BLD2017-0545-k QIV EDAf 2
vo
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (42S) 771-0220 - FAX: (42S) 771-0221
STATUS: ISSUED 04/27/2018 Pemiit#: BLD20170545
Expiration Date: 0-4127-�M9 Project Address: 514 8TH AVE N, EDMONDS
Parcel No: 27032400225200 err
PROPERTYOWNER APPLICANT CONTRACTOR
THUESEN CUSTOM HOMES LLC ERIC THUESEN CUSTOM HOMES LLC ERIC THUESEN CUSTOM HOMES
509 9TH AVE N 509 9TH AVE N C/O ERIC THUESEN
EDMONDS, WA 98020-3038 EDMONDS, WA 98020-3038 18225 85TH PL W
EDMONDS, WA 98026
(425) 772-9401
(425) 772-940 1
LICENSE EXP:
JOB DESCRIPTION
NEW SINGLE FAMILY RESIDENCE - PLUMBINGAND MECHANICAL INCLUDED.
VALUATION: $451,574
% Neo PORW7
PERMIT TYPE: Residential
PERMIT GROUP: 64 - Single Family Residence New
GRADING N CYDS: 0
TYPE OF CONSTRUCTION�
RETAINING WALL ROCKERY:
OCCUPAN GROUP: R-3/U
OCCUPANT OAD:
FENCE: 0 X 0 FT.)
CODE: 2015
OTHER: ------- OT HER DESC:
ZONE: RS- 12
INUMBER OF STORIES: I —[VLEST
ED DATE:
INUMBER OF DWELLINGUNITS- 2
ILOT #-
EXIS17INGAREA
BASEMENT: 0 1 ST FLOOR 0 2ND FLOOR: 0
PROPOSED ARIA
ASEMEN 1: 1930 1 ST FLOOR: 2327 2ND FLOOR:-O
3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0
F3RD FLOOR 0 GARAGE: 570 DECK� 275 OTHER: 0
BEDROOMS: 0 BATHROOMS: 0
1 BEDROOMS: 4 BATHROOMS: 5
FRONTSErBACK SIDESETBACK REARSElFBACK
rQUIRED: 10 PROPOSED� I I QUIRED: 10 PROPOSED: 16 IREQUIRED: 10 PROPOSED: 17
HEIGHT ALLOWED:O PROPOSED:O IREQUIRED: 10 PROPOSED: 12
SETBACK NOTES: Setbacks: N, S, E, W
PERMIT APPROVAL I
I AGREETO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THEWORK AUTHORIZED THEREBY, NO
PERSON WILL BE [EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION
INSURANCE AND RCW 18:27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
Er4,Th,-,zAJ L-� A-u�— 01112-71,1-cle
Signature Print Name Ud Le 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. UBC]09/ IBCI 101 IRCI 10.
= FIRE = APPLICANT = ASSESSOR liji CITY
STATUS: ISSUED BLD20170545
CONDITIONS
• Lot line stakes must be in place at the time of foundation/setback inspection.
• All new, extended, re -built or relocated electrical utility and/or service shall be placed underground.
• Approval of this foundation design is conditional subject to inspection of existing site soil conditions.
0 Retaining Walls must be designed and constructed to resist the lateral pressure ofthe retained material.
• Provisions must be made for the control and drainage of surface water around buildings.
• Installer shall provide the manufacturer's installation, operating instructions, and a whole house ventilation system operation
description. A label shall be affixe-d to the whole house timer control that reads "Whole House Ventilation" (see operating
instructions).
• MaximumHeight 25 feet. The agent/contractor shall set up the equipment; establish the datumpoint and the point of average
grade. Call for inspection to verify. These items must be consistent with the approved plan. If the proposed height of a
building (as shown on the plans) is within 12 inches Gf the maximurn height permitted for the zone an elevation survey is
required.
• 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.
• Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed.
• In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks. Per
UPC 608. 1
• Type B or L vent �onnectors required on fuel-bummig appliances passing through unheated spaces. Per IMC 803.2
• Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309
• Pursuant to UPC 605.2 a water service shutoff shall be installed on the water fine as it enters the building.
• City approved plastic piping may be used in water service piping provided that where metal water service piping is used for
electrical grounding purposes, replacement piping shall be of like materials (UPC 604.8). A state electrical pen -nit and
inspection is required if electrical grounding is altered, removed, improved, or added. Contact State Dept. of Labor &
Industries Electrical Division at 425-290-1309.
• 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.
0 Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from
adopted codes, ordinances orpolicies must be specifically requested in writing and be called out and identified. Processing
fees forsuch request shall be established by Council and shall be paid upon submittal and are non-refundable.
• Approval of any plat or plan containing provisions which do not comply with city code and forwhich 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.
• Pursuant to UPC 608 a pressure regulator valve (PR'g, shall be installed near the water shutoff.
• Sound/Noise originating fromtemporary construction sites as a result of construction activity are exempt fi-omthe noise limits
of ECC Cbapter 5.30 only during the hours of 7:00amto 6:00pmon weekdays and 10:00amand 6:00pm on Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the
noise limits of Chapter 530, 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 inderrinify 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 of this permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance
provision.
• Accessory Dwelling Unit is not approved with the building plans. Should subsequent owner wish to use the residence as an
ADU, a land use permit for an ADU will be required
• 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 PERMFFAUTHORIZES ONLY THE WORK NOTED. THIS PERMITCOVERS WORK TO BE DONE ON PRN/ATEPROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDB/VALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT
TIME LIMIT: SEE ECDC 19.00.005(A)(6)
I TO SCHEDULE INS PECUONS I
BUILDING
ENGINEERING (425) 771-0220 EXT. 1326
1. Go to: www.edmondswa.gov
Building Department Inspections
2. Then: SenAces
are now scheduled online. If you
FIRE (425) 775-7720
3. Then: Perm its/De\elopment
have difficulties, please call the
4. Then: Online Pen -nit Info
Building Department front desk for
PUBLIC WORKS (425) 771-0236
5: If you don't have one already, create a
assistance during office hours.
login (upper right hand comer)
(425) 771-0220
RECYCLING (425) 275-4801
6: Schedule your inspection
When calling for an inspection please lea\e 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-Eng Pre -Con Meeting Required
0 EErosion Control/Mobilization
. EStorm Tightline
. E-Storin Connect to Stub
. E-Footing Drain TL Conveyance
0 E-Water Service Line
. E-Driveway Form & Slope Ver.
0 E-Access Slope & Width Verification
. B-Preconstruction meeting
0 13- Special Insp Pin Piles
e B-Setbacks
0 B-Footings
0 B-Foundation Wall
0 B-Foundation Drainage
. 13-Isolated Footings/Piers
. 13-Retaining Wall
. B-Slab Insulation
0 B-Plumb Ground Work
0 B-Firs t Floor Framing
0 B-Plumb Rough In
* B-Gas Test/Pipe
* B-Mechanical Rough In
0 13-Exterior Wall Sheathing
9 B-Roof Sheathing
. B-Window Flashing
. B-ShearNailing
. B-Height Verification
. B-Framing
. B-Wall Insulation/Caulk
0 B-Insulation/Energy
. B-SheetrockNail
. E-Tightline Drain Connection
. 13-0ther
. E-Engineering Final
. B-Building Final
E b4f
CITY OF EDMONDS
1215TH AVENUE NORTH -EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (42-5) 771-0221
PERMIT MUST BE POSTED ONJOBSF FE*
STATUS: ISSUED ENG20180174
IT (I -Single Family)
Permit Number: ENG20180174 Expiration Date: 04/27/201 9
Job Address: 514 8TI I AVE N. EDMONDS Location:
APPLICANT CONTRACTOR
TITE77 CUSTOM HOMES LL.0 ERIC T I 11JESEN CUSI-OM HOMES1.1-C I RIC
509 9TI I A WN 509 91-11 AXT N
FDMO\'DS. WA 98020-30338 EDMONDS. WA 98020-3038
(425) 772-9401
HCENSFN: FXP.
R11111 114 1911 cil
Access paving, Utility connection, in conjunction with building permit bld20170545
L_
DISRUPTION INFORMA'HON
ASSFISSH) VAIAT $000 PROPERTY ARLA 0
Slf)i:\k'A[.K ( 0X0 I DURATION IN MONTI-IS 0 FFF $0 00 STRFFT DISRUPTION TRE ' NCH CUT X
PARKING: I OXO I DURATION IN MONTHS. 0 FLE. $0.00 YE'AR 01: OVERLAY: 0 ITE $0 00
A[ LEY I ov) DURATION IN MONTHS 0 FLE $0 00
I.-NDFAINITY- 1he. Ipplicani hassigne(I an UP1)1iCU1i017 ichichsiales he she huhis the City (?1'Edn7ofids hurn7lessfi-oln iiijuries,
cicinicigesorel(iiin.vof'cin.i-kil7doi-desci-iptioi7ii-h(ii.�oel,c,i-,,Ibl,eseenoi-i(n i-eseei7,lhalti?aj,beniadeag(linsilhe('i�l-(�fl,.'dliio17tiVOI-
all-1, oj'ils depai-Iments oi- emplo ' rees, including but not limited to the defense oj'unv legul pi-oceedings including defimse costs ancl
allorneYfi,es bl' IVIUS017 ofgi-anting 1hispernfil.
IIIECONTRACIOR IS RESPONSIBLE FOR AVORKNIANS111PAND MATERIALS FOR A PERIOD OFON'EN'FkR FO LLONVINGIIIE FINAL
INSIW ]IONAND ACCFTI-ANCEOFIIIENVORK.
• Traffic Control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flap-er must
be trained as required by (WAC) 296-155-305 and must have certification verifying completion ofthe required training in their
possesion.
• Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City approved
material prior to the end of the workday- NO EXCEPTIONS.
• Three sets of construction drawings of proposed work are required with the permit application.
