 3:54pm
s" - 0 01 0
PERMIT SET
CONCRETE REINFORCING
1. ALL REINFORCEMENT SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI DETAILING MANUAL
AND ACI STANDARD.
2. ALL REINF AND EMBEDS SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE.
3. ALL METAL REINFORCEMENT SHALL BE DEFORMED TYPE BARS (EXCEPT #2 BARS) AND SHALL CONFORM
TO THE REQUIREMENTS OF THE'STANDARD SPECIFICATIONS A.S.T.M. A61 5 GRADE 60.
4. REINFORCEMENT SHALL BE FREE FROM MUD, OIL, OR OTHER NONMETALLIC COATINGS THAT ADVERSELY
AFFECT BONDING CAPACITY.
5. MAINTAIN MINIMUM CONC. COVER FOR REINF AS FOLLOWS:
UNFORMED CONIC AGAINST & PERM. EXPOSED TO EARTH ........................ ; .................................... 3-
FORMED CONIC EXPOSED TO EARTH OR WEATHER (#6 THRU #18 BARS) ..................................... 2"
FORMED CONIC EXPOSED TO EARTH OR WEATHER (#5 & SMALLER BARS) .................................. . . .
SLABS & WALLS NOT EXPOSED TO WEATHER (#I I & SMALLER BARS) .......................................... 3/4'
BEAMS, COLUMNS USED FOR PRIMARY REINF & TIES ...................................................................... I'liz,
6. SEE BAR DEVELOPMENT & LAP SPLICE TABLE FOR REINFORCING DEVELOPMENT & LAP SPLICE -
I SET REINF G BAR LAP
F FDN
tT �IRE.TION �4:
A
REINF
R _a
EIIIN ER BARS
WAII TlICINES1
B Fall
I jt�j 11 ORNER 'N.RSECTION
CLR FDN CORNERS A -A
TYP FDN SECTION
BAR LAP
mP
ir
HO KH`RIZREINF FM
Fm__ DRUSECORNER R INTERSEDT"
,ORNER FTG CORNERS B-B
SIISDIAG
18-INFM
,V Fr�'MFI -.�RS.CNIXENDE
TA LER STEPS
)SPTH ALLOWEDONBEDROCK
STEP IN FTG / FDN C-C
BAR DEVELOPMENT AND LAP SPLICE
1. DEFINITIONS:
Ld: ....................................... TENSION DEVELOPMENT FOR REINGORCEMENT SATISFYING THE
FOLLOWING CONDITIONS:
SLA13S & WALLS: .............. CLEAR SPACING � 2db AND CONCRETE CLEAR COVER > db.
BEAMS & COLUMNS: CLEAR COVER SPACING > db AND CONCRETE CLEAR COVER > db.
U: ....................................... DEVELOPMENT LENGTH FOR TOP BARS IN TENSION. ,
Lab: .................................... TENS:ON LAP SPL:CE LENGTH FOR OTHER THAN TOP BARS (CLASS B).
Lsbt: ................................... TENS ON LAP SPL CE LENGTH OF TOP BARS.
db: ...................................... NOMINAL BAR DIAMETER (INCHES).
TOP BARS: ........................ HORIZONTAL REINFORCEMENT WITH MORE THAN 12 INCHES OF FRESCH
CONCRETE CAST BELOW.
2. MULTIPLY VALUES IN SCHEDULE BY 1.5 IF CLEAR SPACING OR CONCRETE COVER DO NOT MEET
REQUIREMENTS FOR Ld IN NOTE 1.
3. MULTIPLY VALUES IN SCHEDULE BY 1.3 FOR USE IN LIGHTWEIGHT AGGREGATE CONCRETE.
4. FOR EPDXY COATED BAR: MULTIPLY VALUES IN SCHEDULE BY 1.5 FOR BARS WITH CLEAR COVER � 3db OR
CLEAR SPACING . Sdb, OTHERWISE MULTIPLY VALUES BY 1.2.
S. a* FOR BUNDLED BARS OF THREE OR LESS MULTIPLY LENGTH BY 1.2.
b FOR BUNDLED BARS OF FOUR OR MORE MULTIPLY LENGTHS BY 1.33.
C. INDIVIDUAL BAR SPLICES WITHIN A BUNDLE SHALL NOT OVERLAP. ENTIRE BUNDLES SHALL NOT BE LAP
SPLICED.
6. SCHEDULE LENGTHS ARE FOR fy=60ks! REINFORCING.
BAR DEVELOPMENT & LAP SPLICE LENGTH SCHEDULE
B R
SIZE
fe = 3000
PSI
Ld
I Lt
I L.b
Labt
I
L.b
E t
#3
17"
22.
22"
28"
151,
1 191,
1191,
25"
#4
Z,
29'.
"..
19;;
26'
25"
33"
#5
8.,
36.
_77
41"
#6
33"
43"
567- -
2".
37.:
49"
#7
48"
63.
_Ff�
42.'
1 '.
71"
#8
55"
72.
58"
1 62"
1 62"
111.
REINF STANDARD HOOKS
REBAR DATA SCHEDULE
BAR NO.
db (IN.)
---&(IN.)
6' db
FINISHED
HOOK
IDTH
#3
O�375
odil
2.26
4
3"
W
#4
00500
0.20
3.00
4
4"
1.
11,
#5
OmS25
0.31
3.75
4
6'
3-314"
10"
#6
0.750
0444
4.50
4
6"
4-1/2"
2"
#7
0.875
0.60
5.26
5.25
7"
5-1/4"
14'
#8 7000 0.79 6.00 6.00 8., 6" 16" DEFINITIONS:
#9 1.128 1.00 9.02 6.77 11-3/4" 191, db: ACTUAL DIAMETER OF BAR (IN.)
10" 1.270 .27 10.16 7fl2 lq-lldll 2 'd FO #3BARTO$8BAR
__T_ MIS b R
.410 1 .56 11.28 BAB 14-3/W' S*db FOR #9 TO #11 BAR
1INIS
e
Zf- -,,
f D
--TIES& STIRRUPS
LUMBER
I . MEMBER GRADES SHALL BE AS FOLLOWS;
GLU-LAM BEAMS; GUS (Simpla Span) ......................................................................... 24F.V4 DFjDF
(Cantilevered) .......................................................................... 24F.V8 DFJDF
JOISTS & HEADERS ..................................................................................................... DOUG FIR #2 STIR
POST...................................................................................................................... DOUG FIR 01 BTR
STUDS NON-BRG WALLS ..................................................................... ..... ................ D.F. STUD GRADE BTR
STUDS BEARING WALLS .............................................................................................. DOUG FIR #2 BTR
Lvus................................................................................................................................ i.9E DF LVL Fb = 2,800 PSI
SILL PLS IN CONTACT WICONC ................................................................................... DOUG FIR #2 STIR
(PRES:URE TREATED FOR MOISTURE PROTECTION
2. ALL MULTIPLE PLATES AND LEDGERS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 8 IN. ON CENTER.
STAGGERED SIDE TO SIDE
3. STUD WALLS SHALL RUN CONTINUOUS BETWEEN POINTS OF HORIZONTAL SUPPORT. PROVIDE BRACING
WHERE OTHERWISE.
4. SOLID 2 IN. NOMINAL BLOCKING SHALL BE PROVIDED AT ENDS OR POINTS OF SUPPORT OF ALL WOOD JOISTS
AND TRUSSES. CROSS BRIDGING OF NOT LESS THAN I IN. X 3 IN. MATERIAL SHALL BE PLACED IN ROWS
BETWEEN SUPPORT POINTS. NOT TO EXCEED 8 FT APART, FOR SPANS OF 14 FT AND GREATER. INSTALL
CROSS BRIDGING FOR WOOD4 JOISTS AS PER MFGR.
S. MIN NAILING SHALL BE AS PER INTERNATIONAL BUILDING CODE.
6. ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED LUMBER OR
FOUNDATION REDWOOD. ALL WOOD SUPPORT MEMBERS EXPOSED TO WEATHER SHALL BE TREATED OR
PROTECTED TO PREVENT MOISTURE OR WATER ACCUMULATION ON THE SURFACE. ENDS OF UNTREATED
WOODSEAMS ENTERING EXTERIOR MASONRY OR CONCRETE WALLS SHALL HAVE A CLEARANCE OF NOT
LESS THAN 0.5 INCH ON TOP, SIDES AND ENDS.
7. FASTENERS SUCH AS STAPLES, CAN ONLY BE SUBSTITUTED FOR NAILS AT A RATE EQUAL TO LOAD VALUES
PROVIDED BY I.C.B.O. APPROVAL.
S. BOLT HOLES SHALL BE 1116"MAX LARGER THAN THE BOLT SIZE. RETIGHTEN ALL NUTS PRIOR TO CLOSING IN.
MULTI -MEMBER BEAMS
M_-NA,_1 W' ly6' 12" O.0 EACH SIDE. _ZN4#g ......... ..
L @�
�H I ER STAGGERED T&B D.C. - STAGGERED
DEL 2x OR TRIPLE 2x OR LVL QUAD 2x OR LVIL
STUD CU INGINOTCHING
NOTE: IF ERG STUDS ARE DOUBLED
-THEY
T
C,)H
U-P, MAY BE 13ORED W1 2" HOLE
IN 2X4 & 3-1/4!'HOLE IN 2X6 @ NO
MORE THAN TWO SUCCESSIVE
UN
M
STUDS . ADD SIMPSON "STUD SHOE'
TO EDGE
WHERE LIMITS OF TABLE ARE
EXCEEDED.
STUD ELEV
STUD NOTCHING
I BORI
G
STUD USE
OTCH
HOLE
BEARING
ZX4
7/8"
1-31811
2X6
1-11"
2-116'
NOW
BEARING
2X4
1-318"
2"
2X6
�1/8-'
3-11W
I -JOIST ALLOWABLE HOLES
i. i-1/2!'HOLE MAY BE CUT ANYWHERE IN WEB OUTSIDE OF SHADED ZONE. PROVIDE AT LEAST 3" OF
CLEARANCE FROM OTHER HOLES.
2. Do NOT CUT HOLES LARGER THAN I-10ROUND IN CANTILEVERS.
3. DO NOT CUT OR NOTCH FLANGES.
FOR MINIMUM DISTANCE FROM SUPPORTS, SEE MANUFACTURER'S SPECIFICATIONS
HOLES ALL-ED PER THIS DETAIL DO IN OVER -RIDE MFR REQUIREMENTS. IF MFR REQUIREMENTS
ARE MORE STRICT, THEY SHOULD BE FOLLOWED.
CLOSELY GROUPED ROUND
HOLES ARE PERMITTED IF
GROUP PERIMETER MEETS
REQUIREMENTS FOR
ROUND OR SQUARE HOLES.
MIN. SP ENSION 'r- 6" F, 7r
OF LARGEST HOLE BRGf
_8RG/ SUPPORT
SUPPORT
LVL ALLOWABLE HOLES
1 . MAX HOLE DIAMETER OF T'.
2. NO HOLES IN CANTILEVERS.
3. ROUND HOLES ONLY.
4. NO MORE THAN 3 HOLES PER SPAN
5. DETAIL VALID FOR UNIFORMLY LOADED BM ONLY. ADDITIONAL ANALYSIS REDID FOR POINT LOADED BEAM.
6. HOLES ALLOWED PER THIS DETAIL DO NO OVER -RIDE MFR REQUIREMENTS. IF MFR REQUIREMENTS ARE
MORE STRICT, THEY SHOULD BE FOLLOWED.
HOLES ALLOWED IN
SHADED AREA ONLY
LVL BEAM PER PLAN
SPAN _' t �_ I SPAN BRGI
SPAN SUPPORT
BRG/SUPPORT
SHEAR WALL NOTES
I . ALL EXTERIOR WALLS, INTERIOR WALLS INDICATED ON THE PLANS, AND VERTICAL SUR ACES AT STEPS IN
ROOF SHALL BE SHEATHED WITH APA RATED 24/0 (OR BTR) COX PANEL SIDING OR OTHER GRADES
COVERED IN UBC STANDARD NO. 2". TYPICAL NAILING SHALL BE AS INDICATED IN SHEAR WALL
SCHEDULE. NAIL ALL PANELS WITH INDICATED NAIL SIZE AT 12 IN. O.C. ALONG INTERMEDIATE SUPPORTS.
2. BLOCK ALL HORIZONTAL PANEL EDGES WITH 2 IN. NOMINAL OR WIDER FRAMING. FRAMING AT ADJOINING
PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE
SPACED 3 INCHES OR LESS ON CENTER.
3. ALL SHEATHING SHALL EXTEND CONTINUOUS FROM SILL PLATE TO ROOF OR FLOOR SHEATHING. SEE NOTE
2 ABOVE.
4. SHEATHING SHALL EXTEND CONTINUOUS FROM FLOOR FRAMING TO H IGH ROOF FRAM ING ON UPPER LEVEL
EXTERIOR WALLS ABOVE A LOW ROOF.
5. NAILS SHALL BE SPACED NOT LESS THAN 3/8 IN. FROM EDGES AND ENDS OF SHEATHING AND SHALL BE
DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. GAP ALL SHEATHING 11WAT
PANEL EDGES.
6. ANCHOR BOLTS FOR ALL SHEAR WALLS SHALL BE SIZED AND SPACED AS INDICATED IN SCHEDULE ABOVE
NTH 7 IN. MIN EMBED. PLATE WASHERS A MINIMUM OF 3 INCHES BY 3 INCHES BY 1/4 INCH THICK SHALL BE
USED ON EACH BOLT.