CALL DIAL -A -DIG (1 -800-424-5555) BEFORE ANN F-XCAVA-nON
CALL FOR INSPECTION (425) 771-0220 F.XT. 1326
24 11OUR NOTICEREQUIRED FOR ALL INSPFX'-nON REQUESIN
'111 IS WPLICATION IS NOT A 1117.11MITUN111, SIGNEDRYTH F CIT)' ENGINT"FA OR I I IS I IER DEPUTY ANDFFES ARF PAID. 'ANDRECEIPT IS ACKNONN LEDO E DIN
SI-VT PROVIDED
RELEASED
4 1 `V h
DATE
Printed: Fridav, Amil 27. 201
ARLF COPY F� INSPECTORCOPY F-] APPLICANT COPY
STATUS: ISSUED
ENG20180174
• Restore ROW to City standards
• Restore Landscape to like or better conditions.
• Call for locates ofunderground utilities prior to any excavation.
• Alen affected residents andlor businesses prior to wo-k stall.
• Conform to approved working drawings and Traffic Control plan.
• Public utilities maintain 5'separation fi-orri City Utilities.
• Utility patch restoration to be in accordance with Fdn-k)nds Standard detail E2.3
• Maintain erosion & sedimentation control. Keep street clean.
• Call IZ)r required inspections as noted,
• Traffic Control per approved plan and MUTCD. Refer Lo City of Edmonds traffic control requirements.
• Applicant shall repair replace all darnage to utilities or fi-ontage improvements in City right-of-way per City standards that is
caused by or occurs during the perrnitted project.
• Sound'Noise originating from temporary construction sites as a result ofconstruction activity are exempt fi-orn the noise linlits
ofECCChapter 5.30 only during the hours of 7:00arn to 6:00pni oil weekdays and 10:00am an� 6:00pm oil Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating frorn construction sites �activities Must C0111ply with tile
noise limits of Chapter 5.30, unless a variance has been granted pursuant to FCC 5.30.120.
• -\pplicant. oil behall'of his or her spouse, heirs. ass igns, and successors in interests. agrees to indemnify- defend and hold
liamiless the City oftdmonds, Washington, its officials, employees, and agents from an), and all claims for darnages of"
whatever nature, arisin- directly or indirectly fi-orn tile issuance of this permit. Issuance of this pen -nit shall not be deerned to
modif�'. waive or reduce any requirements ol'any City ordinance not limit in any way the City's ability to enforce any ordinance
provision.
a I -'z Frall'ic Control
• I-'-Dri\ ewa) Forrn & Slope Ver.
• F�Paverncnt Suborade
t�
• F-Mailbox Location, Pre-histall
PA RTI AL INSPEMON-1 DATE: IN 11 A L: NOTFS:—.—
PA RTIA 1. INSPF,(TION DA TE:—..— INITIAL-- — NOTES:—
FINA 1. INSPI-ITION' A PPROWD DATE: INITIAL:
o E ),If
PHONE: (425) 771-0220 - FAX: (425) 771-0221
CITY OF EDMONDS
1215TH AW-N'UE NORTH - EDMONDS, WA Q80220
*PERMIT MUST BE POSTED ON JOBSITE*
STATUS: ISSUED ENG20180175
I
SIDE SEWER PERMIT (1-Single Fanily)
Perink Number: ENG20180175 FxpiratiOn Date.- 04/27/2019
Job Address: 514 8114 AVE N. EDMONDS
APPLICANT CONTRACTOR
5 0 9 9T1 1 A VF N'
EDMONDS \VA 98020-3038
509 91-11 AVE N
EDMONDS. WA 98020-3038
(425 1772-9401
LICENSE #- I -AP.
N
—d"GRINDERPUMP
JOB DESCRIPTION
REPAIR N PROPOSE TO REUSE LATERAL LIDNIUMBER:
'N PROPOSE TO REUSE SIDE SEWER F-N71 DRAINAGE
H,
Access
paving. Utility connection. in conjunction with building permit W20170545
W5.1 11011 DON d 1012:81 19,75 F-,Vd I rol
�PR 0 �FCT
OJ FCT CROSSES OTHER PRIVA TE PROPERTY
NN
N
FICA
VERI FICA TIONOF RECORDED FA SE.MFN'TS COM PLFTE
LVDF-UNITY. The. Ipplicant has signed tin apl7lication it-hich states he she holds the 01Y olFdinonds harmless fi-om in ' '
.1111-les.
daiiicigesoi-c-laii?i,vofa,�i-kiiidoi-tiesci-ipli(,,nit-halsoel,c,,I-,Jbi-(,seenoi-iinfoi-e.veen.ihali?iayheniodea,-ainsilhe('ilj�(�ll-.'dl?201761,�01-
an - v ofilstl(,I)ai-iineiiisoi-eniploj-ees, including hut not lilnitedlo the del�nse ofaiij-legall)i-oceetliii.-sii7c-ludiiig d�/�nse cosis ai?d
affornev kes hr reason of-f-anfing this permit.
CALL DIAGA-DIG (1-800-424-5555) BEFORE ANYEXCAVATION
CALL FOR INSPECTION (425) 771-0220 EXT. 1326
24 HOUR NO110EREQUIRED FORA Lt. INSPEC-11ON RFQUESTS
APPLICATION APPROVAL
'n I I S A ITI - I C, %'110 N I S N 07-N P I- RVIT IN T11, S 10 N F D B) "1111 -. CITY 1:1 N G I N F 1: R 0 R I I I S I I E R D 1: P U7Y ND FI: E S k R E P. \ I D N D R F CE 11) ' I I S A K \ 0 N\ ' I . E 1) ( i I : I ) I N
SP VT PRMIDED.
Printed: Friday, April 27. 2019
RELEASED BY
DATE
6� FILECOPV n 1NSPF('TORCOPN/ [—] APPLICAN'TCOM'
STATUS: ISSUED
ENG20180175
• Call ibr locates ofunderground utilities prior to any excavation.
• Maintain erosion & sedimentation control. Keep street clean.
• A 6" cleanOLIt with 12" locking cast iron larnphole cover is required at the property line.
• OwneuVontractor to provide Side Sewer asbuilt at final inspection. See City Standards for requirements.
0 F-Sanitary Side Sewer Inspection
PA RTI A L INSPE(7 ION' DATE: INITIAL NOTES:
PAR'I-IAI.lNSPF'.(`TION DATi,:— INITIAL NOTFS:—
FINA 1. INSPE.CHON A PPROVED DATE: INITIAL:
4t
M "ESUS
APeter Chopelas, PE APR 10 2018
Engineering & Design Services
307 N. Olympic Ave, Suite 208 84MMMUff
Arlington, WA 98223
(360) 653-4615; Chopelasandassociates@gmail.com
Geotechnical Report
August 6, 2017
Eric Thuesen -40PY
509-9a'Avenue N. CITY 0�
Edmonds WA 98020
Ericthuesen(a)frontier.com 1-425-772-9401
Subject: Lot 2 514 8th Ave. N. Edmonds # BLD2017-0545
SUNEMLARY
A geotechnical investigation of the above property was performed to address slope stability,
erosion control and drainage issues. This site has been extensively altered due to previous
construction activities on the slope above and below the site, which have been returned to the
approximate original grade. A new proposed residence and garage are proposed for the center lot
on the midpoint of the slope on a terrace. The investigation consisted of a site inspection to
examine soils and site conditions and to take measurements on the sites, and prior exploratory
pile driving to explore soil depth. A review of published material from the USDA Soil Survey of
Snohomish County, and a review of the geotechnical. report done by Dennis Bruce PE,
dated Jan 13'h, 2005 for this site, and a report done by this office for this site in 2012 and
2016.
The investigation found that the proposed site on the slope can be used without hazard to
the structure or the slope, if deep pile footings are used and certain precautions are observed.
There is an existing site drainage system, including yard drains, for the hillside, and a
conveyance system that transports all roof and driveway run-off to the base of the hill to prevent
erosion. A previous inspections found the filled slope used appropriate fill sGil and was properly
compacted. The fill is stable for landscaping features on the hillside. The home should be built
on foundations that use a deep pile and grade beam foundation. This will allow the proposed
development with a generous slope safety factor of over 2.0 or greater.
These measures will reduce risk of landslides, increase slope stability and will not
increase surface water discharge, sedimentation or erosion on downstream sites. This
development will not increase surface water discharge, and it will not decrease slope stability but
rather increase stability and it will not adversely impact other critical areas.
C
Oe
Peter Chopelas PE
Project Description
The building site is a residential building lot of approximately 0.2 acres served by a municipal
sewer and a public water supply, and with an existing residence, cabana and garage built on a
terrace above the site. There is a proposed residence with integral garage for the ter -race on the
slope. These are Allowed Activities for Geologically hazardous areas per 23.80.040. B (1).
Project Site Plan
The recommendations for the proposed project will result in long term slope stability.
Recommendations include a deep pile foundation, a 4 ft high wall integral to the
foundation of the garage, protecting and maintaining the vegetation on the slope, and to
minimize unnecessary site disturbances.
No compensation for impact to wetlands, frequently flooded areas, and fish and wildlife
habitat conservation areas are required since none are disturbed.
Monitoring the hazard will be done during the construction since the soil conditions have
to be inspected prior to placing the footings, and during the construction to verify design
conditions are met. Design adjustments may be made to minimize any hazards.
Site Conditions
The middle lot slopes to the west at about 35 percent grade, with a terrace near the center of the
lot at the building site at about 20 percent grade, and the toe of the slope near the west edge of
the property. The slope has existing lawn and landscaping and there is mix of grasses and
landscaping shrubs and small to medium trees on the slope. There is no significant surface
drainage on the site, and no seepage found on the site or the slope. There is an existing drainage
and conveyance system from the adjoining parcels, that transports surface discharge from the
roof tops and driveway above to the base of the slope to the west.
Local Geology
The subject site lies along a slope forming the edge of the highland plateau of the Edmonds area.
The general stratigraphy (soil layering) of the area is characterized by fluvial and glacio-fluvial
sediments from sea level to around 200 feet, with glacial till and sand deposit plains that make up
the surficial sediments on most of the plateau. The USDA Soil Survey of Snohomish County
maps the soil as Everett gravelly sandy loam and Alderwood gravelly sandy loam. The Everett
soil is deep excessively drained soil on terraces and outwash plains. It is formed in glacial out
wash. The sub -soil is dark brown gravelly sandy loam down to about 60 inches, with increasing
gravel at the deeper depths. The Alderwood gravelly sandy loam is moderately well drained soil
on till plans, moderately deep over a hardpan, and formed in glacial fill. Both of these soils are
very stable and suitable for building site development.