7. STAPLES SHALL BE 16 GA (MIN) X 11/2" MIN LENGTH Wl 7/16'MIN CROWN.
SHEAR WALL NAILING
1. SHTG MAY BE INSTALLED IN VERT OR HORIZ ORIENTATION. 118" GAP AT END JOINTS & 1/16-- GAP a SIDE JOINTS.
2. ALL EXTERIOR WALLS & INTERIOR WALLS INDICATED ON PLANS SHALL BE SHEATHED & NAILED AS SW-1 MIN.
3. SHEATHING E.N. REQD @ ALL HOUDOWN POSTS.
4. INTERMEDIATE SHEAR PANELS ARE WALL SECTIONS VW HEIGHT/WIDTH RATIOS TOO HIGH ("NARROW) TO MEET
CODE LIMITS. SHEATH & NAILS SW-1
OVERDIUVEN FASTENER NOTES:
THE CODE REQUIRES THAT SHEAR WALL SHTG NAILS BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE
SURFACE OF THE SHTG.
I . NO REDUCTION IN SHEAR OR ADDITIONAL FASTENERS REDO IF:
a. FASTENERS UNIFORMLY OVERDRIVEN BY LESS THAN Ye'
b. FASTEN IRS RECESSED DUE TO SWELLING FROM MOISTURE.
c. WHERE ! 20-A OF FASTENERS ARE OVERDRIVEN BY WMAX.
2. WHERE 40% OF FASTENERS ARE OVERDRIVEN, INSTALL ONE ADDITIONAL FASTENER FOR EVERY Two.
16 GAGE X I V'STAPLES W1 MIN 7/,," CROWN WIDTH MAY BE USED IF ADDITIONAL NAILS ARE SPACED <Z'.
FOR S.W. TYPES HIGHER
> THAN SW-2, LOCATE 3x OR
(2) 2X STUDS @ ADJOINING
PANEL JOINTS, BOTH HORIZ
&VERT WAN SHEAR PANELS.
(2) 2X STUDS To BEFACE
NAILED Wl 10d EACH FACE
STAGGERED . MATCH S.W.
PANEL NAIL SPACING.
LOCATE PANEL EDGES @
> PLATES. BLKG, SOLID RIM JST
OR OTHER SOLID FRMG
MEMBERS,
E.N. PERIMETER
(EDGE) NAILING
WALL ELEVATION
"STRAP OPENINGS'
INDICATES SHEAR PANELS
THAT ARE FULLY NAILED
INCLUDING ABOVE & BELOW
OPENINGS AS INDICATED BY
SHEAR WALL SCHEDULE.
ENINGS SHALL HAVE
CS16 x 2-V' MIN
STRAP TIE FULLY NAILED
EACH IDE&T&BOF
OPENINGS.
INSTALL SOLID HORIZ
BLOCKING BEHIND STRAPS.
BUILDING
ISOMETRIC VIEW
NOTCH PLATE & SHTG AS
MIN ANGLE
HOLDOWN LOCATIONS
1" MAX. (SEE PLANS)
OFFSET
. .... .........
ONE#4X
HOLDOWN TOLERANCE CONT REBAR
(FDN BAR) IN
SHEA CONE
ROOF TRUSS NOTES
1. TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MINIMUM UNIFORM LOADS.
TOP CHORD DEAD LOAD & LIVE LOAD ........... SEE DESIGN CRITERIA
BOTTOM CHORD DEAD LOAD ............................ 5 PSF (MIN)
THE DESIGN ENGINEER SHALL BE NOTIFIED IF HEAVY ROOFING MATERIAL SUCH AS CLAY TILE, ETC. IS USED.
2. EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED
THERETO THE FOLLOWING INFORMATION LOCATED WITHIN 2 FEET OF THE CENTER OF THE SPAN ON THE
FACE OF THE BOTTOM CHORD:
A. IDENTITY OF THE TRUSS MFG.
B , THE DESIGN LOADS
C. THE SPACING OF THE TRUSSES
3. TRUSSES AND GIRDERS SHALL BE DESIGNED FOR ALL TRIBUTARY LOADING, UNBALANCED SNOW LOADS,
EAVE LOADS, DRIFT, AND SLIDING LOADS AS PER LATEST ADOPTED CODES. PROVIDE CALCULATIONS TO
EOR FOR RECORDS.
4. TRUSSES AND GIRDER LOADS SHALL BE DESIGNED TO SUPPORT ALL MECHANICAL LOADS FROM
APPLICABLE HVAC EQUIPMENT.
S. GABLE END TRUSSES SHALL BE DESIGNED TO CARRY SUPPORTED LOADS OVER GABLE END WINDOWS AND
BAYS.
6. DESIGN TRUSSES & GIRDERS TO LIMIT DEFLECTION TO THE SPAN (INCHES) DIVIDED BY 360 (U360) OR I INCH
MAX, WHICHEVER IS SMALLER.
7. CHECK DIMENSIONS WITH ARCHITECTURAL DRAWINGS AND FIELD VERIFY WITH CONTRACTOR. TRUSS
MANUFACTURER IS RESPONSIBLE TO PROVIDE WEB AND CHORD MEMBERS TO SATISFY LOADING AND
CONNECTION REQUIREMENTS.
8. CONTRACTOR / TRUSS SUPPLIER SHALL SUBMIT SHOP DRAWINGS AND ERECTION DRAWINGS FOR REVIEW
BY THE DESIGN ENGINEER PRIOR TO FABRICATION OR ERECTION. SHOP DRAWINGS SHALL BE REVIEWED
AND STAMPED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE STRUCTURE
RESIDES.
9. TRUSS PACKAGE SHALL BE SUBMITTED TO THE AUTHORITY HAVING JURISDICTION AS DEFERRED SUBMITTAL
AFTER REVIEW BY DESIGN ENGINEER.
10. ALTHOUGH, SUGGESTED CONNECTION HANGER SIZES MAY BE INDICATED ON THE PLANS, ALL TRUSS
HANGER CONNECTIONS (I.E. TRUSS TO BEAM, TRUSS TO GIRDER TRUSS, AND GIRDER TRUSS TO GIRDER
TRUSS) SHALL BE DESIGNED BY THE TRUSS SUPPLIER/ MANUFACTURER. CONNECTION HANGER SIZE AND
ENGINEERING SHALL BE INCLUDED WITH THE SHOP DRAWINGS.
11. TRUSS PRE-ENGINEERED JOINT CONNECTORS SHALL HAVE I.C.C. CERTIFICATION.
12. ANY CHANGES TO THE TRUSS CONFIGURATION SHOWN ON PLANS SHALL BE APPROVED IN WRITING BY THE
DESIGN ENGINEER PRIOR TO CONSTRUCTION
13. TRUSS LAYOUT SHALL PROVIDE REQUIRED OPENINGS FOR ACCESS PANELS, DOORS, SKYLIGHTS, ETC.
14. MFR TO CHECK FOR PRE-FAB TRUSS BLOCKING ON ANY TRUSS WITH HEEL �12".
ROOF SHEATHING
NOTES:
1. ALL SHTG: APA RATED EXP 1
2. % APA RATED SHTG MIN RECOMMENDED UNLESS STRONGER PANEL REQD FOR SNOW LOAD
(USE MAX SNOW LOAD, F,). WITH DRIFTING, ETC. COORDINATE Wl ROOF TRUSS SUPPLIER.
3. NAIL W18d COMMON NAILS (.131" DIA, 2Yj'LENGTH)
4. TIGHTER NAILING PATTERN AND /OR 10d COMMON NAILS (.14V'DIA, 3" LENGTH) MAYBE REDD FOR
HIGH LATERAL LOADS. SEE PLANS.
WOOD STRUCT PANEL 8HTG CONT
OVER (2) OR MORE SPAN- W/
ENGTH AXIS IERP TO SUPPORTS
n �A
UA
EDGE NAILING @ DIAPHRAGM PERIM,
ALL EXT WALLS& INTERIOR SHEAR
WALLS
JOISTS OR TRUSSES SEE FRMG
PLAN& BLOCK SOLID 0 ERG PTS
STAGGER END JOINTS -
LAYOUT PANELS TO ELIMINATE
ANY WIDTH LESS THAN V-9'
LAYOUT PLAN
1 $51 8
F V/00//F �?'Vffi EMMME 0,
ng
, ------ -----
ROOF PANEL SHTG SCHEDULE
0 0
SPAN
.a
" INS
EM41
, IS
1.
, , IS
12111
fPANEL EDGE NAILING
Y." GAP END JOINTS
)',."GAP SIDE JOINTS
FASTENER TO
V PANEL EDGE
JST OR TRUSS
SECTION
ROOF PANEL SHEATHING
NAILING SCHEDULE
WIND
PANEL
ROO I
ST NINGZONE
SPEED
LOCATION
140 MPH
EDGES
4
FIrLD
OL
,��
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IrOC.
6"OC,
6"0.0
STRUCTURALSTEEL
1. ALL STRUCTURAL STEEL SHALL BE ASTM A-992 (EXCEPT FOR TUBE COLUMNS WHICH SHALL BE ASTM A-500-13,
Fy = 46 KSI) AND SHALL COMPLY WITH THE "STANDARD SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS"
OF THE A.I.S.C. AND WITH THE A.I.S.C. CODE OF STANDARD PRACTICE.
2. ALL BOLTS FOR STEEL TO STEEL, SHALL BE A325, TIGHTEN TO SPECIFIED TORQUE AS PER AISC
REQUIREMENTS, BOLTS FOR CONCRETE AND STEEL TO WOOD, SHALL BE ASTM A307, U.N.O.
3. WELDED REBAR OR BOLTS WILL NOT BE ACCEPTED IN LIEU OF WELDED STUD ANCHORS AND DEFORMED
BARS. WELDED STUD ANCHORS AND DEFORMED BARS SHALL BE APPLIED USING MANUFACTURER
APPROVED WELDING PROCEDURES.
4. ALL WELDING SHALL CONFORM TO MOST CURRENT ADOPTED ANS DIA REQUIREMENTS AND SHALL BE MADE
WITH E70XX ELECTRODES BY WELDERS CERTIFIED FOR THE WELD TO BE DONE. CERTIFICATION SHALL BE
CURRENT WITHIN THE PAST TWELVE MONTHS.
5. ALL BEARING PLATES FOR EMS AND COLUMNS RE"NG ON MASONRY OR CONC SHALL BE UNDERLAIN FULLY
WITH A HIGH COMPRESSION, NON -SHRINK GROUT.
8. PRIOR TO FABRICATION AND ERECTION, SHOP DRAWINGS FOR ALL STIL ITEMS SHALL BE REVIEWED BY THE
DESIGN ENGINEER. ALL STL SHALL BE PRIMED I PAINTED IN THE SHOP. ALL STIL THAT MAY BE EXPOSED TO
EXT. SHALL BE SHOP PAINTED TO INHIBIT RUST. WELD AREAS SHALL BE TOUCHED UP IN THE FIELD.
9. SPECIAL INSPECT ONS AND TESTING OF WELDS AS REQUIRED BY THE LATEST ADOPTED BViLUINlj Uvwt:(ts)
lop
SHALL BE PROVIDED BY THE OWNER. COPIES OF ALL INSPECTION REPORTS SHALL BE FORWARDED TO THE
DESIGN ENGINEER.
10. U.N.O. ON SPEC. DTLS HIGH -STRENGTH BOLTS ARE REDD TO BE TIGHTENED ONLY TO THE SNUG -TIGHT
CONDITION, THE SPECIAL INSPECTOR NEED ONLY VERIFY THAT THE CONNECTED MATERIALS HAVE BEEN
DRAWN TOGETHER AND PROPERLY SNUGGED.
RESUB
MAY 16 N'll
BulgiNg'- "E'T
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Iridium AE
STRUCTURAL ENGINEERING
635 WEST 5300 SOUTH, SUITE
203, SALT LAKE CITY, UT 84123
PHONE: (801) 974-5101
FAX: (801) 974-5TO2
.OiSm.
POPE REMODEL
18209 76TH AVE W
EDMONDSWY
E-
TIEK DESIGN
GROUP
SN__-
COVER SHEET
DESIGN TEAM
GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS
Ella
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T.
STRUCTURAL ONLY
00PYRIGHT-A IGHTS RESERVED
ICOPYRIGHTA_�L�R
SE_R REIR. N
BY PRIOR TTEN _ISSIONONlY
Cq
ARK, BBJ
GEJ, ALG
EFS-UTE: NOV 5, 2018
Go
NOV 05, 2018 3:54pm
S-001-
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EXISTING FOOTING L
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114,
FOOTING & FOUNDATION PLAN
1-1 4- 8. 1 16-
0. 10.
IKEYED NOTES
1. RECESS T.O. FDN FOR SLAB
2. INSTALL 2OFT #4 REBAR OR #4 BARE COPPER
WIRE @ B.O. FTG & EXTEND 4FT MIN FROM
T.O. FDN FOR UFFER GROUND. COORDINATE
W/ ELECTRICIAN.
3. INSTALL (4) #4xlV-0-- DIAG BARS AT TOP OF
SLAB TO PREVENT
A. THIS IS ONE PAGE OF A SET OF PROJECT
DOCUMENTS, AND MAY NOT BE USED ALONE.
THE CONTRACTOR, SUBCONTRACTORS AND
OWNER, AS PART OF THE PROJECT TEAM,
SHALL REVIEW AND BE RESPONSIBLE FOR
INFORMATION CONTAINED IN ALL PROJECT
DOCUMENTS PRIOR TO INITIATION OF ANY
WORK ON THE PROJECT.
B. DETAILS ARE NOTED ON THE PLANS IN
TYPICAL LOCATIONS AND SHALL BE
REPEATED WHERE SIMILAR CONDITIONS
EXIST. SEE TYPICAL DETAILS AND GENERAL
NOTES.
C. SEE STRUCTURAL DETAIL SHEETS (" XX)
FOR STRUCTURAL NOTES & DETAILS
D. SEE PLANS, SHEAR WALL NOTESAND
SCHEDULE FOR WALL SHEATI` IN AND
ANCH�BOLTS- U.N.O. MINIMUM ANCHOR
EMBED INSTALLED AT 32 INCHES MAX ON
CENTER. PLATE WASHERS A MINIMUM OF 3
INCHES BY 3 INCHES BY 114 INCH THICK
SHALL BE USED ON EACH BOLT.
E. FOUNDATION WALLS SHALL BE
LATERALLYSUPPORTED UNTIL SUPPORT
MEMBERS (FLOOR FRAMING AND SLABS)
HAVE BEEN INSTALLED.
F. BASEMENT WINDOWS SHALL BE INSTALLED
TO MEET EGRESS, LIGHT AND VENTILATION
REQUIREMENTS PER IBC. WINDOWS,
FRAMES AND AREA WELLS ARE FURNISHED
AND LOCATED ON SITE BY CONTRACTOR.
G. DIMENSIONS SHOWN SHALL BE
COORDINATED Wl DESIGN DRAWINGS.
FOUNDATION SCHEDULE
FOUNDATION WALL REINF STEEL
MAX HEIGHT THICK VERT I NORM
— NOTOPEDGE S"MIN
�w 5UPPORT SEE RETAINING WALL DTLS
V, #4 @ IV'"@ 1
a. #4 @ 12" #4 @ 12��
IV 0 �
.0 1001 #4 @ 10"
117— �o 10" AM @ 10"
4 @ IV'
—12'-- #5 @ 10" # �u
NOTES:
REINF FREE STANDING FDN (NO BACKFILL EITHER
SIDE a. FDN EQUALLY BACKFILLED EA SIDE) SAME
AS VFDN
SEE FOUNDATION REINFORCEMENT DETAIL FOR
GRAPHICAL REPRESENTATION OF FOUNDATION
REINF.
FOR WALLS TALLER THAN 12'4', SEE DETAILS
FOOTING SCHEDULE
MARK
WIDTH
LENGTH
THICK
CROSSWISE REINFORCING
LENGTHWISE REINFORCING
�O.
SIZE
LENGTH
NO.
I SIZE
LENGTH
FC-1.5
1141
CONT
10"
2
#4
CONT
FC-1.7
I,-&,
CONIT
1&,
2
#4
CONT
FC-2 0
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CONIT
10"
2
06
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#4
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NOTE&
- SPACE REINF. EVENLY THROUGH FOOTING W/ 3"CUEARANCE AT OUTSIDE EDGE.
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IJ,
Iridium AE
STRUCTURAL ENGINEERING
635 WEST 5300 SOUTH, SUITE
203, SALT LAKE CITY, LIT 84123
PHONE: ISDI) 974-5101
FAX: (801) 974-5102
POPE REMODEL
18209 76TH AVE W
EDMONDS WA
MEW'.
TIEK DESIGN
GROUP
FOOTING &
FOUNDATION
PLAN
DESIGN TEAM
GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS
J.-TA
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MAy 16 2M
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GEJ, ALGi
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NOV 5,2018
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Nw 05, 2018 3:54pm
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PLANS EXAMTNE
DATE
FOOTING & FOUNDATION PLAN
1/4"=11-0" 77�� 1
8. 1
ol 1 1 w
10,
IKEYED NOT
1. RECESS T.O. FDN FOR SLAB
2. INSTALL 20FT #4 REBAR OR #4 BARE COPPER
WIRE @ B.C. FTG & EXTEND 4FT MIN FROM
T.O. FON FOR UFFER GROUND. COORDINATE
W/ ELECTRICIAN.
3. INSTALL (4) #4x4'-O" DiAG BARS AT TOP OF
SLAB TO PREVENT CRACKING.
4. INSTALL HD-3 To REPLACE THE STHD CUT IN
FOOTING AND FOUNDATION
PLAN NOTES I
A. THIS IS ONE PAGE OF A SET OF PROJECT
DOCUMENTS, AND MAY NOT BE USED ALONE.
THE CONTRACTOR, SUBCONTRACTORS AND
OWNER, AS PART OF THE PROJECT TEAM.
SHALL REVIEW AND BE RESPONSIBLE FOR
INFORMATION CONTAINED IN ALL PROJECT
DOCUMENTS PRIOR TO INITIATION OF ANY
WORK ON THE PROJECT.
B. DETAILS ARE NOTED ON THE PLANS IN
TYPICAL LOCATIONS AND SHALL BE
REPEATED WHERE SIMILAR CONDITIONS
EXIST. SEE TYPICAL DETAILS AND GENERAL
NOTES .
C. SEE STRUCTURAL DETAIL SHEETS (S-5XX)
FOR STRUCTURAL NOTES & DETAILS
D. SEE PLANS, SHEAR WALL NOTES, AND
SCHEDULE FOR WALL SHEATHING AND
ANCHOR BOLTS, U.N * 0. MINIMUM ANCHOR
BOLTS SHALL BE 51&'0 WITH 7 INCHES MIN
EMBED INSTALLED AT 32 INCHES MAX ON
CENTER. PLATE WASHERS A MINIMUM OF 3
INCHES BY 3 INCHES BY 1/4 INCH THICK
SHALL 13E USED ON EACH BOLT.
E. FOUNDATION WALLS SHALL BE
LATERALLYSUPPORTED UNTIL SUPPORT
MEMBERS (FLOOR FRAMING AND SLABS)
HAVE BEEN INSTALLED.
F. BASEMENT WINDOWS SHALL BE INSTALLED
TO MEET EGRESS, LIGHT AND VENTILATION
REQUIREMENTS PER IBC. WINDOWS,
FRAMES AND AREA WELLS ARE FURNISHED
AND LOCATED ON SITE BY CONTRACTOR.
G. DIMENSIONS SHOWN SHALL BE
COORDINATED W/ DESIGN DRAWINGS.
FOUNDATIONWALL REINF STE L
MAX HEIGHT THICK VERT I HORIZ
:W NOTOPEDGE IrMIN #4@16"1#4@IZ'
-w SUPPORTISMEERETAINING WALL DTLS
Ir @ 12,
TYR
10,
07—#4 10"#4@10"
--107.—#4 IV'#4@IW'
0
10' #6@19'#4@IW'
NOTES:
REINF FREE STANDING FDN (NO BACKFILL EITHER
SIDE & FDN EQUALLY BACKFILLED EA SIDE) SAME
AS V FDN
SEE FOUNDATION REINFORCEMENT DETAIL FOR
GRAPHICAL REPRESENTATION OF FOUNDATION
REINF.
FOR WALLS TALLER THAN IZ-(r. SEE DETAILS
FOOTING SCHEDULE
MARK
WIDTH
LENGTH
—
THICK
—
CR SWtSE REINFORCING
LENGTHWISE REINFORCING
NO.
SIZE
LENGTH_
NO.
SIZE
LENGTH
FC-1.5
V-el
CONT
10"
94
CONT
FC-1.7
l'-w
CONT
la"
2
#4
CONT
HT
FC-2.0
Z-0"
CONT
10"
2
#5
CONT
Iffi-4
FS-2.5
Z-W
Z-W
12'
4
ffi4
4
Z-01'
FS-3.0
Y-0
v-0"
12"
4
#4
4
94
Z-61'
NOTES:
- SPACE REINF. EVENLY THROUGH FOOTING W1 WCUEARANCE AT OUTSIDE EDGE. :71
4ARK r MC)DEL#
HD-2
HDU4-SDS2.5 3" (10) SDS 114-X2.lrr I Sir 1 12- 1 4565
STHD14(RJ) 3' (2,4)16dSINKERS 1 1 �E--
D�5 HDUS-SDS2.5 3- (14) SDS 1114"X2-10 I 5V 12" SE45
HD-6 HDU8-SDS2.6 a, SDS IWX2-112 71W IT 6765
5_lr
HD-7 HDUll-SDS2.5 (30) SDS l/#X2-1)2 1 16' 9335
IOTES.
ALL HOLDOWNS ARE SIMPSON BRAND. EQUIVALENT STRENGTH HD MAY BE USED.
STRONGER HOLDOWN MAY BE USED; HD-2 MAY BE USED IN LIEU OF HD -I
MULTIPLE OPTIONS FOR HD-X ARE SHOWN TO ALLOW CAST IN PLACE OR POST INSTALLED
HOL OWN
(RJ) INDICATES USE OF STRAPS AT RIM JOIST APPLICATION. NOT REQ-0 FOR ALL APPLICATIONSR le
VALUES SHOWN FOR TENSION ARE FOR WMIN FDN WALL THICKNESS.
l6dium AE
STRUCTURAL ENGINEERING
05 WEST 5300 SOUTH, SUITE
203, SALT LAKE CITY, UT 84123
PHONE: (801) 974-5101
PAX: (801) 974-6102
PROJMT�
POPE REMODEL
18209 76,TH AVE W
EDMONDS WA
TIEK DESIGN
GROUP
11 1-11 1 1
FOOTING &
FOUNDATION
PLAN
DESIGN TEAM
GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS
goes
'GIST
.R ISTIRMETO
ARCHI CT
M C
IV C. ANGUM
W
SMEOF ASHINGTO
a 'o' , ,
STRUCTU91AL ONLY
COPYRIGHT- ALL RIGHTS RESERVED
—OPYR— USE—REP—MON
W-0—EN PEWISSION ONLY
ARK, BBJ
C4
GEJ, ALG
OCT 15,2019
06
v-
OC 115. 2019 3;2SpM
SHEETNO,
S-1 00
PERMIT SET
8Q)XIq-OD78�
MAIN FLOOR FRAMING PLAN
1/4"=11-0" NIM11MMIM I
87" 1 16
0, 1- 4' V lo
�i � DESCRIPTION GRADE/ NOTES
DF-2 (2) STUDS/TRIMMERS DF#2
DF-3 (3) STUDSrrRIMMERS DF#2
DF-4 (4) STUDSITRIMMERS DF#2
DF-4A 4 x 4 POST DF#1 or BTR
�W_4_6 I x OiST *1 T
DF- PC T D2.1 2.�, MTR
TS-4.4 JHSS 4 x 4 x 114" A500-GR.B-46
NOTES:
POST SIZE IS MINIMUM REaD. SIZE & GRADE
MAY BE INCREASED FOR ARCHITECTURAL
DETAILING OR CONTRACTOR PREFERENCE.
ADDITIONAL STUDS TO BE USED UNDER WIDE
BMS TO PROVIDE FULL SM REARING
ALL BUILT UP POSTS SHALL BE BUILT FROM
STUDS TO MATCH WALL THICKNESS.
FLOOR BEAM SCHEDULE
SEE DESIGN CRTIERIA FOR LOADING
MARK SIZE FOOTNOTEII
FEI -1
FEI -2 L2) 1-3/4' X 9-1/2" ��S)
FS-3 21
(3) 1-VlV'XlS-LVL(S)
FS 4 ORIAMOX26 -113
(3) 1-WXlW_L_V_L(S)
FS -5 ORAMOM !3 OR
KEY.
1. HEADER
2. FLUSH IN FLOOR
3. DROPPED
4. CANTILEVER END OF BEAM
5. ALIGN WITH WALLIPOST ABOVE
6. T ' 0. BM T.O. JOISTS
7. T. . SM 1-1W BELOWT.O. JOISTS
NOTES:
-DEEPER AND/OR WIDER MEMBERS MAY BE
SUBST U
SU IT TEDOFSAMEGRADE. OTHER
BET TUITIONS SHALL NOT BE MADE W/O PRIOR
WRITTEN APPROVAL FROM ENGINEER.
-ALL EXT. SMS (DECKS, ETC.) SHALL BE EXT.
GRADE & SHALL 13E CLEARLY MARKED.
- SEE S-001 FOR REQUIRED BEAM GRADE.
IFLOOR FRAMING PLAN NOT
A. DETAILS ARE NOTED ON THE PLANS IN
TYPICAL LOCATIONS AND SHALL BE
REPEATED WHERE SIMILAR CONDITIONS
EXIST. SEE TYPICAL DETAILS AND GENERAL
NOTES'
B. SEE STRUCTURAL DETAIL SHEETS (S.6XX)
FOR STRUCTURAL NOTES & DETAILS.
C. PLACE 2 STUDS MINIMUM AT ALL BEAMS,
HEADERS AND GIRDER TRUSS BEARING
POINTS WITH SPANS GREATER THAN SIX
FEET, UNLESS NOTED OTHERWISE.
MULTIPLE STUDS AND COLUMNS SHALL
EXTEND CONTINUOUS TO FOUNDATION OR
SUPPORTING BEAM BELOW. USE MULTIPLE
SOLID BLOCKING AT FLOORS.
D. SEE FLOOR SHEATHING NOTES FOR FLOOR
SHEATHING SIZE & NAILING.
E. AT FLUSH BEAMS USE SIMPSON LBV SERIES
(WEB JOISTS) OR JS SERIES (WOOD JOISTS)
TOP FLANGE JOIST HANGERS EACHJOIST
U.N.O.
F. ARRANGE JOIST LOCATIONS AT BATHROOM
AND KITCHEN AREAS TO AVOID CONFLICT
WITH PLUMBING.
G. FLOOR JOISTS UNDER FIREPLACE HEARTHS
MAY NEED SPACING REDUCED AND/OR
SUBSTITUTED W/ LVUs TO SUPPORTTHE
ADDED LOADING. VERIFY W/ ENGINEER.