This soil has good strength and is not prone to slumps or landslides. It is subject to surface
erosion when exposed to the weather and measures are required to prevent erosion. This soil is
not prone to liquefaction.
The site shows no evidence of landslides or deep soil instability. There were some minor tension
cracks in the soil near the top of the slope, but this upper the slope was reinforced with the
addition of the new structures.
On the lot to the, west it was found below the surface soft and very wet peat soil to a depth of up
70 ft deep. This is due to an old depression that harbored an ancient lake, this developed into
deep organic soils, but were subsequently buried by erosion from the slope to the east. During a
test drive on the lower part of the subject lot in Dec 2016 it was found the soft soil extends under
this site, at least on the lower edge. This soil is liquefaction prone and not competent to carry
foundation loads. If it can be determine that the eastern edge of the home is not over the ancient
peat lake, than conventional foundations may be used on the east half of the home, however deep
piles and grade beam foundation are necessary on the western half of the properly, and possibly
all of the site as well.
There is no flooding risk on this property. There are no wetlands or surface water on the slope
nor on the property.
Geotechnies
Surface soils have been inspected over most of the site and on the slopes by visual inspections.
The underlying undisturbed soil on the subject site is deep silty sand, this is old alluvial outwash.
The surface soil on the slope is quality, clean, well draining granular sandy fill placed at about I
to 4 feet deep, from the previous site excavations. It is a mix of clean sand and gravel. Pervious
soils explorations of the underling soil on the upper slop found the following.
Soil log 1
Soil log 2
Soil log 3
Soil log 4
0-12" mixed fill
0-36" mixed fill
0-48"+ mixed fill
0-18" fill
12"+ sandy loam
36"+ sandy loam
18"+ sandy loam
Soil log table
Slope stability: Analysis of the natural grade of the steeper parts of the site using the Singh
diagrams (shown below) indicates that the slope shows a Factor of Safety of 2.0. This reduces to
about 1.8 for dynamic seismic conditions. This indicates a stable slope with a large safety factor
over the 1.5 and 1.2 minimum requirements respectively. The upper filled slope is also currently
stable. This is acceptable for landscaping features The soil properties of the undisturbed Everett
soil is as follows: density (gamma)= 130 PCF; Cohesion (C)= 100 PSF, height of the slope is 45
feet.
Site Soils
2
Nk�fvr fir sdtty. IS.
'Vemird 11115 hC1110111ul
Erosion: All of the slopes over 30 percent on and above this site are subject to severe erosion if
the soil is exposed. Minimize disturbing any vegetation on the slope in the areas that are not
altered. Any exposed soil on the site must have deep rooting ground cover installed as soon as
practical, avoid concentrated surface flows on the slopes, and to transport by tight -line roof and
driveway runoff to the base of the slope through the existing drainage system.
Subject Site
..... . .
loc.
_41
Nora,
(from Snohomish County GIS data base)
ECDC 23.80.070 Development standards.
The recommendations in the following section will achieve the following:
1. Buffer Requirement. The generous slope stability factor and the use of a. retaining wall at the toe will
safely allow a reduction in the set -back to 5 ft. The residence with an up hill side retaining wall is at no
foreseeable risk from the slope.
2. Alterations. The proposed alteration of the retaining wall anchors the toe of the slope and reduces the
surface grades, reducing the risk of erosion. The proposed development does not increase the surface water
discharge to above predevelopment conditions. Slope stability on adjacent properties is not affected, and
no other critical areas are affected by the proposed changes.
3. Design Standards. a) The slope safety factor is conservatively calculated to be 2.0 or greater; erosion
hazard is reduced with the reduced slope and by installing vegetative cover d) the proposed structure is
supported on deep piles that will unload and stabilize the slope. c) The proposed contours are consistent
with the original natural grade long before any of the site in the subdivision was developed, which had been
over steepened with uncontrolled fill and old construction debris had been deposited on the slope. d) the site
is returned to a more natural and stable state after the proposed development and re -vegetation with native
plant species. e) the is no greater risk, and buffers can be reduced, to adjoining properties, because the
actual risk is reduced from the site's previous condition. d) a proposed retaining wall is used to stabilize the
slope, and reduced the slope angles above the home to reduced the erosion hazard.
Recommendations
The proposed building location can be used with a reasonable assurance of long term slope
stability and safety to the building if the following recommendations are followed:
1. Deep driven pile foundations, driven to refusal, shall be used for all pemianent building
structures according to the following table. No slope setbacks are required for pile supported
structures. Refusal is reached when the pile is driven less than 1 inch per minute at the listed
rates below:
PILE DIA
2 INCH
3 INCH
4 INCH
6 INCH
Load Limit
6,000 lb
12,000 lb
20,000 lb
30,000 lb
Pipe wall
Sch 80
Sch 40
Sch 40
Sch 40
Driven rate
60 sec/in
15 sec/in
16 sec/in
15 sec/in
Blows/min
1200
1000
900
600
Hammer size
90 lb
650 lb
850 lb
2700 lb
Hammer type
Pneumatic jack
Hydraulic
TB225
Hydraulic
TB325
Hydraulic
TB725
Table of Piles size and capacities
Note: A 4" pile driven vertically has a calculated lateral bearing capacity of about 1500 lb (1000
lbs working load). For lateral capacity larger than the cumulative total, use batter piles with the
lateral capacity assumed to be the sine of the batter angle times the table listed axial capacity.
2. Conventional footings may be used if it can be determine that there is competent soil within
6 to 10 ft of the soil (from exploratory pile driving). If competent soil is found, placed
conventional foundations a minimum of 12" into the original undisturbed sub -soil below any
fill. Bearing capacity is 2000 PSF. Equivalent fluid pressure of 35 PCF for retaining walls
for drained on -site back fill. Coefficient of friction for the soil is 0.55 and passive soil
(lateral bearing) pressure of 350 PCF. All bearing soil should be inspected by the engineer
before concrete is poured. For foundations on fill a grade beam and pile foundation should
be used.
The proposed 4' retaining wall integral with the foundation can be designed to tie into the
grade beam with 8" thick walls, vertical #4 rebar 16" on -center hooked into the grade beam
reinforcement, with horizontal #4 bar at 10" spacing. The vertical bars should be no more
than 3" from the backfill side of the wall. The excavated soil must be back filled and
compacted over and around these footings up to grade. A footing drain should be installed
along the length of the wall, back fills should be free draining sandy soil free of clay and silty
fines.
. I 1 9
4. Roof run-off from any up slope structures should be directed to a catch basin in the existing
conveyance system and tight -lined to the base of the slope. No drains or concentrated flows
should discharge over the ground or on the slope.
5. A silt fence should be placed on the downhill side of the construction site to attenuate silt -
laden run-off if necessary. Silt fences should be placed around catch basin inlets. Soil that is
to be removed and reused around the site should be kept away from the top of the slope.
Soils not to be reused on the site should be hauled off site to an approved location.
6. The vegetation on the steep slopes should be replaced as soon as practical after construction.
Any disturbed soil in the area of the slope should be protected with jute matte or straw and
replanted with native vegetation. After final grading any disturbed or exposed soil needs to
have topsoil spread and compacted and planted with vegetation that will retard erosion and
stabilize the upper soil layers.
Grass seed mixture based on soil type, used for erosion control, should be as follows:
Common Name
Perennial ryegrass
Annual ryegrass
Red Fescue
Percent by Weight
40
20
40
This should be applied at a hydro -seed rate of I LB per 1000 sq. ft. (or 60 LB. per acre); or a
hand seed rate for 2 LB. per 1000 sq. ft. (or 87 LB. per acre). Fertilizer shall be 10-20-20,
applied at the rare of 10 LB. per 1,000 sq. ft. (or 400 LB. per acre).
The following native vegetation are acceptable for permanent plantings on disturbed slopes
and buffers:
Trees*( 34' size; plant 6' o.c.)
Shrubs*(to be 1-3' size; plant 2 foot
O.C.)
Vine Maple
Kinnick-kinnick
Big leaf le
Salal
Nobles fir
SnowberTy
Grand fir
Vinca Minor
Oregon Grape
I
Red current
Other native species as recommended by qualified landscape professional knowledgeable in soil
stabilization may also be used.
where temporary access with heavy equipment is required on any of the steep slope of the
site, compacted temporary fill slopes can stand at 2 to 1 and the surface be stabilized with
quarry spalls and crushed rock. During periods of inclement weather, all exposed soil should
be covered with mulch, straw, jute mat or weighted plastic sheet. Under no circumstances
should concentrated surface drainage be allowed to discharge over the slopes. These
temporary access roads must be removed by the completion of construction, all grades on the
slope must be restored to the original natural grade contours (before the old existing fill) of
no more than 2 to 1, all surface soils machine compacted, and top soil spread with mulch and
jute mate used to temporary hold top soil in place until vegetation is established. Plants from
the above list must be installed on all disturbed areas on the slope.
of EL)4.f
0
SPECUL INSPECTION AND TESTING AGREEAIENT
Permit #: BLD2017-6545
Project: — 514 WhAVEN N DU
Prior to issuance of a permit, thisform must be completed in its entirety and returned to the Cityfor
approval 77ke completedform must have signatures of acknowledgment by aflpardes.
DUTUS AND RESPONSIBIELITIES
Special InsiDection Firm and Special Insipectors:
The Special Inspection firm of 6-- perform special
_J will
inspection for the following types of work separate forriNs must be submitted if more than one firm is to be
employed):
Pin piles
Structural concrete
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 firni are qualified by education and experience to perform the work and testing required by the
proj ect 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 shall include:
A daily record to be maintained on site, itemizing the inspections performed. Any nonconformin work
V, 9
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 submifted 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
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 planand specifications must be made available, at thejobsite for the use of the special
inspector and the City inspector. The contractor shall 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.
BtObwDwartment:
The building 4W"tmm, shO review any rovisions and addenda. The CAY MSPCdDr Will monitor the q=W
inspection firactions for compliance with the agrement and the approvedplans. The City inspactor shall be
responsible forapproving,,arious Maps of conovcfion to be.covered and for work to proceed.