H. HOT TUBS OR OTHER OWNER INSTALLED
ITEMS THAT IMPOSE HEAVY LOADS ON
STRUCTURAL MEMBERS WILL REQUIRE
ADDITIONAL ENGINEERING IF NOT SHOWN
ON ORIGINAL PLANS USED FOR DESIGN.
STRUCTURAL MEMBERS MAY NEED TO BE
INCREASED FOR THE ADDITIONAL IMPOSED
LOADING .
1. ALL LUMBER IN CONTACT WITH CONCRETE
OR MASONRY SHALL BE PRESSURE
TREATED LUMBER OR FOUNDATION
REDWOOD. ALL WOOD SUPPORT MEMBERS
EXPOSED TO WEATHER SHALL BE TREATED
OR PROTECTED TO PREVENT MOISTURE OR
WATER ACCUMULATION ON THE SURFACE.
I I FLOOR SHEATHING I I
A. TYPICAL FLOOR SHEATHING SHALL BE 314 IN.,
T&G APA RATED 48/24 EXPOSURE I
SHEATHING "LED WITH 8d RING SHANK
NAILS AT 6 IN. D.C. AT ALL PANEL ENDS,
SUPPORTED EDGES, TOP OF SHEAR WALLS
(ALL EXTERIOR WALLS ARE SHEAR WALLS)
AND ALL BLOCKING; Bd AT 12 IN. O.C. ALONG
INTERMEDIATE FRAMING MEMBERS. NAILING
SHALL BE SPACED AT 3/8 IN. MIN FROM EDGE
OF PANEL.
B. LAY SHEATHING WITH FACE GRAIN AT RIGHT
ANGLES TO FRMG W1 END JOINTS
STAGGERED (SEE TYP DETAILS).
C. BLOCK JOISTS SOLID AT ALL BEARING
z
0
Iridium AE
STRUCTURAL ENGINEERING
635 WEST 5300 SOUTH, SUITE
203, SALT LAKE CITY, UT 84123
PHONE 18011974-5101
PAX:1801)974-SIO2
POPE REMODEL
18209 76TH AVE W
EDMONDS WA
E-
TIEK DESIGN
GROUP
SHEET—E
MAIN FLOOR
FRAMING PLAN
DESIGN TEAM
GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS
jy 16 2019
���IGWS
R E
—.0— ..R
Sy Al .�'?
0RmI,ENPEF.1 .N
CV)
ARK, BBJ
GEJ, ALG
ISSUE— NOV5,2018
co
P�
Nov 05, 2018 3:54pm
SH—M..
S-i 01
UAMI PERMIT SET
P, m. � AM v 0, ,
o 10-3 h?
, _116 lZc., llli8aVxl*9Aq
n
AppRoUku
MW OF
0831T FI--
P-x . -p"s&ONA,, -rp_�
"
_7
REVISED PLAN APPROVED
CITYOFEDMONDSBU INGDPWAISIO
PLANS EXAMINER
DATE I&
4_1
-MAIN: FLOOR FRAMING PLAN
1/4"=l �_Ul I - - 'Ll -11, �
ol 11 4' 10,
1 11-7/8" FLOOR JOIST SCHDL
140 PSF LIVE LOAD AND 12 PSF DEAD LOAD
SERIES
MAX
$PAN
SPACING
FLANG
WIDTH
Til 110
18`5"
16'
1,V4"
FJ-1
LPI 18
IV-111
_16"
211T
BCI 5000 - 1.7
16-
Z.
_k
TJI 210
_!�
19'-3"
1&,
2-111W
FJ-2
LPI 20,
1W-Wl
16"
2-10
BC1 6000 - 1.8
19141
1&,
2-5116"
TJI 230
j!wjW
16`-
2,611W
FJ-3
UPI 32+
2(Y-T
lir
2-10
rs—ci —6soo- 1.8
Zow-
ir
2.wifr
TI 360
2V-11"
IV'
Z-5116"
FJ-4
UPI 36
121'-0-
!:::
r2l:F
I
=
TjI 560
3' -
1&-
3-10
FJ-5
UPI 56
3-112"
SCI 90 - 2.0
IS-
3-10
NOTES:
SPAN IS CLR DIST. BETWEEN SUPPORTS
SHTG SHALL BE GLUED, NAILED FOR SPANS.
rDF') POST SCHEDULE
MARK DESCRIPTION GRADEI NOTES
DF-2 (2) sTuDsrrRimmERs DF412
DF-3 (3) STUDSITRIMMERS DF#2
DF4 (4) STUDSITRIMMERS DF#2
DF-4.4 4x4POST DF#1 or BTR
DF4.6 4x6POST __�&F#1 Or STIR
_*W,"TX6POST ��Flfl
TS-4.4 jHSS4x4xI/4" A500GR.B-46
NOTES:
POST SIZE IS MINIMUM REaD. SIZE & GRADE
MAY BE INCREASED *OR ARCHITECTURAL
r
DETAILING OR CONTRACTOR PREFERENCE.
ADDITIONAL STUDS TO BE USED UNDER WIDE
BMS TO PROVIDE FULL BM BEARING
ALL BUILT UP POSTS SHALL BE BUILT FROM
STUDS TO MATCH WALL THICKNESS.
1. INSTALL SW 0 x 10" TITEN BOLTS IN PLACE OF
J-BOLTS FOR SILL PLATES AT EXIST, WALL.
SEE SHEAR WALL SCHDL FOR SPACING.
FLOOR BEAM SCHEDULE
SEE DESIGN CRITERA FORLOADING
MARK SIZE FOOTNOTES
FS -1
(2) - 2 X 8 (S)
1
FB-2
L2) 1-3/4'X9-i/Z-LVL(S)
1
FB 4
(2) 1-W4�'Xll-7/frLVL(S)
2,5
_
(2) 1-NN' X 9-10 LVUS) WITH (2)
FB4
Z'FUTCH PLATES
3
(3) I-W4'Xl&'LVL(S)
FB -5
ORWIOX28
30R4,6
FB-6
—
6 X 12 TIMBER
6
�� I
�X 11 IER
F. � 1 .4, X 9-112. LVL(S)
KEY'
1. HEADER
2. FLUSH IN FLOOR
3. T.O. BEAM T.O. JOISTS
4. T.O. BEAM 1-112" BELOW TO. JOISTS
6. ALIGN NTH WALUPOST ABOVE
S. DROPPED
NOTES:
-DEEPER ANDIOR WIDER MEMBERS MAYBE
SUBSTITUTED OF SAME GRADE. OTHER
r
'USSTITUT DNS SHALL NOT BE MADE W/O PRIOR
I(
WRITTEN APPROVAL FROM ENGINEER.
ALL EXT. EMS (DECKS, ETC.) SHALL BE EXT,
GRADE & SHALL BE CLEARLY MARKED.
SEE S_001 FOR REQUIRED BEAM GRADE.
I I FLOOR FRAMING PLAN NOTES I I
A. DETAILS ARE NOTED ON THE PLANS IN
TYPICAL LOCATIONS AND SHALL BE
REPEATED WHERE SIMILAR CONDITIONS
EXIST. SEE TYPICAL DETAILS AND GENERAL
NOTES.
B. SEE STRUCTURAL DETAIL SHEETS (S-5XX)
FOR STRUCTURAL NOTES & DETAILS.
C. PLACE 2 STUDS MINIMUM AT ALL BEAMS.
HEADERS AND GIRDER TRUSS BEARING
POINTS WITH SPANS GREATER THAN SIX
FEET, UNLESS NOTED OTHERWISE.
MULTIPLE STUDS AND COLUMNS SHALL
EXTEND CONTINUOUSTO FOUNDATIONOR
SUPPORTING BEAM BELOW. USE MULTIPLE
SOLID BLOCKING AT FLOORS.
D. SEE FLOOR SHEATHING NOTES FOR FLOOR
SHEATHING SIZE & NAILING.
E. AT FLUSH BEAMS USE SIMPSON LBV SERIES
(WES JOISTS) OR JB SERIES (WOOD JOISTS)
TOP FLANGE JOIST HANGERS EACHJ0IST
U.N.O.
F. ARRANGE JOIST LOCATIONS AT BATHROOM
AND KITCHEN AREAS TO AVOID CONFLICT
WITH PLUMBING.
G. FLOOR JOISTS UNDER FIREPLACE HEARTHS
MAY NEED SPACING REDUCED AND/OR
SUBSTITUTED W/LVI2.TO SUPPORTTHE
ADDED LOADING. VERIFY W/ ENGINEER.
H. HOT TUBS OR OTHER OWNER INSTALLED
ITEMS THAT MPOSE HEAVY LOADS ON
if
ME
STRUCTURAL =MSERSWILL REQUIRE
ADDITIONAL ENGINEERING IF NOT SHOWN
ON ORIGINAL PLANS USED FOR DESIGN.
UCTURALMEMBERS MAYNEEDTOBE
INCREASED FOR THE ADDITIONAL IMPOSED
LOADING.
1. ALL LUM13ER IN CONTACT WITH CONCRETE
OR MASONRY SHALL BE PRESSURE
TREATED LUMBER OR FOUNDATION
REDWOOD. ALL WOOD SUPPORT MEMBERS
EXPOSED TO WEATHER SHALL BE TREATED
OR PROTECTED TO PREVENT MOISTURE OR
WATER ACCUMULATION ON THE SURFACE.
FLOOR SHEATHING
A. TYPICAL FLOOR SHEATHING SHALL BE 3/4 IN.,
T&G APA RATED 48124 EXPOSURE I
SHEATHING NAILED WITH 8d RING SHANK
NA LS AT 6 IN. D.C. AT ALL PANEL ENDS,
SU PORTED EDGES, TOP OF SHEAR WALLS
(ALL EXTERIOR WALLS ARE SHEAR WALLS)
AND ALL BLOCKING; Od AT 12 IN. D.C. ALONG
INTERMEDIATE FRAMING MEMBERS. NAILING
SHALL BE SPACED AT 3/8 IN. MIN FROM EDGE
OF PANEL.
B. LAY SHEATHING WITH FACE GRAIN AT RIG
ANGLES TO FRMG W/ END 'DINTS
STAGGERED (SEE TYP DETAIL.'.
C. BLOCK JOISTS SOLID AT ALL BEARING n
Iddium AE
STRUCTURAL ENGINEEMNG
635 WEST 5300 SOUTH, SUITE
203, SALT LAKE CITY, UT 84123
PHONE: ($Dlj 774�5101
FAX: (801) 974-5102
POPE REMODEL
18209 76TH AVE W
EDMONDS WA
CLIENT'.
TIEK DESIGN
GROUP
MAIN FLOOR
FRAMING PLAN
DESIGN TEAM
GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS
W 9 a
"a ` G T � ljRCETD
IR 1,R ]ED
EST
ARRHI
ML, . A.0'M
MLY C ANOUM
9 a 'o, i""'To
TE Of WiAINGTO
STPIUCTMAL ONLY
,COPYRIGHT ALL RIGHTS RESERVED
MOOPYR USEW—ROOVOTON
WPROENPERNlSSlONO
cv)
ARK, BBJ
t*-
C4
GEJ, ALG
I
`—OCT 15, 2019
P"T mn.
Oct 15,2019 3:28pm
jj lei
SHEET NO.
of
IS-101—
PERMIT SET
SECOND FLOOR FRAMING PLAN
1/4"=11-0.. � j 11 1 1 1 1
1 8 1 16'
0 10,
IROOF BEAM SCHEDULE
9 E
'�2'1'-
FOOTNI
1 2 (S)
I
I RB -3
10 1-&#' X 9-1 /Z'
EXTERIOR WALL FRMG SCEHDULE]
WALL
STUD
LUMBER
PERP.
PARA.
TYPE—
3
GRADE
FRMG
FRMG
2x4
1&'
DOUG FIR
V-W'
91-W.
2x4
12"
DOUG FIR
W-V
iop-w
2X6
16'
DOUG FIR
14�4"
14%6"
2x6
12"
DOUG FIR
I&-0"
1&-(r
1-Y4"x 6112"
'B"
1.55 E LSL
15'-0'
LSL STUDS
15-
1-31N, x 5-Ir-I
LSLSTUDS
'r
1.55 E LSL
1V-W
16'-S"
DBL2xS
is"
DUG FtIR1'84.."
8'-6"
DBL LSL
1-61
L.L
�SS E
'B'__
LSL 7-1/4"
W,
E L.L
2.'
NOTES:
TABLE DESIGNED FOR 115 MPH EXPOSURE'C'50
PSF FLAT ROOF SNOW LOAD
FRAMING PERP. To WALL ISHALL NOT EXCEED
45'-V'SPAN. CONTACT ENGINEER FOR MAX HT OF
STUDS SUPPORTING LONGER SPANS THAN 45'-D
MAX HT. REFERS To UN -BRACED WALL HEIGHTS.
FULL HEIGHT STUD WALLS WHICH ARE
BRACEDLATERALLY (TRUSSES OR RAFTERS) WAU
HEIGHTS MAY BE REDUCED TO THE POINTAT
WHICH THE FIRST LATERAL BRACE OCCURS.
SPECIAL STUD SPACING CONDITIONS TO BE
NOTED ON FRAMING PLANS.
lj5�� I KEYED NOTES
1. =REMOVED ASSUMED TO BE,NON-BRG.