P—CsiAm tr—of"Xioulds: . -
The atchitect and/or engineer will clearl i . ndicate on the plans and spec- cationsth
y Ifi e specific types of special
ftMection requiied and shall include a schedule for inspection and testing. The architect analor aiginem Will
VoontmWc their revision and addenda process m smh a way as to ensure that all rvquurd City approvz&�am
obtained, Prior to work Shown on the revisions being performed in the field.
Own&:
The. project owner, or the arcbjtw of engineer I wing as the owners agem, shall employ the special inspecio� or
agency.
ENFORCEMENT
A Wure of the special inspectoror firm to perform in keeping with the rquirements of the IBC, the approved
Plans �nd this document, may void this agMement and the Building Official's approval of the special inspector.
In such a case a new spc(,W 'ns!WOr au&Or fm WOWd ncM I'D be proposed for apprmaL A failure of the
4design and/ot construction parties to perf�rnx in accordance with this agreement may result in a STOP WORK
notice being posted on the project until -nonconfornung item& have been resolved
ACKNOWLEDGMENTS
I have read and agrme, to comply with the timm and conditions of thjs agreement,
owner: s -e-J Cl-,v ko y" Signature Date
Vill C-= C.
Contractor- i ture, Date,
AirhAn , Z4 PI/- C h 00 1 "Si ture
Date:.
Special .0r.
Special Insp. Agtncy
I WIR
ACCEPTED^ THE CITY OF EDMONDS BUELDING DEPT. ql
BY, . Date: 1.51 V
C.-�L',.;ms\Adinin'AppDatzeJ.=al'�Temp%BLD2017-0545 ItucsmSFJL4w4II M2018
No EXCISE TAX
REOUIRED
APR 2 4 2018
KIRKE SIEVER6, wornish c=W Nwer
By KIRKE SIEVERS
After Recording Return to:
City Clerk
City of Edmonds
121 5�h Avenue N
Edmonds, WA 98020 11 1E 1[� 1111
K180424Y1058 4 PGS
01;2412018 9 My $7 N.-
C
HOMT
ISH �',.HTY 1�
V 4, , "HINGTO..,
NOTICE OF PRESENCE OF CRITICAL AREAS AND/OR
CRITICAL AREAS BUFFERS ON PROPERTY
GRANTOR: Eric Thuesen Custom Homes LLC
GRANTEE: City of Edmonds, a Washington municipal corporation
Legal Description:
Abbreviated Form: Section 24 Township 27 Range 03 Quarter NW - LOT 2 OF CITY
OF EDM SP NO S-07-76 REC AFN 201111145006 BEING A
PTN SE 1/4 NW 1/4
Additional Legal is on Exhibit A attached to document
Assessor's Tax Parcel ID No.: 27032400225200
Reference Number(s) of Related Documents(s): n/a
,4-AW".S -L01g0q?-0o)-S1
NOTICE OF PRESENCE OF CRITICAL AREA(S) AND/OR
CRITICAL AREA BUFFER(S) ON PROPERTY
C4--
NOTICE IS HEREBY GIVEN this At day of O� 20 1!4 by Eric
Thuesen Custom Homes LLC ("Grantor"), as required by Grantee, City of Edmonds, pursuant to
Edmonds Community Development Code (ECDC) 23.40.270.B, that at least one type of critical
area and/or critical areas buffer has been found through field verification to be present on the
Property described in Exhibit A hereto. This notice is being recorded as a condition of issuance
for a development permit related to the property. As part of the permit application review process
it was determined that the following type(s) of critical area and/or critical area buffer(s) were
found to be present on the property:
Slopes on and adjacent to the subject property exceed 40%. The steepness of these
slopes classifies the site as a potential landslide hazard area pursuant to Chapter 23.80
ECDC.
The City of Edmonds has adopted ordinances that regulate this type of critical area and/or
buffer. Prospective purchasers are advised hereby that these regulations may limit the type and/or
location of development or other use that may occur on the property. Please contact the City of
Edmonds for specific information about the applicable critical area regulations.
This notice shall remain on the title records of Snohomish County until released by the
City of Edmonds, which shall only occur if the owner is able to submit a critical areas report to
demonstrate to the City of Edmonds that the critical area designation no longer applies to the
Property. Any release of this notice shall be subject to applicable procedural provisions of the
ECDC.
GRANTOR(S):
By: 6- "-f�
Name: L> 64,e 1FK&c-7K"e'W-J
Title (if applicable):
L4- V-
Exhibit A
LEGAL DESCRIPTION OF PROPERTY
Section 24 Township 27 Range 03 Quarter NW - LOT 2 OF CITY OF EDM SP NO S-07-76
REC AFN 201111145006 BEING A PTN SE1/4 NW1/4.
STATE OFWA411 Mkn
� j ) ss.
COUNTY OF "Q� QMj SV-\
I certify that I know or have satisfactory evidence that ep'tc' -mur-ejehl — is the
person who appeared before me, and said person acknowledged that he/she signed this instrument, on oath
stated that he/she was authorized to execute the instrument and acknowledged it as his/her ftee and voluntary
act for the uses and purposes mentioned in the instrument.
Dated: LI 7-'4 1 s
Notary Public
Print Name
My commission expires 4/910
(Use
ST TE OF
ss.
COUNTY 4�0
U
HO MCISE TAX
REOUIRED
Return Name & Address APR 2 0- 2019
C-- iLk C TKU-� 4 — - KIRKE SIEVERS, Snohom'ish Cw� Treaw
:To q C, `,� A-",3 & . A).
1-��%clvny%-O tj I) C \0 /k- - 9 (,A Luz By. KIRKE SIEVERS
A
4 S
WSH TINGTO11
Document Title(s)
0 GV,4A ej
AA C,"k,"
Reference Number(s) of Related Document(s)
0
Grantor(s)
Grantee(s)
Additional Reference #'s on Pagq-
Additional Grantors on Page IL
Additional Grantees on Page_
Legal Description (abbreviated form: le Lot/Block/Plat or Section/Township/Range)
os
Complete Legal on Page
Assessor's Property Tax ParcellAccount Number
210324 022,520b
Additional Parcel #'s on Page _
The Auditor/Recorder will rely on the information provided on this form. The responsibility for the
accuracy of the indexing information is.that of the document preparer.
I am requesting an emergency nonstandard recording for an additional fee as provided in
RCW36.18.010. I understand that the recording process requirements may cover up or otherwise
obscure some part of the text of the original document.
Authorized Signature of Requesting Party
NOTICE OF PRESENCE OF CRITICAL AREA(S) AND/OR
CRITICAL AREA BUFFER(S) ON PROPERTY
NOTICE IS HEREBY GIVEN this - Ig dayof Av,&l , 20164 by Eric
Thuesen Custom Homes LLC ("Grantor"), as required by Grantee, City of Edmonds, pursuant to
Edmonds Community Development Code (ECDC) 23.40.270.B, that at least one type of critical
area and/or critical areas buffer has been found through field verification to be present on the
Property described in Exhibit A hereto. This notice is being recorded as a condition of issuance
for a development permit related to the property. As part of the permit application review process
it was determined that the following type(s) of critical area and/or critical area buffer(s) were
found to be present on the property:
Slopes on and adjacent to the subject property exceed 40%. The steepness of these
slopes classifies the site as a potential landslide hazard area pursuant to Chapter 23.80
ECDC.
The City of Edmonds has adopted ordinances that regulate this type of critical area and/or
buffer. Prospective purchasers are advised hereby that these regulations may limit the type and/or
location of development or other use that may occur on the property. Please contact the City of
Edmonds for specific information about the applicable critical area regulations.
This notice shall remain on the title records of Snohomish County until released by the
City of Edmonds, which shall only occur if the owner is able to submit a critical areas report to
demonstrate to the City of Edmonds that the critical area designation no longer applies to the
Property. Any release of this notice shall be subject to applicable procedural provisions of the
ECDC.
GRANTOR(S):
e
By:
Name: c-
Title (if applicable): 1P &1-1
KA --S N A-Q_J., XL,% VU e
Exhibit A
LEGAL DESCRIPTION OF PROPERTY
Section 24 Township 27 Range 03 Quarter NW - LOT 2 OF CITY OF EDM SP NO S-07-76
REC AFN 201111145006 BEING A PTN SE 1/4 NW 1/4.
STATEOF 4)A%0
)ss.
COUNTY OF
I certify that I know or have satisfactory evidence that alb �nA�- is the
person who appeared before me, and said person acknowledged that he/she signed this instrument, on oath
stated that he/she was authorized to execute the instrument and acknowledged it as his/her free and voluntary
act for the uses and purposes mentioned in the instrument.
Dated:
PJ
STATE OF
COUNTY OF
'All t 41
�p --- ---
Notary Public )A4 KA- J--',
Print Name —,I)e VA, be —
My commission expires —
ss
-2-
August 28, 2018
City of Edmonds Building Department
121 5hAve N. Edmonds
WA 98020
Re; Permit BLD 20170545 Revision. 514 81 Ave. N.
Please find the foundation revision replacing the rear foundation wall with 5'6" & 7'6" retaining walls
with sloping fill. The wall heights either 7' 6" or 5' 6 "will be built according to grades found in the
field. Soil bearing per Geotech Consultants, Inc Report 6/28/18 2000psf.
Eric Thuesen
ericthuesen(a)frontier.com
425-772-9401
a7LY C(:)?y
AUG 2 8
?01.j
R7
bu
September 5, 2018
Leif Bjorback
Building Official
City of Edmonds
Letter of Understanding Construction Revision 514 e Ave. N.
A foundation wall revision, retaining wall without the bump out was submitted to the City for review.
I understand that there maybe subsequent impacts to the design to the rest of this structure that I will
be proceeding at my own risks, knowing that the revised plan does not include the bump out. These
impacts include, but are not limited to the revising of all plan sheets impacted by the bump out changes,
including the site plan and subsequent City review and approval. Further there will be a limit placed on
the progress made to construction, such as not allowing any work under the permit beyond that needed
to install the foundation and the related site work.
Eric1huesen Custom Homes No framing will be allowed prior to the (bump out)
6�� C1-3 —&—� revisions discussed above being reviewed and
Eric B Thuesen approved by the City.