BEAR NC
LT EOR IF WALLS ARE-
rDF') POST SCHEDULE
Q� �x I I
MARK I DESCRIPTION GRADEINOTES
DF-2 (2) STUD&TRIMMERS
DF-3 (3) STUDSITRIMMERS
DFA ) STUDSTRIMMERS DF#2
DF-4A 4x4POST DF#1 or STIR
DF-4A 4.6POST DF#1 or STIR
DF-6.6 6xSPOST DF#l.rBTR
A500-GR.B-46
TS-4.4 SS4x4xlW
NOTES:
POST SIZE IS MINIMUM RE9D. SIZE & G E
'TUFr
MAY BE INCREASED FOR ARCHITEC L
DETAILING OR CONTRACTOR PREFERENCE.
ADDITIONAL STUDS TO BE USED UNDER WIDE
SMS TO PROVIDE FULL BM BEARING
ALL BUILT UP POSTS SHALL BE BUILT FROM
STUDS TO MATCH WALL THICKNESS.
KEY'.
1. HEADER
2. FLUSH IN ROOF
3 SLOPED WITH ROOF
4 CANTILEVER END OF BEAM
5. T. 0. BEAM = B.C. TRUSSES/JOISTS
NOTES,
- DEEPER ANDIOR WIDER MEMBERS MAY BE
SUBSTITUTED OF SAME GRADE. OTHER
SUBSTITUT DNS SHALL NOT BE MAD.
I(
WRITTEN APPROVAL FROM ENGINEER.
ALL EXT. EMS (DECKS, ETC.) SHALL BE EXT.
GRADE & SHALL BE CLEARLY MARKED.
HEADERS 17'-V'WIDE @ GABLE END WALLS ARE
NOT REQUIRED WHEN STRUCTURAL GABLE
TRUSSES ARE USED.
SEE S-001 FOR REQUIRED BEAM GRADE.
FLOOR BEAM SCHEDULE
I SEr DESIGN CRITERIA FOR WADING
MARK
SIZE
OTI'IOTE
FS -1
FB -2
1��. LVL(Sl
FB -3
(2) !-W# X 11-70LVLS)
FB4
(3) IZ X 18. 1 in (8)
OR'AMGK26
.R
rel -5
(3) 1-3hV'Xlff'LVL(S)
O__
OR " S
KEY'.
1. HEADER
2. FLUSH IN FLOOR
3. DROPPED
4. CANTILEVER END OF BEAM
S. ALIGN WITH WALUPOST ABOVE
6. T.O. BM T.O. JOISTS
7. T.O. SIM 1-11T BELOW T.O. JOISTS
-DEEPER ANDIOR VODER MEMBERS MAY BE
r
'U S �TU ED OF AME GRADE. OTHER
U:�T T S
IS T TONS SHALL NOTSEMADEW/O PRIOR
I(
WRITTEN APPROVAL FROM ENGINEER.
ALL EXT. BMS (DECKS, ETC.) SHALL BE EXT.
GRADE & SHALL BE CLEARLY MARKED.
SEE S-001 FOR REQUIRED BEAM GRADE.
I I FLOOR FRAMING PLAN NOTES I
A. DETAILS ARE NOTED ON THE PLANS IN
TYPICAL LOCATIONS AND SHALL BE
REPEATED WHERE SIMILAR CONDITIONS
EXIST. SEE TYPICAL DETAILS AND GENERAL
NOTES.
B. SEE STRUCTURAL DETAIL SHEETS (S.5XX)
,OR STRUCTURAL NOTES & DETAILS.
C. PLACE 2 STUDS MINIMUM AT ALL BEAMS,
HEADERS AND GIRDER TRUSS BEARING
POINTS WITH SPANS GREATER THAN SIX
FEET, UNLESS NOTED OTHERWISE.
MULTIPLE STUDS AND COLUMNS SHALL
EXTEND CONTINUOUS TO FOUNDATION OR
SUPPORTING BEAM BELOW. USE MULTIPLE
SOLID BLOCKING AT FLOORS.
D. SEE FLOOR SHEATHING NOTES FOR FLOOR
SHEATHING SIZE & NAILING.
E. AT FLUSH BEAMS USE SIMPSON LEV SERIES
(WEB JOISTS) OR JB SERIES (WOOD JOISTS)
TOP FLANGE JOIST HANGERS EACHJOIST
U.N .0.
F. ARRANGE JOIST LOCATIONS AT BATHROOM
AND KITCHEN AREAS TO AVOID CONFLICT
WITH PLUMBING.
G. FLOOR JOISTS UNDER FIREPLACE HEARTHS
MAY NEED SPACING REDUCED AND/OR
SUBSTITUTED W1 LVL2s TO SUPPORTTHE
ADDED LOADING, VERIFY W/ ENGINEER.
H. HOT TUBS OR OTHER OWNER INSTALLED
ITEMS THAT IMPOSE HEAVY LOADS ON
STRUCTURAL MEMBERS WILL REQUIRE
ADDITIONAL ENGINEERING IF NOT SHOWN
ON ORIGINAL PLANS USED FOR DESIGN.
STRUCTURAL MEMBERS MAY NEED TO BE
INCREASED FOR THE ADDITIONAL IMPOSED
LOADING.
1. ALL LUMBER IN CONTACT WITH CONCRETE
OR MASONRY SHALL BE PRESSURE
TREATED LUMBER OR FOUNDATION
REDWOOD. ALL WOOD SUPPORT MEMBERS
EXPOSED TO WEATHER SHALL BE TREATED
OR PROTECTED TO PREVENT MOISTURE OR
WATER ACCUMULATION ON THE SURFACE.
I I FLOOR SHEATHING 2�i
A. TYPICAL FLOOR SHEATHING SHALL BE 3/4 IN.,
T&G APA RATED 4at24 EXPOSURE I
SHEATHING NAILED WITH 8d RING SHANK
NAILS AT 6 IN. D.C. AT ALL PANEL ENDS,
SUPPORTED EDGES, TOP OF SHEAR WALLS
(ALL EXTERIOR WALLS ARE SHEAR WALLS)
AND ALL BLOCKING: 8d AT 12 IN. D.C. ALONG
INTERMEDIATE FRAMING MEMBERS. NAILING
SHALL BE SPACED AT 318 IN. MIN FROM EDGE
OF PANEL.
B. LAY SHEATHING WITH FACE GRAIN AT RIGHT
ANGLES TO FRMG Wl END JOINTS
STAGGERED (SEE TYP DETAILS).
C. BLOCK JOISTS SOLID AT ALL BEARING
Iridium AE
STRUCTURAL ENGINEERING
635 WEST 5300 SOUTH, SUITE
2D3, SALT LAKE CITY, LIT 84123
PHONE: (801) 974-5101
FA)C (8011974-5102
POPE REMODEL
18209 76TH AVE W
EDMONDS WA
TIEK DESIGN
GROUP
SECOND FLOOR
FRAMING PLAN
DESIGN TEAM
GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS,
IRED
1.11
T.
'A"I"no:
ESURCTURALONLY
Y 16 2019
��ENT
G.P.YR......T-_AU_ RIGHTS RESERVED
VPRIOR Ml
ARK, BBJ
GEJ, ALG
cm
4111—NOV5,20`18
I
Go
V_
PL
NOV 05,2018 3:54p.
S-1 02
13
-PERMIT
SET
lin Fm"Loi"
goinkg
An
PLANS DOE
am 40 Of,) WE
(2) 2" x 9-1/Z'
STEEL PLATES
_,. T.R._ S LTC 12
T ... RED T.B
( ),.".'.S.,."LVLS
2T
.ITCH PLATES
_iii�71SED PLAN APPROVED
CITYOFEDMONDS NG DIVISION
r
'.7
PLAN
DATE
SECOND FLOOR FRAMING PLAN
1/4'1=11-011 I- I---- I - __ - L 1'6'
01 1 4' 8 111
EXTERIOR WALL FRMG SCEHDULE
WALL
STUD
LUMBER
PERP.
PARA.
TYPE
SPAC,G
GRADE
FRMIG
FRNIG
2X4
16"
DOUG FIR
Ir-O"
91-01,
2.4
IZ'
DOUG FIR
9'-0"
101-VI
2X6
16"
DOUG FIR
1,f-g'
1*6'
z(6
17
DOUG FIR
16'-U'
16-W
1_31w, x 5-112"
6"
1.56 E LSL
16-9'
1 V-U'
LSL STUDS
I-Wx5-
LSLSTUDS
12'
1 .55 E LSL
16'-6"
iv-91
DBL2x6
16'
DOUG FIR
18!-&'
8`6"
DEL LSL
V.
1_SS USL
�55 EE
Z
LSL 7-1/4-
6"
1 LSL
2&4r
21�O�P
NOTES:
TABLE DESIGNED FOR 115 MPH EXPOSURE'C' 50
PSF FLAT ROOF SNOW LOAD
FRAMING PERP. To WALL SHALL NOT EXCEED
46-0" SPAN. CONTACT ENGINEER FOR MAX HT OF
STUDS SUPPORTING LONGER SPANS THAN 45'-0
MAX HT. REFERS TO UN -BRACED WALL HEIGHTS.
FULL HEIGHT STUD WALLS WHICH ARE
BRACEDLATERALLY (TRUSSES OR RAFTERS) WAU
HEIGHTS MAY BE REDUCED TO THE POINT AT
WHICH THE FIRST LATERAL BRACE OCCURS.
SPECIAL STU DITiONS TO BE
CON
ON F=ING
NOTED PLANS.
KEYED NOTES
1. WALLS REMOVED ASSUMED TO BE NON-BRG'
CONSULT EOR IF WALLS ARE BEARING
2. SEE FLITCH PLATE DETAIL ON THIS SHEET
FOR CONNECTION REQUIREMENTS.
3. INSTALL (2) LS9(, CLIPS TO CONNECT EXIST.
EMS.
4. FRAME NEW 2X4 WALL INSIDE EXIST. GARAGE
WALL FOR SUPPORT OF WALL ABOVE.
CO ECT SILL PLATE TO EXIST FDN W/ SWO
X,.�N
I TITEN.D@3Z'O.C.
OF POST SCHEDULE
MARK i DESCRIPTION GRADEINOTES
DF-2
(2) STUDSrrRIMMERS
OF#2
DF.3
(3) STUDSfTRIMMERS
DF#2
DF-4
(4) STUDSrrRIMMERS
DP#2
DF-4A
4 x 4 POST
DPNI or STIR
DF-4.6
4.6POST
DP#I or BTR
DF-6.6
6 x 6 POST
DP#1 or BTR
TS-4A
HSS4x4xllV'
AS00-GFLB4S
NOTES:
POST SIZE IS MINIMUM REOD. SIZE & GRADE
MAY BE INCREASED FOR ARCHITECTURAL
DETAILING OR CONTRACTOR PREFERENCE.
ADDITIONAL STUDS TO BE USED UNDER WIDE
EMS TO PROVIDE FULL SM BEARING
ALL BUILT UP POSTS SHALL BE BUILT FROM
STUDS TO MATCH WALL THICKNESS.
ROOF BEAM SCHEDULE I
L 001NOTE9
(q2g) 2 X 8 (S)
R -21(2) X 11-71&'LVI48)
RBP -3 (2) 1-&4'X 9-IrZ LVIJS) 1 2
Ft �-� -1
1. HEADER
2. T.O. BEAM = B.O. TRUSSESIJOISTS
NOTES:
-DEEPER AND/OR WIDER MEMBERS MAY BE
SUBSTITUTED OF SAME GRADE. OTHER
SU13STITUTIONS SHALL NOT BE MADE WIO PRIOR
WRITTEN APPROVAL FROM ENGINEER.
-ALL EXT. EMS (DECKS, ETC.) SHALL BE EXT.
GRADE & SHALL BE CLEARLY MARKED.
HEADERS -71-VI WIDE @ GABLE END WALLS ARE
NOT REQUIRED WHEN STRUCTURAL GABLE
TRUSSES ARE USED.
SEE S-001 FOR REQUIRED BEAM GRADE.
FLOOR BEAM SCHEDULE
SEE DESIGN CRYTERIA FOR LOAD
MARK
SIZE
:OOTNOTE,
FB .1
(21-2XB(S)
1
M -2
(Q l-wg-X9-l/z.LVvS)
I
121 I-VVXll.71&'LVLIS)
2,5
(2) 1-W4'X 9-10 LVL[S) WITH (2)
FB 4
T FUTCH PLATES
3
(3) 1-W4!'Xlg'LVL(S)
FS -5
ORWIOX26
3 OR 4. 5
FS -6
6 X 12 TIMBER
6
FEI�
RX
fM)!NTl4VX_I1_11Z'LV"S)
2-
KEY:
1. HEADER
2 FLUSH IN FLOOR
3 T.O. BEAM T.O. JOISTS
4. T.O. 13EAM 1-10BELOWT.O. JOISTS
5. ALIGN WITH WALLIPOSTABOVE
6. DROPPED
NOTES:
- DEEPER ANDIOR WIDER MEMBERS MAY BE
BLEST TUTED OF SAME GRADE. OTHER
SUBSTUTIONS SHALL NOT BE MADE WIO PRIOR
WRITTEN APPROVAL FROM ENGINEER.
-ALL EXT. SMS (DECKS, ETC.) SHALL BE EXT.
GRADE & SHALL BE CLEARLY MARKED.
- SEE S-001 FOR REQUIRED BEAM GRADE.
-1
FLOOR FRAMING PLAN NOTES I I
A. DETAILS ARE NOTED ON THE PLANS IN
TYPICAL LOCATIONS AND SHALL BE
REPEATED WHERE SIMILAR CONDITIONS
EXIST. SEE TYPICAL DETAILS AND GENERAL
NOTES.
B. SEE STRUCTURAL DETAIL SHEETS (S-SXX)
FOR STRUCTURAL NOTES & DETAILS.