Date ? /,s-/ /-8
IPV
CITY Cox x
qjpj�'C;�ON
sp o',
OF EDMONf)�
DAILY FIELD REPORT
TRAVEIJPREP 11ME JOB N MBER
GEOTECH
1 hr. ea (ind report) 18345
CONSULTANTS, INC. TIME ON SITE DATE
3:00 6/28/18
A TIME OFF SITE DAYOFWEEK--
Thursday
2401 — 10th Avenue East 425-747-5618 (0) 425-747-8561(F) HOURSCHARGED WEATHER
SeatHe, WA 98102 www.GootechNW.com 2.0 Clear
SITE LOCATION
CLIENTIOWNER
614 8th AVE N, Edmonds
Eric Thuesen Construction
GENERAL CONTRACTOR
CONTRACTOR SU ERINTENDENT
MILES
IT NUMBER
Eric Thuesen
35
BLD2017-0545
GRADING CONTRACTOR
GRADING SUPERINTENDENT
MSITORS
PAGE OF
1 Of 1
Onsite to meet with Eric and observe the excavation for the
new house foundation. The foundation excavation
has extended awroximately 4 ft to 8 ft below the original
grades and steps down the slope to the northwest. The
base of the excavation has exposed medium -dense to dense native sands that are acceptable for 2000 Psf
allowable bearing. The northwest end of the house daylights from the hill and is in an area with deeper fill and
possibly some oeat soils. As such the plan is to drive 3- and 4-inch pin Piles for that NW area of the structure per
the structural engineer's layout below. This layout is acceptable from a geotechnical Perspective based on the
soils exposed in the excavation.
-gas-- ct We will be called to the site to observe the
installation of the Pipe Piles.
J I
17
"L. C/Ty
ClAny
Vr
c I i
Re
-T, AUG 28 2018
Z,--2 —7�
COPYTO
SRiN—ATURE
James H Str�ige,,.7
DAILY FIELD REPORT
TRAVEUPREP TIME JOB NUMBER
GEOTECH 1 hr. ea (incl report) 18345
CONSULTANTS, INC. TIME ON SITE DATE
4
TIME OFF SITE no DAY OF WEEK 8/6/18
Monday
2401 — 101h Avenue East 425-747-5618 (0) 425-747-8561(F) HOURS CHAR ED I WEATHER
Seattle, WA 98102 m4w.GeotechNW.corn 2.0 Clear
SITE LOCATION CLIENTIOWNER
514 8th AVE N, Edmonds Eric Thuesen Construction
GENERAL CONTRACTOR CONTRACTOR SUPERINTENDENT MILES PERMIT NUMBER
Eric Thuesen 35 BLD2017-0545
GRADING CONTRACTOR GRADING SUPERINTENDENT VISITORS PAGE OF
I of 1
Onsite to meet with Eric and observe the excavation for the new house foundation. There is some concern about
the stability of the cuts along the eastern end of the house along the slope. This cut is about 10 to 12 feet overall
and consists of a 4 foot lower cut with a 4 foot wide bench with sioped soil —2-3 feet up and then a 4 to 6 foot
upper cut. All of cuts are in medium -dense sands. The cuts have dried and have begun to ravel. Due to the
granular make up of the of the cuts and the benching, it does not appear that the cuts pose a safety risk to
workers. We do recommend that the bottom cut be shored up where it has ravelled to maintain the bench with
plywood and fence post staking. We also recommend that the entire cut be covered with weighted plastic
sheeting to keep the soils from drying out and keep any ravelled soils contained next to the bank. There is also an
area in the northeast corner of the lower excavation with a higher bank, and this should be trimmed back and
covered with plastic sheeting. Once this is completed, the excavation would be considered safe for workers in Our
opinion.The uts should be observed daily bV the crews to look for any movement (anV movement should result
in crews getting out of the excavation area and contacting Geotech fol further instructions), but the cuts and
slough protection appear stable at this time.
SIGN S2�4
X0
3SD94
T
8/6/18
-COPYTO SIGNATUR
James
59— 699 & T— 699
Ketainino walle
with 51opino backfill
for 514 8t' Ave N, E61rmondo- Lot 2
Eric Thueren
Thuceen Custom Homeo
509 9th Ave N
Edmorldo, WA,98020
(425) 772-9401
Retaining Wall Summaries
Retaining Wall Calculations
REVISiON
August 22, 2018 AUG 2 8 2018
BUbFPOC�PE 1j:
Job # 30227
Peoioti builcl Servicco, Itic.
Eneineerlrie & Gonotruction Mana0erment Fhoric /Fax: (360) 793-9659
28119 -120t;h St. 5.E., Monroe, WA 9b272 E-Mail: rheldcOdbornonroozorn
Cantilever Retainine Wall R. ID. Heide, P.E.
Thuesen Lot 2 2-1 Backslope Desfen 5ullcl Services, Inc. 1/1
1 (360) IC33-1365C3 8121115 1
CONCRETE Fc=2500pel
REINFORCING STEEL rp40ksl
BACKPILL SAMD OR GRAVEL
LI
ti
114,m 10" o.r-. HOR.
or 05 im 1511 o.c:.
A VERT.
11 CLEAR
IV ff1
A --1 L)
w LJ
6
z
uj
-.1 C4
L) (Y
C 5ars t
w/ hook
5.5' wall 4 04 LONG77
17PRAIN REQ.
135,HOOK DARS
Wall Section
No Scale
"I
E�ar 5pacine (O.C.)
t1l
H
t2
U
L2
L3
A
E3
C,
all
5.51
loll
2011
loll
30"
#5 ia 12 "
#5 a) 12 11
#5 @ 12
all
-1.5'
]111
3111
1211
30"
#5 -0 12 "
*S 6 12 11
#5 61211
AgOR&I
E V S
AUG 2m
ULTIMATE STRENGTH LOAD COMBINATIONS (Concrete Design):
------------------------------------
1. 4D
+
1. 4H
1.2D
+
1.6L
+
1.6H
+
0.5R
1.2D
+
1.6R
+
1.6H
+
1.OL
1.2D
+
1.6R
+
1.6H
+
0.5W
1.2D
+
1-OW
+
1.0L
+
0.5R
1.2D
+
1.OE
+
1.OL
+
1.6H + 0.2R
OAD
+
1.OW
+
1.6H
0.9D
+
1.OE
+
1.6H
WORKING STRESS LOAD COMBINATIONS (Stability Checks and Masonry Design):
------------------------------------
D +
L
+
R + H
D +
L
+
0. 6W + H
D +
L
+
0.6W + 0.5R + H
D +
L
+
R + 0.3W + H
D +
L
+
R + E/1.4 + H
D +
E/1.4 + H
FF"I"EV1,910N
Mr. 8
812212018 9:10 AM 2 of 8
RETAINING WALL RESISTING FORCES:
------------------------------------
Allowable Soil Pressure = 2,000 psf.
Passive Equivalent Fluid Press. = 300.00 pcf.
Passive Soil Height 0.00 ft.
Coefficient of Friction 0.50
cohesion 500 psf.
Use Vertical Surcharge as Resisting Wt.? = Yes
Overturning Safety Factor 1.50
Sliding Safety Factor 1.50
Limit Reaction to Mid 1/3? No
MATERIAL DATA:
------------------------------------
Concrete Strength, f1c 2.50 ksi.
Steel Yield Strength, Fy 60.00 ksi.
Concrete Unit Weight = 150.00 pcf,
Soil Unit Weight = 110.00 Pcf.
Fence Weight = 10.00 Psf.
REINFORCING STEEL DATA:
Concrete cover to center of steel:
Wall Inside Face = 2.25 in.
Footing Heel (Top Face) = 2.25 in.
Footing Toe (Bottom Face) = 3.25 in.
Minimum Ratios for Shrinkage and Temperature Reinf:
Vertical Stem Reinf. = 0.0018
Horizontal Stem Reinf. = 0.0020
Footing Reinforcement = 0.0018
REVISION
AUG 2 8 2018
8/22/2018 9:10 AM 3 of 8
S T A B I L I T Y A N A L Y S I S R E P 0 R T
--------------------------------------------------------------------------------
Stability Analysis: Governing Combination = D + L + R + H
----------
RESISTING FORCES ---------
--------- OVERTURNING
FORCES ---------
Element
Weight
x Arm
= Moment
Element Force x Arm
= Moment
Soil
2,170
6,494
R at Top
Ftg.
584
2.12
1,240
R at Bot.
Stem
750
1.33
1,000
Horiz. EFP 1,483
3.07
4,552
Vert Sur
Vert Sur
Vert EFP
Horiz Sur
Toe Sur.
Wind
Fence Wt.
Horiz line
V. line
--------
Vert. line
Sum WT
--------------------------------------------------------------------------------
3,504
MR
--------
8,734
--------
Sum F 1,483
MOT
--------
4,552
Friction
Force
1,752 Lb
F.O.S. Sliding
RF
/ F = 2.47
Passive
Pressure
126 Lb
F.O.S. Overturn.
MR /
MOT = 1.92
Cohesion
1,790 Lb
--------
Coef. Vert. Surcharge
or
Line Load
Resist.
Force, Sum
RF
3,668 Lb
to Horiz. = EFP /
Soil Dens. = 0.318
Resultant Loc From Toe, X = (MR MOT) / Sum WT
Eccentricity From Ftg. C.L., e = (B 2) - X
Soil Pressure @ Toe
Soil Pressure @ Heel
(2 * WT) X)
1.19 ft.
0.93 ft.
1
—957 psf.
0 psf.
AV% I
R Un D
AUG 2 8 2018
C�.
8/22/2018 9:10 AM 5 of 8
D E T A I L E D D E S I G N R E P 0 R T
--------------------------------------------------------------------------------
STEM DESIGN:
Steel
Design Comb
= 1.2D +
1.6L + 1.6H
+ 0.5R
Shr
Strength
@ Base,
Phi Vn
= 5.18
kip
Dist From
d
Mu
VU
As Flex.
As Min.
As T+S
As Reqd
Comb
Top (ft)
(in.)
(ft-k)
(kip)
(in^2)
(in�2)
(in^2)
(in�2)
0.75
5.75
0.03
0.07
0.001
0.002
0.173
0.173
2
1.50
5.75
0.11
0.15
0.004
0.006
0.173
0.173
2
2.25
5.75
0.26
0.26
0.010
0.014
0.173
0.173
2
3.00
5.75
0.51
0.40
0.020
0.026
0.173
0.173
2
3.75
5.75
0.87
0.58
0.034
0.045
0.173
0.173
2
4.50
5.75
1.38
0.78
0.054
0.072
0.173
0.173
2
5.25
5.75
2.06
1.02
0.081
0.108
0.173
0.173
2
6.00
5.75
2.92
1.29
0.116
0.154
0.173
0.173
2
6.75
5.75
4.00
1.59
0.160
0.213
0.173
0.213
2
7.50
--------------------------------------------------------------------------------
5.75
5.32
1.92
0.215
0.230
0.229
0.230
2
Vertical Stem Reinforcement:
Shear -Friction Steel Added at Stem Base (ACI 11 11.6), Avf 0.056 in A 2
Available Length for Hook Embedment into Footing 8.25 in.
Available Length for Straight Embedment into Stem 88.00 in.
Development
Length
Straight
Hook
Percent
Spac.
50% Cut Off
(in.)
(in.)
Develop.
(in.)
(in.)
#4
14.40
8.40
98.21
10.25
90.00
#5
18.00
10.50
78.57
12.71
90.00 C'
#6
21.60
12.60
65.48
15.03
90.00
U
31.50
14.70
56.12
17.57
90.0
#8
40.00
16.80
49.11
18.00
90.00
#9
50.90
18.95
43.53
18.00
90.0c
#10
64.52
21.34
38.67
18.00
90.00
#11
79.52
23.69
34.83
18.00
90.00
--------------------------------------------------------------------------------
Horizontal Stem Reinforcement:
Area of steel for Shrinkage and Temp. Reinforcement = 0.192 in^2
Spacing,
I. F. Only
#4
12.50
#5
18.00
#6
18.00
#7
18.00
#8
18.00
#9
18.00
#10
18.00
#11
18.00
in ------
------ Total
Bars ------
EA. Face
I.F. Only
EA. Face
18.00
8.00
6.00
18.00
6.00
6.00
18.00
6.00
6.00
18.00
6.00
6.00
18.00
6.00
6.00
18.00
6.00
6.00
18.00
6.00
6.00
18.00
6.00
6.00
AUG 2 8 2013
8/22/2018 9:10 AM 6 of 8
TOE DESIGN:
• Steel Design Comb. = 0.9D + 1-OW + 1.6H
• Thickness Design Comb. = 0.9D + 1.OW + 1.6H
• Available Length for Hook Embedment into Stem = 6.25 in.
• Available Length for Straight Embed. into Toe = 10.00 in.
---------------------
----- --------
d
Mu
-------------------------------------------
Phi Vn
s Flex.
As Min.
As T+S As Req'd
(in.)
""I,
(ft-k (kip)
(kip)
(in^2)
(in^2)
(in^2) (in^2)
7.75
2.51 2.71
0.073
0.097
0.238 0.238
--------------------------------------------------------------------------------
Development Length
Straight Hook
(in.) (in.)
Percent �-- Spac.
Deye of' (in.)
#4
14.40 8.40
7.01
#5
18.00 10.50 55.56
8.70
#6
21.60 1 . 0
46.30
10.29
#7
31.50 -14.70
31.75
9.62
#8
36.0 16.80
27.78
11.08
#9
4_0-�61 18.95
24.63
12.44
#10
�,---45.72 21.34
21.87
14.03
#
55.06 23.69
18.16
14.31
--------------------------------------------------------------------
HEEL DESIGN:
• Steel Design Comb. = 1.2D + 1.6L + 1.6H + 0.5R
• Thickness Design Comb. = 1.2D + 1.6L + 1.6H + 0.5R
• Available Length for Straight Embedment into Toe = 18.00 in.
• Available Length for Straight Embedment into Heel = 28.96 in.
d
Mu
Vu
Phi Vn As Flex. As Min.
As T+S As Req'c
(in.)
(ft-k)
(kip)
(kip) (in^2)
(in�2)
(in�2) (in^2)
8.75
3.94
2.72
7.88 0.101
0.135
0.238 0.238
--------------------------------------------------------------------------------
Development
Length
Straight
Hook
Percent
Spac.
(in.)
(in.)
Develop.
(in.)
#4
14.40
8.40
100.00
10.10
O'C'
#5
18.00
10.50
100.00
15. 66�.�
#6
21.60
12.60
83.33
18.00
#7
31.50
14.70
57.14
17.32
#8
40.00
16.80
45.00
17.95
#9
50.90
18.95
35.37
17.86
#10
64.52
21.34
27.90
17.90
#11
79.52
23.69
22.63
17.83
AUG 2 8 2011
G EDFRARWF:1�
8/22/2018 9:10 AM 7 of 8
LONGITUDINAL FOOTING REINFORCEMENT (TEMP & SHRINK ONLY):
---------------------------------------------------------------------------
Spacing
(in. )
# 4
10.10
# 5
15.66
# 6
22.22
# 7
30.30
# 8
39.90
# 9
50.51
#10
64.14
#11
78.79
R s N
AUG 2 8 20118
RTWF-"I-r
8/22/2018 9:10 AM 8 of 8
S U M M A R Y 0 F R E S U L T S
--------------------------------------------------------------------------------
DIMENSIONS:
Stem Height = 7.50 ft.
Stem Thick. @ Top = 8.00 in.
Stem Thick. @ Base = 8.00 in.
Footing Thickness = 11.00 in.
-------------------------------------------
ANALYSIS RESULTS:
Max Brg Press. @ Toe 1,957 psf.
@ Heel 0 psf.
Allowable Brg. Press. 2,000 psf.
Heel Length
= 2.58
ft.
Toe Length
= 1.00
ft.
Total Ftg. Width, B
= 4.25
ft.
Key Depth =
0.00
ft.
Key Width
-----------------------------------
= 0.00
ft.
Sliding Force 1,483 Lb
Resisting Force = 3,668 Lb
F.O.S. = 2.47
Resultant Loc From
C.L.= 0.93 ft.
Overturn.
Moment =
4,552 ft-lb
Kern Point
Loc.,
B/6 = 0.71 ft.
Resisting
Moment =
8,734 ft-lb
Limit
Resultant To
Mid 1/3? = No
F.O.S. =
1.92
--------------------------------------------------------------------------------
DESIGN
RESULTS:
Design Method, Stem:
USD,
ACI 318-11
(Concrete)
Ftg.:
Ultimate
Strength
ACI 318-11
d
Mu Vu Phi Vn
As Flex.
As Min.
As T+S
(in.)
(ft-k) (kip)
(kip)
(in^2)
(in^2)
(inA2)
Stem
5.75
5.32 1.92
5.18
0.215
0.230
0.229
Toe
7.75
2.51 2.71
6.98
0.073
0.097
0.238
Heel
8.75
3.94 2.72
7.88
0.101
0.135
0.238
Key
0.00
0.00 0.00
0.00
0.000
0.000
0.000
Notes:
1. Stem moments are positive if
they
cause tension
on the soil
face.
Negative
if they cause tension on
the outside
face.
Stem shear is positive to the left
as measured
on a section
cut below the top of wall.
2. Heel moments are positive if they cause tension in the top of
the footing. Heel shear is positive up as measured on a section
cut to the right of the end of the heel.
RIEVI.SIC)a N
IV
41G 2 8 2018
After Recording Return to:
City Clerk
City of Edmonds
121 5th Avenue N
Edmonds, WA 98020
NOTICE OF PRESENCE OF CRITICAL AREAS AND/OR
CRITICAL AREAS BUFFERS ON PROPERTY
GRANTOR: Eric Thuesen Custom Homes LLC
GRANTEE: City of Edmonds, a Washington municipal corporation
Legal Description:
Abbreviated Form: Section 24 Township 27 Range 03 Quarter NW - LOT 2 OF CITY
OF EDM SP NO S-07-76 REC AFN 201111145006 BEING A
PTN SEI/4 NWI/4
Additional Legal is on Exhibit A attached to document
Assessor's Tax Parcel ID No.: 27032400225200
Reference Number(s) of Related Documents(s): n/a
APR 10 20%
- 71-1- M. - -;; I M R �
STATEMENT ON ACCESSORY
DVVELLING UNITS
DEVELOPMENT SERVICES DEPARTMENT
121 5d' Avenue N, Edmonds, WA 98020
Phone 425.771.0220 2 Fax 425.771.0221
Property Address (Street, City, State, Zip):
814 — 8h Avenue North
Parcel #:
27032400225200
I have read the requirements for Accessory Dwelling Units contained in Chapter 20.21 of the
Edmonds Community Development Code (ECDC)'and understand that an Accessory Dwelling
Unit (ADU) as defined in ECDC Section 21.05.015 is prohibited until the required ADU
permit(s) are approved and any required inspections are finalized.
Lalso understand that an ADU permit cannot be approved unless all the criteria in Chapter 20.21
are met, and all the necessary items are submitted, including an affidavit of occupancy and a
covenant to be filed with the Snohomish County regarding the regulations imposed on ADUs.
I am not requesting to establish an Accessory Dwelling Unit on my property as part of the
subjeli building permit application (File No. BLD20170545), and I will obtain all applicable
ADU permits if I choose to establish an ADU in the future prior to establishing such ADU. I
understand that the city's review of the subject building permit application does not imply any
future approval of an ADU.
I declare under penalty ofpeilury laws that the above information is true, correct and
complete, and that I am the owner of the above describedproperly.
Print Name: iE mA
Signature: C� , Date: 71115
Revised on 712312013 ADUStatement Page I of I
CONSTRUCTION SEQUENCE NOTES
APR 10 2018
1 - SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION
AT 425-771-0220, EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. aLfl&"?B;no;u8r
2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROLNOTES.
3. CALL FOR UTILITY LOCATES.
4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING
DISTURBANCE OF ANY AREAS OF VEGETATIONOUTSIDE THE CONSTRUCTION
ZONE.
5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS
CITY ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND
EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO
ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION
CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL
PERMANENT VEGETATION IS ESTABLISHED.