C. P E 2 STUDS MINIMUM AT ALL BEAMS,
HEADER13 AND GIRDER TRUSS BEARING
POINTS WITH SPANS GREATER THAN SIX
FEET, UNLESS NOTED OTHERWISE.
MULTIPLE STUDS AND COLUMNS SHALL
ONTINUOUSTO FOUNDATIONOR
SUPPORTING BEAM BELOW. USE MULTIPLE
SOLID BLOCKING AT FLOORS.
D. SEE FLOOR SHEATHING NOTES FOR FLOOR
SHEATHING SIZE & NAILING.
E. AT FLUSH BEAMS USE SIMPSON LBV SERIES
(WEB JOISTS) OR JB SERIES (WOOD JOISTS)
TOP FLANGE JOIST HANGERS EACHJOIST
U.N.O.
F. ARRANGE JOIST LOCATIONS AT BATHROOM
AND KITCHEN AREAS TO AVOID CONFLICT
WITH PLUMBING.
G. FLOOR JOISTS UNDER FIREPLACE HEARTHS
MAY NEED SPACING REDUCED AND/OR
SUBSTiTUTEDWILVU.TO SUPPORTTHE
ADDED LOADING. VERIFY W/ ENGINEER.
H. HOT TUBS OR OTHER OWNER INSTALLED
I r
T =MS THAT IMPOSE HEAVY LOADS ON
... _ U_L MEMBERS WILL REQUIRE
ADDITIONAL ENGINEERING IF NOT SHOWN
ON ORIGINAL PLANS USED FOR DESIGN.
STRUCTURAL MEMBERS MAYNEEDTOBE
INCREASED FOR THE ADDITIONAL IMPOSED
LOADING.
1. ALL LUMBER IN CONTACT WITH CONCRETE
OR MASONRY SHALL HE PRESSURE
TREATED LUMBER OR FOUNDATION
REDWOOD. ALL WOOD SUPPORT MEMBERS
EXPOSED TO WEATHER SHALL BE TREATED
OR PROTECTED TO PREVENT MOISTURE OR
WATER ACCUMULATION ON THE SURFACE.
FLOOR SHEATHING
A. TYPICAL FLOOR SHEATHING SHALL BE 3/4 IN.,
T&G APA RATED 4824 EXPOSURE I
SHEATHING NAILED WITH 8d RING SHANK
NAILS AT 6 IN. D.C. AT ALL PANEL ENDS '
SUPPORTED EDGES, TOP OF SHEAR WALLS
(ALL EXT RIOR WALLS ARE SHEAR WALLS)
AND ALL BLO KING; Ild AT 12 IN. D.C. ALONG
INTERMEDIATE FRAMING MEMBERS. NAILING
SHALL BE SPACED AT 3/8 IN. MIN FROM EDGE
OF PANEL.
B. LAY SHEATHING W TH FACE GRAIN AT RIGHT -
ITF
ANGLES TO FRMG Wl END JOINTS
STAGGERED (SEE TYP DETAILS).
C. BLOCK JOISTS SOLID AT ALL BEARINcRE
mt>
%
Hdium AE
STRUCTURAL ENGINEERING
&35 WEST 5300 SOUTH, SUITE
203, SALT LAKE CITY, LIT 84123
PHONC-.(801)974-5101
FAX'. (801) 974-5102
1-01.
POPE REMODEL
18209 76TH AVE W
EDMONDS WA
TIEK DESIGN
GROUP
I ..Ea nIE: I
SECOND FLOOR I
FRAMING PLAN I
DESIGN TEAM
GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS
908' 'REGISTERED
I
ARCHI CT
I e
ML, . '0]
M
MLY C. ANGUM
0 0,
F WASHINGTO
STBUCTI MAL ONLY
COPYRIGHT- ALL RIGHTS RESERVED
078COMIGH- USEMRREPMOUCMN
OENPFWISSI0NONLY
Co y: ARK, BBJ
1%ft __ GEJ, ALG
C4
1 -OCT 15, 2019
co
IILOTOA�:
Oct 16. 2019 3:28p.
S-102-
'PERMITSET
BLIW%EIlll
.,W.TN
ROOF FRAMING PLAN
01 4' 10, 16
EXTERIOR WALL FRMG SCEHDULE]
WALL
STUD
LUMBER
PERP.
PARA*
TYPE
S
GRADE
FRMG
2X4
IV'
DOUG FIR
_FRMG
8'4'
W-W
2X4
IZ'
DOUG FIR
W-V
iv-0"
2xS
IS'
DOUG FIR
14W"
W-W
2.6
12'
DOUG FIR
16-V
IV-&'
1-31,V'x 5-la"
IV
1.55 E LSLI
IVV
LSL STUDS
1-31W'x 5-11Z'
LSL STUDS
lr
1.55 E LSL
lv-w
16-T
DBL 2x6
DOUG FIR
IV-&'
18'-W
DBL LSL
�16.t
IV'
1.65 E LSL
IV_(yl
iw-v
LSL 7-1/4"
161,
1.65 E L
LS
LSL
20'-V
20-Y'
NOfii.
TABLE DESIGNED FOR 115 MPH EXPOSURE'C' 50
PSF FLAT ROOF SNOW LOAD
FRAMING PERR TO WALL SHALL NOT EXCEED
".. SPAN. CONTACT ENGINEER FOR MAX H OF
STUDS SUPPORTING LONGER SPANS THAN 4;_o
MAX HT, REFERS TO UN -BRACED WALL HEIGHTS.
FULL HEIGHT STUD WALLS WHICH ARE
EIRACEDLATERALLY (TRUSSES OR RAFTERS) WA I
HEIGHTS MAY BE REDUCED TO THE POINT AT
WHICH THE FIRST LATERAL BRACE OCCURS.
SPECIAL STUD SPACING CONDITIONS TO BE
S
NOTED ON FRAMING PLANS. I
—DF')
POST SCHEDULE
ARK
DESCRIPTION GRADE/ NOTES
DF-2 1(2)
STUDSITRIMMERS
DF#2
OF-3
) STUDSITRIMMERS
DF#2
DF-4
(4) STUDSrrlRIMMERS
DF#2
DF-4.4
4x4 POST
or
DF-4.6
4xSPOST
_DF#I
DF#I a BTR
DF-6.6
GxSPOST
DF#1 or BTR
TS4.4
HSS4x4xlle
A600-GR.B-46
NOTES:
POST SIZE IS MINIMUM REaD. SIZE & GRADE
MAY BE INCREASED FOR ARCHITECTURAL
DETAILING OR CONTRACTOR PREFERENCE.
ADDITIONAL STUDS TO BE USED UNDER WIDE
BMS TO PROVIDE FULL BM BEARING
ALL BUILT UP POSTS SHALL BE BUILT FROM
STUDS TO MATCH WALL THICKNESS.
KEYED NOTES
I. GIRDER TO SUPPORT EXISTING TRUSSES
IROOF BEAM SCHEDULE
I MARK ISIZE
RB-1 (2)-2X8(8)
I Rp -21(2) l-W4"XII-7
RB-3 0 I-W4' X 9-111,
KEY'.
1. HEADER
2. FLUSH IN ROOF
3. SLOPED WITH ROOF
4. CANTILEVER END OF BEAM
5. T.O. BEAM - B.C. TRUSSESIJOISTS
NOTES:
- DEEPER ANDIOR WIDER MEMBERS MAY BE
SUBSTITUTED OF SAME GRADE. OTHER
SUBSTITUTIONS SHALL NOT BE MADE W10 PRIOR
WRITTEN APPROVAL FROM ENGINEER.
-ALL EXT. BMS (DECKS, ETC.) SHALL BE EXT,
GRADE& SHALL BE CLEARLY MARKED.
HEADERS <'-O" WIDE @ GABLE END WALLS ARE
NOT REQUIRED WHEN STRUCTURAL GABLE
TRUSSES ARE USED.
SEE S-OD1 FOR REQUIRED BEAM GRADE.
ROOF FRAMING PLAN NOTES
A. DETAILS ARE NOTED ON THE PLANS IN
TYPICAL LOCATIONS AND SHALL BE
REPEATED WHERE SIMILAR CONDITIONS
EXIST. SEE TYPICAL DETAILS AND GENERAL
NOTES.
B. SEE STRUCTURAL DETAIL SHEETS FOR
STRUCTURAL NOTES & GENERAL USE
DETAILS.
C. SEE DESIGN PLANS FOR DIMENSIONS. DO
NOT SCALE STRUCTURAL DRAWING$.
D. SEE TRUSS NOTES FOR ROOF TRUSSES
LOADING AND SPECIFICATIONS. SEE ROOF St
SHEATHING NOTES FOR ROOF SHEATHING
SIZE & MAILING. BOTH ON 8.001
E. PLACE 2 STUDS MINIMUM AT ALL BEAMS,
HEADERS AND GIRDER TRUSS BEARING
POINTS WITH SPANS GREATER THAN SIX
FEET, UNLESS NOTED OTHERWISE.
MULTIPLE STUDS AND COLUMNS SHALL
EXTEND CONTINUOUS TO FOUNDATION OR
SUPPORTING 13EAM BELOW. USE MULTIPLE
SOLID BLOCKING AT FLOORS.
F. COORDINATE ALL TRUSS CONFIGURATIONS
W/ DESIGN PLANS. SEE ROOF TRUSS NOTES.
G. OVER BUILT AREAS ARE SHOWN SHADED.
SEE OVER BUILD DETAIL(S).
H * ALL TRUSS RANGERS TO BE SPECIFIED BY
TRUSS MANUFACTURER.
X
z
0
z-------
d
Iridium AE
STRUCTURAL ENGANEERING
635 WEST 5300 SOUTH, SUITE
203, SALT LAKE CITY, UT 84123
PHONE: (801) 974-5101
FAX.. 1801) 974-5102
P-1
POPE REMODEL
18209 76TH AVE W
EDMONDS WA
TIEK DESIGN
GROUP
ROOF FRAMING
PLAN
DESIGN TEAM
LEAD: GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS
ED
Amw"'T,
8 U,
16 2019
G DEPARTMENT
RESERVED
D— ` ARK, BBJ
CHECKED- "-GEJ, ALG
IME DATE: NOV 512018
co
Nm 05, 2018 3:54pm
EHEETN.-
-'7A—
-103
__
PERMIT SET
MAIN FLOOR SHEAR WALL PLAN
01 2 16, 20'
UPPER FLOOR SHEAR WALL PLAN
1/8"=11-0.. ___ - - __ - L i , 3'2'
0. 2' 81 16' 20
KEYED NOTES
1. WALLS REMOVED ASSUMED TO BE NOWBRG.]
CONSULT EOR IFWALLS ARE BEARING I
ISHEAR WALL PLAN NOTES
A. ALL HD AND ST CALLOUTS SHOWN SHALL BE
INSTALLED AT BASE OF SHEAR WALL SHOWN
13. SEE SHEAR WALL NOTES AND NAILING
REQUIREMENTS ON S-001
C. DETAILS ARE NOTED ON THE PLANS IN
TYPICAL LOCATIONS AND SHALL BE
REPEATED WHERE SIMILAR CONDITIONS
EXIST. SEE TYPICAL DETAILS AND GENERAL
NOTES.
D. SEE STRUCTURAL DETAIL SHEETS (S-SXX)
FOR STRUCTURAL NOTES & GENERAL USE
LS.
E. SEE DESIGN PLANS FOR DIMENSIONS. DO
NOT SCALE STRUCTURAL DRAWINGS.
F. .,STRAP OPENINGS" INDICATES PERFORATED
SHEAR WALL THAT REQUIRES STRAPS AT
OPENINGS. SEE SHEAR NAILING ON S-001.
<�>
F-
STRAP TIE SCHEDULE
RK
TIE
TYP LOC
I ""
TENSION (LBS1
FAOTF*NER5 I
RF0UIRFn
NOTES
ST-1
CS16
FLOOR TO FLOOR
1705
(20) 10d
IVENDLENGTH
ST-2
C814
FL02E LO EL02E
Ng�
(26) 10d
15" END LENGTH
E OR To FLOOR
524
(40) 16d
F OR TO FLOOR
56405
(14)I14"x2-I/Z'SD$
V'MMBR REOI)
ST4
HDU8
FLOOR TO FLOOR
6766
(20) IW x 2-1/r SIDS
T'MMBR REUD
HOLDOWN SCHEDULE
MARK MODELN ME MIN MEMBER A.& A.U. MAX
MBERTHK FASTENERS DIA EMBED(tc) LOAD(LBS)
HD-1 DTTIZ 1-112" (8) 1=1-11r 3/8' W. 910
HD-2 DT72Z 3" (8) SDS 1/4'XI-1/2' 1/2" 61 2145
LSTHD8 (RJ) 3" (16)16dSINKERS 1610
HD-3 HDU2-SDS2.5 3" (6) BIDS VWX2.!M" 5181 ir 3075
STHD10 (RJ) 3' (20) 16d SINKERS 2175
HD4 HDL_ SD(S 1" (10)SDS11WX2-Iff' 11. 12' 6
ST.
D14 3' (24) 16d SINKERS 3 N 1�1
HD-5 HDU&SDS2.6 3" (14) SCIS 1XX2-Ia' 5/w. 12" 5645
3- (20) SDS VWX24/2 7/9' il S� 6765
HD-7 HDU1I-SDS2.5 5-1W (30) SDS 11,V'X2-112 V is" 9335
NOTES:
ALL HOLDOWNS ARE SIMPSON BRAND. EQUIVALENT STRENGTH HID MAY BE USED.