6. DEMOLISH EXISTING STRUCTURES
7, ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES.
8. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE
DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE
IMAIEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE
STABILIZED PER EROSION CONTROL NOTES BELOW)
9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE
IMPROVEMENTS.
13. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO
REVEGETATTON OF ENTIRE SITE.
14. ESTABLISH LANDSCAPING AND PERNLANENT VEGETATION. ALL TEMPORARY
EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE
STABILIZATION AND APPROVAL BY CITY INSPECTOR.
Revised 11/30/2012
DEVELOPMENT SERVICES
RESIDENTIAL BUILDING PERMIT
APPLICATION
1215 1h Avenue N, Edmonds, WA 98020
Phone 425.771.0220 ft Fax 425.771.0221
City of Edmonds
PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS
PROJECT ADDRESS (Street, Suite City State, Zip):
SPY S_ e- N, 6 Xn�.)A 9*;&;
Parcel #:
A '7 0 7 OC) �_LS�
Subdivision/Lot #:
05
Project Valuation: $
1�rlo
APPLICANT:
i;� aw-,_ -7-k,.ke_s-e,4
Phone:
4 rr 7_--QL(_0 I
Fax:
41-f- 7-7(,17-4-(�
Address (Street, City, State, Zip):
6r 10 'ri Ck 4' A-V�i iJ 6; 41 V./ F\ -
E-Mail Address:
Q�D-_Ai w�
PROPERTY OWNER:
e"c_ T�\L,,e�zj
Photie:
uk &,a- I
Fax:
Address (Street, City, State, Zip):
'�Anqe_ AS Afa-A/Q_
E-Mail Address:
5. A -7 e—
LENDING AGENCY: 0
Phone:
Fax:
Address (Street, City, State, Zip):
E-Mail A ress:
CONTRACTOR:*
Phone:
Fax:
Address (Street, City, State, Zip):
S AA1 e- V% g y!� 0 -j
E-Mail Addre<ss:
*Contractor must have a valid City of Edmonds business license prior to
doing work in the City. Contact the City Clerk's Office at 425.775.2525
WA State License #/Exp. Date: ifif
E IU " T-F r- Y� 4 3 4 vv%
Cit Bu;iness License #/Exp. Date:
IL (9 09 0 J> b
DETAIL THE SCOPE OF WORK: ry 0- yl Aj Ae ,I r-e—
W./P_q\A Ay)�A .
PROPOSED NEW SQUARE FOOTAGE
FOR THIS PROJECT:
Basement: P-4 0 9 (1 IJC.L- P 0 �A !�-"sq. ft.
Select Basement Type: Finished M Unfinished
I" Floor: J 2) sq. ft.
Garage/Carport: E!�! 0 sq. ft.
2 d Floor: - sq. ft.
Deck/Cvrd Porch/Patio:
Bedrooms# 4
_ J _ Full-3/4 Bath # 't Half -Bath #
Other: —sq. ft.
Fire Sprinklers: Yes
W No 7
Retaining Wall: Yes
No
Lj
Grading: Cut 7 /v cu. yds. Fill 3L,,LL cu.yds.
Cut/Fill in Critical Area: Yes L] No L_]
I declare under penalty ofperjury laws that the information I have provided on this formlapplication is true, correct and
complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to
the City of Edmonds.
Print Name: -T'h Owner Agent/OtherEl (specify):
Signature: Date: -L-
FORM A LABuilding New Folder 201000NE & x-ferred to L-Building-New drive\Form A2014.docx Updated: 1/17/2014
0,V EDAI
0
10
DEVELOPMENT SERVICES
RESIDENTIAL BUILDING PERMIT
APPLICATION FORM A
9
121 5h Avenue N, Edmonds, WA 98020
City of Edmonds
Phone 425.771.0220!t Fax 425.771.0221
Equipment Type
MECHANICAL
Appliance/Equipment Information (new and relocated) Total#
Furnace
Gas #_)�_Elec #—Other:— # BTUs: <100k— >100k— Location(s)
Air Handier / VAV
(circle selected)
Gas #—Elec JL_0ther: # CFM: <10k— >10k— Location(s)
AC / Compressor
Boiler / Heat Pump
Gas #—Elec #—Other:— #_ BTUs:—<100k, 100k-500k, —500k-lMil
Roof Top Unit
HP: <3,3-15,15-30 Location(s)
(circle selected)
Hydronic Heating
Gas #—Elec #—In-Floor —Wall Radiant— Boiler BTUs: Location
Exhaust Fans (single
f__
Bath 'I' " 1-tchen # ( Laundry # #
duct)
--- — _X_0ther:
Fireplace
Gas# &Elec #—Other:— #_ Location(s)
Dryer Duct
NJ
Appliance Type
FUEL GAS
Appliance/Equipment Information (new and relocated)
Total #
AC Unit
BI Us: Location(s):
Furnace
I
I
BT Us: t962,oan_ Location(s):-
Water Heater
I
BTUs: :1.20 ax, Location(s):
Boiler
BTUs: Location(s):
Other:
BTUs: Location(s):
Fireplace/Insert 3
BTUs: t.S�. O-C Location(s): k;_� 0A--"L_
Stove/Range/Oven
Dryer
Outdoor BBQ
TOTAL OUTLETS
PLUMBING FIXTURE COUNT
xture Type (new and relocated) Total # Fixture Type (new and relocated)
Total
Water Closet (Toilet)
Ayl
Pressure Reduction Valve/Pressure Regulator
Sink(kitchen, laundry, lavatory, bar, eye wash, etc.)
Water Service Line
Tub/Shower
__7k
Drinking Fountain
Dishwasher
Clothes Washer
Hose Bib
Backilow Prevention Device(e.g. RBPA, DCDA, AVB)
Water Heater Tankless? Yes[—] No
Hydronic Heat in: Floor E] WalIE]
Floor Drain/Floor Sink
Other:
Refrigerator water supply (forwaterfice dispenser)
Other:
FORM A LABuilding New FoldeT 201 0\130NE & x-ferred to LBuilding-New driveTorm A2014.docx Updated: 1/17/2014
Lateral & 5tructural
Emoincering
& Fin File peoign
for the Reoidence at
510 bth Ave N, Edrnondo- Lot 2
Eric Thucoon
Thueoem Cuotom Homeo
509 9th Ave N
Edmonda, WA 9b02O
(425) 772-9401
Lateral Summaries
Lateral Calculations
Structural Summaries
Structural Calculations
April 20, 2017
Job #30227
�11T.
Z",
Dcoioti build Servicco, hic,
Erigiricerine & CotiotruGtloti Management Phone IFax: (360) mmu m-D
28119 - 120th 5t. 5. E, Monroe, WA 98272' E-Mail: rhelde@61bornonroc.c.
APR 2 4 2017
DEVELOPMENT SERVicEs cTFL
CITY OF EDVO;qD$
Design Code 2015 IRC/lBC
.r Residential Design Loads
Gravit
Roof
Dead Load
15 psf
Snow Load
25 psf
Floor
Dead Load
12 psf
Live Load
40 psf
Deck
Dead Load
10 psf
Live Load
60 psf
Soil Bearing Pressure
2000 psf
(Assumed per Table 401.4.1)
Lateral
Wind 110 mph Exposure B
KZT 1
Seismic Wood Shear Panel 0.10 W
R 6.5
Soil Profile D
Seismic Design Category D2
Peoien build Servicco, Itic..
Eneltiecring & CoriotrUGVOr1 Mariaoerncrit Phone /Fax: (360) 793-9659
2&119 -120th St. 5.E., Monroe, WA 9b272 E-Mail: rheldcgdl�ornonroczorn
510 8th Ave N - Lot 2 R. D. Heide, P.E. 1/18
510 Oth Ave N, Edmonds, WA 138020 Design Build Services, Inc.
Job 0 30221 Thuesen Custom Homes (3(00) 193-13659 3/30/11
Basement Floor Plan (m) Thuesen Custom Homes-510 8th Ave Nx
20' F—
Aspect Ratios
10' 3B: I 2,W L-t
ro-1 1.61'
Upper Floor Plan (u)
17-
I
L
h
45 4B
145 — — 2,0
31L — — — — 14.0 —'
r-j- j—
SIP
L-3:8r — — — — — -j
XI X2
Design Code = 2015 IRC/15C
Wind Loads (IlOmph - Risk Gat 11, Exposure 5, Kzt 1)
Seismic Load - v = 0.10 * W
Selsmir- Load - Roof $now load 25 par
X3
W
Y3
—Y2
X4
Yi
Y.3
Y2
Yi
510 ath Ave N - Lot 2 R. ED. Heide, P.E. 2/18
510 ath Ave N, Edmonds, WA e8020 Desi!@n Build 6ervices, Inc.
Job 0 3022-1 Thueeen Custom Homes (3(00) 1133-136513 3/30/11
Basement Floor Plan (m)
-- A,
L11- 17r-AALI=
Y3
-Y2
DTT2Z Inside 4 Outside
to deck jolat/blocking
with P threaded rod
between
L — — — — "\ "* i
rH -�MSTA36 STRAP8 REQ'D TOP
'�D 4 BOTTOM OF: OPENING
Upper Floor Plan (u)
51-6 61-6
xi
KEY
$ - 6THD14
Y3
re!
Y2
yi
""'IN
X2
A
.0/s
/0
3/30/11
E>10 ath Ave N - Lot 2 R. D. Heide, P.E. 3/18
510 ath Ave N, Edmonds, WA 95020 Design Build Services, Inc.
Job 41 30221 Thuesen Custom Homes (3roo) 193-965S 3/30/11
Seismic Controls
Shear Wall Distribution
Front Elevation
(No 6ca le)
133,10
M
1 -1 '13(00
B3(0
Shear Wall Distribution
Right Elevation
Seismic Controls
1331
S4&w
1263
1683W
k-1
16-12 1 503 113
Concrete Wa I Is
X2
X3
'33-1 1 —21ro-1
21ro-1
111?�T 1 -1�-34 S34
Concrete Walls
Y2
Y3
X4
3/30/2017 Michael Leachman P.E. Pagj5,/1 8
=Pcoion build Servicxq, InG.
Engineering and Conctruction Management
28119 -120th St. 5.E., Monroe, WA 95272
Phone/Fax (360) 793-9659
............ ....