STRONGER HOLDOWN MAY BE USED; HD-2 MAY BE USED IN LIEU OF HD -I
MULTIPLE OPTIONS FOR HD-X ARE SHOWN TO ALLOW CAST IN PLACE OR POST INSTALLED
HOLDOWN
(RJ) INDICATES USE OF STRAPS AT RIM JOIST APPLICATION. NOT REQI) FOR ALL APPLICATIONS
VALUES SHOWN FOR TENSION ARE FOR 8" MIN FDN WALL THICKNESS.
I> I SHEAR WALL SCHEDULE
MARK SHTO NAILING STAPLES — A'B* I SOLE PLATE NOTES
I —ED—GE—s T sizE I EDsEs I FIELD SPCG TO RIM JST
SW-1 7116" 8do(M S!, ' 2X
.0 Ir O.C. led (g w O.C. 16"S
IY27 W. o-C. OT.UDSfi
C.M
ESW2 Sd 4" 16d @ W' O.C. 2X STUEM
S
7116! 0% 12"O.C. %" 25'O.C. 8"O.C. 3Z'O.C. 16 O.C. A
SW_
SW-3 7116. 8d 3" - O.C. 3X Ds
12"O.c. IV r O.C. 8"O.C. 32* O.C. 16d@4 PA STU
NEL ED S
SW_
SW-4 7/16" 8dQr 16d @ 3. O.C. 3X DS
P_ O.0 Ir O.C. 24"O.C. PASTU
NELEDG%S
SW-5 15132., 1OC122" 12- O.C. DO NOT USE STAPLES 16- O.C. 16d @ Z'O.C. 3X STUDS @
0 — PANEL EDGES1
iz, O.C.
Bd
7 6
NOTES:
-ALL SHTG TO BE APA RATED
JIBOTH SIDES" INDICATES SHTG IS REQUIRED ON BOTH SIDES 0 F WALL
's; � D, S M* A**Y' BE` R* E, P, L-A*C-E-D * W"i-D SL. *2-X "S T" U DS* S, T-1 T _CH- N*A I *L-ED,-
z
0
J,
'11.,� 'It1q,
..............
Iridium AE
STRUCTURAL ENGINEERING
635 WEST 5300 SOUTH, SUITE
203, SALT LAKE CITY, UT 84123
PHONE: (801) 974-5101
FAX. (801) 974-5102
POPE REMODEL
18209 76TH AVE W
EDMONDS WA
TIEK DESIGN
GROUP
ETTITLE:
SHEAR WALL
PLANS
DESIGN TEAM
LEAD, GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS
, W"TNOT
WTC
—.A
EEURCTLIRAL ONLY
W 16 2019
LN2M 5NT
j,.00P.y,R1,G,CT - _A1L.1.1ft`TS.R&1MD
V PROR ��EN PERM-iSSION
ARK, BBJ
,CHECKED BY' GEJ, ALG
lc�l ME —NOV 5, 2018
PLOT—
Nw 05, 2018 3:54Pm
E -ET
S-104-
PERMIT SET
z
0
J,
'11.,� 'It1q,
..............
Iridium AE
STRUCTURAL ENGINEERING
635 WEST 5300 SOUTH, SUITE
203, SALT LAKE CITY, UT 84123
PHONE: (801) 974-5101
FAX. (801) 974-5102
POPE REMODEL
18209 76TH AVE W
EDMONDS WA
TIEK DESIGN
GROUP
ETTITLE:
SHEAR WALL
PLANS
DESIGN TEAM
LEAD, GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS
, W"TNOT
WTC
—.A
EEURCTLIRAL ONLY
W 16 2019
LN2M 5NT
j,.00P.y,R1,G,CT - _A1L.1.1ft`TS.R&1MD
V PROR ��EN PERM-iSSION
ARK, BBJ
,CHECKED BY' GEJ, ALG
lc�l ME —NOV 5, 2018
PLOT—
Nw 05, 2018 3:54Pm
E -ET
S-104-
PERMIT SET
DESIGN TEAM
LEAD, GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS
, W"TNOT
WTC
—.A
EEURCTLIRAL ONLY
W 16 2019
LN2M 5NT
j,.00P.y,R1,G,CT - _A1L.1.1ft`TS.R&1MD
V PROR ��EN PERM-iSSION
ARK, BBJ
,CHECKED BY' GEJ, ALG
lc�l ME —NOV 5, 2018
PLOT—
Nw 05, 2018 3:54Pm
E -ET
S-104-
PERMIT SET
FOUNDATION SCHEDULE UTAH AMENDED FDN SCHED TOP EDGE SUPPO
FOUNDATIONWALL REINF STEEL FOUNDATI REINF STEEL FLOOR or ROOF
MAX HEIGHT THICK VERT I HORIZ MAX HEIGHT THI K VERT KORIZ F ING DIAPHRAGM
NO TOP [6" MIN #4 @ 32" (2) #4
TOP EDGE 8" MIN 1 #4 @ 16" 1#4 @ IZ' 2' EDGESPIRT #4 @ 24" (4) #4 T.O. FQN :OMNT PRESSURE
41 6" MIN
-71i-.�-SUPPORT SEE RETAINING WALL OTIS 6' GE " MIN #4 @ 24" (5) #4 TREATED SILL PL
...... , TOP CRAWL
#4 @ 16" #4 @ 12" ED , 9-*�- j ,
0 TED SPACE -111-111-
91-10, w 8" MIN #4 @ 12" #4 12" (6) #4 7.CK HORIZ REINF -
w FILL I I-BACK-11 (1) BAR WAN TOP 4".
'T-
#5 @ 12" #4 IV' (1) BAR W/IN OT 4".
#4 @ 6" #4 @ 12"
NOTES: TO USE ummAm S
8" MIN OTHERS@ ED SPACE
1. BACK FILL SHALL BE SOIL CLASS, TYPE GW, GP, 9]- -
#4 @ lV1 SW OR SP, PER IBC TA13LE 1810. 1, CLEAN GRAVEL, =1 I
L��nI �,,r =� I VERT REINF -
#5 @ 12"
lz 1011MIN #5 @ V #4 @ IV' SAND, OR GRAVEL -SAND MIXES, WELL OR PnnRI Y
@ CTR OF WALL EXTEND
112' SEE TALL FDN RACED. BACKFILL CANNOT, BE CLAY OR CLAY MIXES. w
DETAILS MAY NOT BE USED WHERE THE DIFFERENCES IN TO WAN 3" (MAX) 1 Y? (Mil'
REINF FREE STANDING FDN (NO BACKFILL 2 NO TOP EDGE SPIRT
6RADE FROM ONE SIDE OF STRUCTURE TO THE OF TOP OF WALL
.EITHER SID= EQUALLY BACKFI1 I ED OTHER IS MORE THAN 5 FT. T,O. FD
EA SIDE SA TYP MAX HT FWI kL OF LOCAL BUILDING OFFICIAL REDD. OWLS TO
NOTES: - - - - - - - - - - - - - MATCH VERTS
�RA`
.PA1
1. BASED ON 3,000 PSI CONG AND 60,000 PSI
FDN b NOTESAPPLICABLETO
RE 7E.K � 3
IMF. - - - - - - - - - FILL ALL THREE SECTIONS
Ir -"STEP '�Z� �F
NSET SILL PL & FRIAG FOR MIS VENEER. II- HERE' T. FDN w I T.O. DWIL
WID ER FDN THICKNESS REDD FOR �4" MAS m ` I T*"
.FDN
VEN ER LEDGE. T. of 4" MIN SLAB
3. SILL PL SHALL BE FASTENED W/A.B. AS m - ICKNESS
P m - GRADE LAB ON GRADE
INDICATEDIN LAN& SHEAR WALL SCHEDULE. ff E1:1
:I T 6 FT u
SEE FDN & SILL P E NOTES. L
4. RETAINING WALLALT U- K 11) MAX I
TYPE FTG & FON MUST BE ji. (BAC mi IT mA
T.O. SLa J.-Til Hit ! 1�r�m I T.O. FTG
_f INSTALLED WHERE TOP OF FDN IS NOT
SUPPORTED W1 FLR OR ROOF DIAPHRAGM. FDN' 9"X20" MIN w/ (2) #4XCON
RETAINING WALL FDNS REQUIRE: WIDER FTGS, EDULE
ADDL REINF & SPECIAL PLACEMENT OF REINF MINZ-V'X SECTIONS SEE PLAN & SCH
& DI RECOMMEND THAT FDN WALL CONT FTG OUNUATION REINFORCEMENT
MAINTAINS FULL HT UN IL MAX HT OF BACK FOUNDATION ELEVATION FOUNDED BELOW NO SCALE
FROST DEPTH THIIS -L - RESID-AL CONVRU=ON ONIN
SOLID BLOCK ALL POSTS FROM 10d.NAIL l6d @ 6" O.C. (MAX) PL TO RIM JST INTERFERING D . LOTS &PIPING
ABOVE TO BEARING BELOW T& RIM JST SEE SHEAR WALL SCHEDULE
SOLID COMPOSITE RIM JST DBL TO JST 2x STUDS @ le. O.C. (TYP)
M'i�j
RIM JET OR 2X4 "SQUASH BILKS" 2X4 FLAT NAILERT&B
REQD FOR THREE STORY PERIMETER NAILING ALT BLOCKING
WOOD WST - (SEE PLAN) W/
(2) 8d TO SILL PL EACH JST
TYP ALL BEARING POINTS SOLID WST BLKG 0 3Z' O.C. PERP TO RIM JST @ 1ST (2)
JST BAYS W/ (2) 10d TO SILL PIL & 8d @ 4" D.C. FLR SHTG TO
BLKG - SEE BLOCKING PLAN- NOT REQD AGAINST GARAGE
NO NAILS CLOSER
THAN 1)/2" FROM LAP EXT SHTG OVER JOINT BETWEEN PLATE & RIM
END OF JST - NO OR ATTACH SOLID COMPOSITE RIM JST W/
16d COM - DRIVE SIMPSON LTP4 @ 24�' D.C. OR WST RIM W1 1 Od @
NAILS@ ANGLE 2,V'O.C. EACH SIDE (I-JST RIM SHOWN)
BAR LAP ev, MIN
24" MIN EMBED
OWLS TO MATCH HORIZ FDN REINF
EXISTING FDN
& FDN
NEW FTG
(2) OWLS MIN TO EXISTING FTG
N . D
11E P-1-
THE
�p
T F
MIN MEMBER
THIC NESS
14 P R HOLDOWN
SCHEDULE
NEW FDM -t- EXISTING FDN
NOTES:
1. NeW FTGS & FDNS SHALL STEP DOWN TO MATCH BEARING ELEV OF
EXISTING UNLESS NEW FTG & FDN IS LIGHTLY LOADED ((I) STORY MAX).
2. WHEN NEW FTG IS DEEPER THAN EXISTING, FOR FROST DEPTH, ETC. NEW
FTG SHALL UNDERCUT I SUPPORT EXISTING FTG APPROXIMATELY 4". A
.... ......
�IT'TJN, G H*CLE-0* R, -INS T*A*L'LW'1`EPO*X*Y,'
4. AT NO TfME SHALL EXIST. FTG & FDN BE UNDERCUT IN A MANNER THAT EI . M.-IN LL
WILL CAUSE INSTABILITY W/O ADEQUATE TEMPORARY SUPPORT. F, PSONSSTB.ASTM
554, THREADED ROD
W1 (2) NUTS & WASHER.
NEW FTG & FDN TOEXISTING (�r�� BE HOLDOWN SCHED
) FOR SIZE A D EMBED.
NO SCALE k 4 ) IR SIZE A
48" MIN TOP PL SPLICE
\_16d 0 470
STAGGERI
(2) 16d EACH SIDE OF
BREAK IN T&S PL
TOP PL SPLICE
NOTES:
1. INSTALL SIMPSON STS236
WHERE TOP PL SPLICE IS NOT
IT
INSTALLED AS SHOWN
2. SPACE SPLICES 8�0"MIN
APART
COL TOP PIL CORNERVION
CORNER VIEW
-ie-CORNEROR
F- JOG IN FDN
ZXCONT PRESSURE
IL BLOCKING PLAN
NOTES: SIMPSON ITS TYPE TOP
R ALUMINUM FLASHING - PROVIDE l.SEEFDNWA1L&FDN >rHINFOET FLANGE JST HANGER
DRIP LEG @ EXTERIOR 8
Y2 2. DIMENSION LUMBER IS NOT SUITABLE WOIST FRAMIN FDN
. . . . . . FOR USE AS RIM BOARD Wt WOOD- I JOISTS -SEEPLAN
CONCFDN NO SCALE A BEAM
TIE LOCATIONS 5-
14" MIN EDGE
DIST. (TYP)
NOTES:
1. ALIGN TIES Wt END STUDS,
WINDOW I DOOR OPENING
TRIMMER& SEE PLANS FOR
LOCATIONS.
2. ALTHOUGH DIMS MAYBE GIVEN
ON PLANS FINAL PLACEMENT IS
THE RESPONSIBILITY OF THE
CONTRACTOR.
3. TIES MAY BE INSTALLED OVER
SHEATHING.
4. SEE STRAP TIE SCHEID FOR SIZE &
RECID FASTENERS.
3X OR 4X POST OR (2) -1
ZX STUDS Wt 1 Od @ 8"
O.C. EACH FACE FULL
HEIGHT TYP
TIE CONNECTOR SEE
PLAN & SCHED.
FLOOR SHEATHING
THREADED ROD
el... FOR HTTS)
DBL RIM JOIST OR
ADDED SOLID
BLOCKING @ TIES
SEND TIE UNDER &
ONTO BACK FACE 7MIN
FULLY NAIL W/ 10d
DR TIE /b
NO SCALE k
LAP TOP PL OR SIMPSON
1212L a CORNER
MIN 318!'WOOD STRUCTURAL PANEL
VVI Sd @ 3" O.C. - (2) ROWS
STAGGERED EACH SIDE VERTICAL
LEG, SILL PLATES, & PANEL JOINTS
OF PORTAL FRAME
AT CENTER PIERS INSTALL CS16 STRAPS
ON BOTH INT & EXT FACE OF WALL
SIMPSON CS16 COIL STRAP X 24" MIN
W/ (13) 8d MIN EACH END OVER OR
UNDER SHTO @ INSIDE OR OUTSIDE
FACE OF WALL
NAIL TOP PIL TO BOT OF BM W/ (2) ROWS
16d SINKERS @ Y 0 - C - STAGGERED MIN
HEADER T'X`11-114�' (NET)
3X MIN POST OR (2) 2X STUDS -
FACE NAIL W1 10d @ 8" O.C. EACH
FACE FULL HEIGHT
(2) 2X BLKG @ HORIZ JTS- FACE NAIL W1
10d @ 8" O.C. EACH FACE
FOR ADJACENT IN -LIME DOORS AT CENTER
PIER, BREAK SHORT SPAN DOOR NOR @
TRIMMER STUDS & ADD 2ND COIL STRAP
GARAGE PORTAL FRAME HDRI/-,=
NO SCALE \1�
8 = BEST
PRACTICE EXTEND LEDGER BOLTS THRU MASONRY
VENEER WHERE APPLICABLE
INSTALL MIN (3) PER DECK, SIMPSON
DI
I slog F WR S
V01 IMPSON SDS 1/4 x 3-l/I 6" D.C.,
L NOR STAGGERED TOP & BOTTOM TO RIM ROIST.
V NOTCH RG WALL DECK JST W/ SIMPSON ITS HGR
IN DECKING
IF e > 2d ADD 2nd TIE JST TO SIM W/ SIMPSON
PAIR OF BRACES HI OR H2.5 @ 48" OC MAX
d e BRACE T.O. JSTS W/ CS16
NOM BRACING W1 (2) 10d MIN @ EACH JST
NOT REDO WHEN
DECK HAS SH
DECK BRACING PLAN HOUSE
DECK LEDGER
NO SCALE
r �A
FULLY SHEATH
---%,
SOLID BLKG @ 8-4- MAX
LOW ROOF
MAX SPA 2X6 OR 2X8 JOISTS
@ 24" O.C.
PERIM NAILING
2X PONY WALL CONT,
FULL WIDTH OR MLTPI
ACROSS TRUSSES OR ZX
"KICKERS!"AY PLYIND
ZX CONT PLATE(S)
GUSSET ATTACHEMENT
UNDER HEEL & TOE
TO OVERBUILD JST.
OVERBUILD JIST
EXTEND TO LOW TRUSS
LOWROOF
PANEL POINTS
TRUSSES
FULLY SHEATH
LOW ROOF
ROOFSHTG
PERIM NAILING
FULLWIDTH RMLTPL2XCONT
PLATE(S) UNDER HEEL & TOE_
LOW ROOF TRUSSES TOE NAIL W1 (3) 8d MIN
jCWROOF USSES
MOTE: FOR OVERBUILD RIDGE & HIP BUS USE (1) MSR ONE SIZE LARGER
FOR SNOWILOADS . 100 PSF BUT � 200 PSF USE 2xl2s @ 24"O.C. FOR OVERBUILD.
ROOF OVERBUILD
NO SCA
SHEAR WALL SHTG CONT TO HIGH ROOF
FROM FDN OR FLR FRMG BELOW
2x BLOCKING
8d@4-OC 2X CONT LEDGER W/ (2) 1/4!'x 4.1/Z'SDS
SCREWS @ EACH STUD
. -� 2X NAILERS @ V-O" O.C. W1 (3) 1 Od'S @ EACH
PARALLEL TO WALL
END - ALIGN W1 STUDS
;.............................
d @ 4" O.C.
ZX CONT LEDGER W/ (2) 1/4" x 4-10 SDS
SCREWS @ EACH STUD
FUR FRMG & SHTG SEE PLANS & NOTES
LOW ROOF
TRUSS -SEE
JST HGR EACH TRUSS - INSTALL SOLID
PLAN
BLKG WHERE REDD - SPECIFIED BY
TRUSS MFR
LOW SHEAR WALL OR
SUPPORT BEAM (SEE PLANS)
PERPTOWA"
LOW ROOF @ SHEAR WALL
M
NO SCALE
THIS - FOR RESIDE- C ONLY
SOLID BUNG REGO III
HOLDOWNS ND_5
ANDIAROER
WALLA CHORI*
.. ........
(2)112
BOLTS OR TITEN
HD(INTE IOROR
EXTERIOR OF FDN
WALL)
...................
INSTALL�TI2,N
s E 5
%.bl= I(J.1 PIPE & STRA
"PLWIDTH 6d EKAAFEbND) i
NONE, S UPSON STRAP EACH SIDE
,. W
TOP PLATES S L
L
DRILLED AND N ED DEIL TOP P
WHENEVER POSSIBLE TYP WALL STUDS
VERIFY SIZE & LOC C
PIPE W/ ARCH., MECH.
& ELEC. DRAWINGS
TOP PIL SPLICE 0 PIPE
- - - - - - -i-qO4,96JOISTS -
;6; w-AMGES*1;8"
WOOD - I BUKG OR 2X BILOCKS W'
TALLER THAN JOISTS) REQD 0 INT
WALLS W/ LOAD BEARING WALLS ABOVE
WOOD - I BLKG REQD @ INT S.W. -
WOOD - I BLKG NOT RECID OVER INT BRG
WALLS W! NO BRG WALL ABOVE
NOTE: CONTRACTOR SHALL FOLLOW ALL
INSTALLATION GUIDELINES OF ENGR
WOOD PRODUCTS MFG
2x STUDS @ IS' D.C. (TYP)
SEE ADDITIONAL NOTES ON
INTWALL WOIST FRAMING@ PON DETAIL
I -JOIST FRAMING Q FRAMED WALLS
NO SCALE
-M-5
PERIMETER ROOF SHTG NAILING
10d @ 4" O.C.
2x4 SLKG W1 (2) 16d
)4
FIVE PER DESIGN DWGS
2x4 @ 24"O.C. MAX
D
@ EA CH EN,
GA13LE END TRUSS W/ VERT
(6) 16d
WEB MEMBERS 0 24" D.C. MAX
MIN
1
BRACE - 2x4 VERT DIAG
A34 EACH SIDE OF BRACE
SHEATHING W/Y." GAPS
A
INDICATES PERIM SHTG NAILING
SEE S.W. SCHED
WHEN BRACE LENGTH
EXCEEDS 6`0" ADD 2x4 (FLAT)
& NAIL W1 l6d ji 8" D.C. OR
NAIL BRACE TO TRUSS WEBS
SECTION A
T.O. GABLE END WALL TO SLOPE
TO MATCH BOTTOM CHORD OF
TALT
D.C.
tj
SCIS OR TRUSSES.
SRACE
BRACE I
ALT (K-BRACINGI 2x4
HORIZ DIAG - INSTALL BRACE ON
T.O. BOTTOM CHORD W1 (2) 16d @
EA. END & EA. TRUSS- INI
LTERNATE B ICING
w
AS VERT BRACE
MAX S, IF IF v h w
-, , , .
r T IF
2x4 NAILER W1 A34 EACH SIDE TO
TOP PLS
2V-
GABLE WALL
(5) OR MaBBLMCEES (3)BRACES (1)BMCE
__.@
G
E No BRACE SPACING
NO SCALE
'LE
WOOD-1 JSTS WITH
SOLID BLOCKING
BETWEEM JOISTS
REDD W? BRG WALL
ABOVE
WOOD-t JSTS WITH
SIMPSON MIT JOIST
HANGER EACH JOIST
- SEE PLANS
FLUSH
FRAR
SHOI
INSE
MAS(
VENE
(2) 2X STUDS - FACE NAIL W1
I Od @ 8" D.C. EACH FACE FULL
HEIGHT
MIN /8" WOOD STRUCTURAL PANEL
W1 8d @ 3" O.C. - (2) ROWS
STAGGERED EACH SIDE VERTICAL
.EG, SILL PLATES, PANEL JOINTS
)F PORTAL FRAME
�IMPSON STHD14 HOLDOWN AT
ACH END OF PORTAL FRAME
�EE FDN & SILL PLATE NOTES
!ECESS T.O. FDN & INSTALL
,ONT FTG @ DOOR OPENINGS
NOTES:
1. SEE FTG & FDN PLAN & DTLS FOR REINF
2. H.D.'S MAY BE INSTALLED OVER SHEATHING.
GARAGE PORTAL FRAME @ FOUNDATION,/-,
HIS -FORRESID-CONSTRUCTIONIONLY NO SCALE k I
SA- SIMPSON C814 X SIM WIDTH 132"
W/ (15) 10d EACH
END BACK SIDE
l6d @ 3" O.0
*""MULTI
EACH SIDE
STAG13ERED
USE SIMPSCN SC-� I y I
FULL HT
W(POSTII BOVE
STUDS
EACH SIDE
SIMPSON CCO
-STUDS
OR POST
SIMPSON ACE
NOTES:
1. SEE PLAN FOR BEAM, COL &
POST SIZE & LOCATIONS.
2. ALTERNATE COL CAPS &
MANGERS MAY BE USED
PROVIDED THEY ARE RATED
FOR REDO LOADING. EQUAL
fy
CONNIS FROM OTHER MFG.
fop
MAY BE SUBSTITUTED.
05f 5
3. SHOP FABRICATED CONN M B
501, VA
10,01
USEDASALTTOT BE H
601014
SHOP DWG & EN E IE REC
oAP'
CINSTALLALL STENERSPE
MFG. SPECS.
WOOD BM TO WOOD COL
S. CONTRACTOR TO COORDINA I IE
ALL FINISH BRG ELEV & SIZE If DIMS
OF MEMBERS & CONNECTIONS.
>NSTAUL SIMPSON CSISX2,V Wt
(11) IDd EACH END WHERE BEAMS
WOOD BEAM /C,OLUMNr,
SPLICE @ COLUMN CONNECTION.
NO SCALE
NOTES:
INSTALL FULL HT SOLID
1. ROOF SHTG NOT SHOWN. SEE ROOF BLKG BETWEEN EACH
SHTG NOTES FOR SIZE & NAILING
L
TRU S BLKG MAYBE
-gT
� N E ED OR DRILLED
FOR VENTILATION
ROOF SHTG TO BLKG
IPERIM NAILING)
hjiL/___NAIL
NAIL FASCIA TO EACH TRUSS
W/ (2) 1 Od MIN
rd
F�F*;RiJ;;
SHOWN) SEE ROOF
FRAMING PLAN _ GUSSET PIL
NOT SHOWN FOR CLARITY
STUD WALL OR SIM
TYP
NOM SEE HIGH TRUSS
BLKG DETAIL WHERE
TRUSSHEELHT�12"
DBL TOP WALL PLATE
SIMPSON HI @ 48" O.C.
(INSTALL@ EA. TRUSS
WHERE WIND � 150 MPH &
NOTED ON PLANS) OR H2.5A
AT EA. TRUSS
HI
HURRICANE TIES
SSjfAMING
rU
NO SCAIrA I I
.��;..� ................................
C. STAGGERED
STEEL BEAM PER PLAN
1/4" WEB STIFFENER REQUIRED
AT BEARING. ONE SIDE ONLY
2-
(2) 5/8' BOLTS
4"(W)x8"(H)xl/4" STEEL PLATE
WELDED TO U/S OF BEAM
COL. PER PLAN
OPTION I
2x PLATE TOP & BOTTOM W/ 1 121,
STUD G 24" O.C, STAGGERED BUIU
Cr
114!'WES STIFFENER REQUIRED
AT BEARING. ONE SIDE ONLY
STEEL BEAM PER PLAN
NOTE: TYP CAL TOP PLATE ON STEEL BEAMS: 2X (BEAM WIDTH) X CONT
T.. . . ............ fN.T
MAXIMUM 1/4" OVERHANG PERMITTED. OPTION 2
JOISTS TO STLLEBEEALM % REFER TO DETAIL BIS-501
(y FOR STRAP REQ'D
NO SCALE\ y WHERE BEAM
IE
`,QNTERRUPTS TOP PLAT Ls-
x 4" LA G BOLTS
COL. PER PLAN
POSTS f
NO SCALE
0
CD
LU
0
0
z
Of
Iridium AE
STRUCTURAL ENGINEERING
635 WEST 5300 SOUTH, SUITE
203, SALT LAKE CITY, UT 84123
PHONE: JODI) 974-5101
FAX:(801)?7"102
P-T:
POPE REMODEL
18209 76TH AVE W
EDMONDS VVY
TIEK DESIGN
GROUP
SHEETTITLE
STRUCTURAL
DETAILS AND
NOTES
DESIGN TEAM
LEADS GARRETT E. JENKINS
AUSTIN L. GREER
ROSADER KINGSTON
BRADEN JENKINS
STRUCTVRAL ONLY
IrEPARTMENT
EMONDS
COPYRIGHT - ALL RIGHTS RESERVED
1mcomIoNTAOT, US-R."I"T"
�PFNOR 7EN FERMISSION ONLY
0
"'y: ARK, BBJ
1%ft
CHECKED BY. GEJ, ALG
C�
"""A"NOV5,20118
00
PLOr
mar 20,2019 9:18am
SNI
S-500-
US
PERMIT SET