Lot 2
Wind Load Calculationo 2015 I[3C A,5CE 7-10 Duildinoo
Figure 28.6-1 MWFK5 (Envelope Procedure) Method 2 - EnGloccd 5imple Diaphragm Low-Kice Dulldinoo
Check Low R15c Definition H/L<=l 0.31076 0.4-5693 If Over 1 Can't Uoc Envelope ProcCCJL
Deoign Calculation Load Combination 2.4.1 - 0.6W adjuoted for Lamda and Kzt;
Wind 5peed
MPH
Rick Category
Expooure Category
kzt;
Eave Height
13uildino Length - 5 (long Jimenolon
a
8.27
Mean Roof height
ft
Lambda Height Factor
Figure 25.6-1 page 305
Roof Pitch
23 degreec,
Zone, factor W*0.6(Kzt)(Lambda)
A 13 C D
Roof Pitch
5 :12
15.1 -0.3 10.5 0.5
Corner Diotance 2a
16-54 ft
Note if negative ueie 0
,51de Elevation
Zone factor W*0.(5-(Kzr,)(LambJa) A 13 C 1)
Roof Pitch 5 :12 15.1 -0.3 10.5 0.5
Corner Diotance 2a 11.2 ft Note if negative uf5c 0
3/30/2017 Michael Leachman P.E. Pag�/l 8
Te,!5ion build ScrviGeo, [tic,.
Engineering and Conotruction Management
28119 - 120th Ot. 5.E., Monroe, WA 98272
Phone/Fax (360) 793-9659
L
ot2
A
Wind Load Caloulationo 2015 IDC A5CE 7-10 buildinp
Figure 28.6-1 MWFK5 (Envelope Prooedure) Method 2 - Enolooed 5imple Dlaphraem Low-Kjoe buildinoo
Front Peoign
Olde dcolp
Zone
Front
Area
Zone Load
Minimum 10 pof A/C 5 pof DO
51de
Area
Zone Load
Minimum 10 pof A/C 5 pof 13/0
2a remainder
16.5 66.16
11.2 44.8
A 13 C D
.... ..........
5020
2620
0 2271
129
1740
560 21050
1275
A
b C
1)
. ...
. . .
.. ....... . . . .. ...
7 . .
....... . .. .
.......... .
.... . ....
.... ..... ..
6424
2545
.
0 3753
..............
1265
1690 290 3570 1250
510 Sth Ave N - Lot 2
Wind Areas
5 112 SF D 255 SF
A114SF C216SF
1e� r�
XI I X2 I X3
6 58 SF D 250 SF
A Ifo9 SF G 351 5F
112
X4 1 Y3 1 Y2 171
J
�i
00
3/30/2017 Michael Leachman P.E. Page
8/18
-Peoiori 13061 5crvioeo, 1t1G.
Engincerime and Conotrurstion Mana0ement
28119 - 120th 5t, 5.E., Monroe, WA 9&272
Fhomc/Fax (360) 793-9659
* -- :. .", -i�6W ---:�0mrZ-
Thiu66;ein: Cu -,CH, 016-�511 A
A.) Lateral Demand, 5hear Wall Detailing
13.) Gr000 Loadino
13.1) 5eiornic Load
f3.2) Wind
1C
13.2.1) Front 511
66001, 1�
13.2.2) 5ide
C.) 5hear Wall Loado, WIND
C.1) Front X-X
Plotribution Fartoro
Diotribution
Diaph. between
A [of] Preesure
Load [lb]
Xin
X(i+l)n
Xin
X(i+l)n
X1u - X2u
0
710.0
0.50
-
050
356
355
0
5
305.0
-0.6
65
107
198
Total
462
553
X2u - Ou
113
0
1130.0�'-
0.66),
b.50-
566
565
5,
1000.0:-�'
b(O
-o
rOOO
400
Total
1165
965
Ou - X4U
1o3
16
1030.0
0. 25
6 76
258
'773
Totalo
Total
Xlu
X2u
x3u
X4u
x1m
X2m
x3m
X4m
'.' 5
255.0
d2b`
0.75'
64
191
710.0 -0.65
"-�035
462
249
175.0
105
70
10�
320.0,
0.96
0.10
288
32
:.!5
100.0:
aep
90
10
12(o
1324�
V. p]
Wall Lenotho. [ft;]
V, [plf]
5rhedluled Shear Wall
461.5
14.9
31.0
�eii�
1718.3
.3-,
(52.9
2230.b
101.9
1324.3
16;7,
79.3
51
461.5
ComL-'W'1llb
171b.3 'Conc; WAII!5�
2230.8 . wal*
1324.3 .60 . H . 0. 7a , Ils
3/30/2017 Michael Leachman P.E. Page
9/18
Peoigm build S&vicco, Itic,.
Enoincerime and Comotruction Manaeoment
2&119 -120th 5t. 5.E., Monroe, WA 98272
Phone/Fax (360) 793-9659
C.2) 51de Y-Y
Di9tribution Fartom Di9tribution
— Diaph. between A [4] Preroure Load [ID] Yin Y(i+l)n Yin Y(1+1)n
Ylu - Y2u
36":
....10
360.0
5
75.0
10:
7,50.0
5
5bO.O
Total
Y2u - Y3u
:10:
470.0
43
215.0
77
10,
770.0
670.0:
0
Total
Ylm - Y2m
ro
�A
&60.0:..
'0
202 0.0
Total
Totalo
V, [lb]
Wall Lengtho, [ft]
Ylu
946.5
Y2u
2017.3
35.2
y3u
957.3
45.&
y1m
2628,5
Y2m
3214.3
y3m
957.3
Conc, wallo
0IQ
324
36
.0.1.0:
rob
8
551
429
2,03
377
946
850
94
376
32
1b3
0.30�
5,39
231
'025
503
16b
1168
957
774
86
909
1111
V. IpIf]
5cheiuled 5hear Wall
57.3
20.9
121.7
3/30/2017 Michael Leachman P.E.
PIZ/1 8
�J-
Peoion 13061 5erviceo, Inc.
Enolneering and Conctruction Manaoernemt
28119 -120t;h5t.5.E., Momroe, WA 98272
Phone/Fax #(360) 793-9659
2015 113C A5CE 7-10 Chapter 11 & 12 Eart;hquake Loado
From: http://earthquake.usgs.gov/research/hazmaps/design
H
torh� om 10�:fthW Edmoh lot 2
,yq!�qji. c up,
Lat
47.8i-39�
Long
i-11,22�369;
Ss
'273:
Fa
S1
OA99.1.
Fv
Assume Soil Profile
D
Sms=Fa*Ss
1.273
Sml=Fv*Sl
0.749
Seismic Design Category
Sds=2/3(Sms)
0.849
D2
SdI
0.499
To seismic Load
Roof Snow Load
psf 0 psf
ASCE Section 12.14 Simplified Analysis
V=F*Sds*W/R
F= 1. 1 Two Story Cs
R
v
Wood Shear Panels
6.5
V= 0. 14 *W 0.131
Section 12.14.3.1.3 Load Combination for Allowable Stress Design
Va=0.7*V
Factor
Wood Shear Panels
V= 0.10 *W 1
Loads
W
E
Roof
Roof Snow
walls
2PQQ�
.. .. .. .. . .. .; �
Load to Roof
61750
6208
walls
06�
Floor
117250':
Walls
:.;.�10850;
Load to upper floor
54500
5479
E - Building
116250
11687
11/18
510 8th Ave N - Lot 2
Seismic Areas
r
I
L
r- — — --I
FLOOR 1125 Sf
WALLS 217 LF
ROOF 3535 SF
WALLS 528 LF
—Y3
58a
— Y2
1131
—Yl
Y3
2468
—Y2
forol
L-- - - - - -j L- - - - __j Yl
X2 1 X3 1 X4
3/30/2017 Michael Leachman P.E. Pale
2/18
Peoioti build 5crviceo, InG.
Enoincerino anti Conotruction Manaocrnent
26119 -120th 5t. 5.E., Monroe, WA 9&272
Phone/Fax (360) 793-9659
D) Seismic
Roof Area
Floor Area
5.; sf
N) Front X-X
Diaph. between
A [of] Load [117]
Xlu - X2u
1872.1
X2u - Ou
��t 30,39.9
Ou - X4u
04: 1296.0
Totab
V. [I b]
Xlu
X2u
Ou
X4u
X1rn
X2rn
x3m
X4m
P.2) 5i6le Y-Y
936.0
2304.0
2255.2
712.8
93CO.0
2304.0
2256.2
712.&
Redundancy(p)-D.3
Seismic Shear
2-08"
6208�,
Seismic Shear
5479�
Plotribution Factom
Meitribution
Xin X(i+l)tl
Xin
X(W)"
0.,50
936
936
6�
1365
1672
�D,55�
583
713
Wall Lengths, Ift)
V. IpIf]
5choduled Shear Wall
14.9
ro2.&
z�`
27.3
84.4
21.9
103.0
16.7
42.7
Conc. Wallo
Coric, Wallo
Conc, wallE5
Conc. Wallo
Diotribution Factore
Di9tribution
Plaph. Detween
A [of]
Load [lb]
Yin
Y(W)"
Yin
Y(1+1)m
Ylu - Y2u
-7;
100
1873.8
_0 50
0.50
937
937
Y2u - Y3u
4534.2
.0
16.56':
2167
21057
Y1rn - Y2m
2526.3
.0-50:
1263
1263
Y2rfl - Y3m
586:
934
934
Totalo
V. [lb]
Wall Lonotho, [ft]
V. [plf]
5cheduled 5hear Wall
Ylu
936.9
Y2u
3104.0
y3u
2167.1
y1m
2200.0
Y2m
5300.9
y3m
3100.9
13.6
35.2
bb.2
45.8
47.3
21.6
101.9
Conc. wallo
Conc. wallo
Michael Leachman P.E.
Peoioti build 5ervice,!5, Itic.
Emoineerino and Construction Management
25119 -120th 5t, 5.E., Monroe, WA 98272
Phome/Fax (360) 793-9659
E.) Shear Wall Aspect Ratio Adjustrncnt� (5DPW5-2015, TaMe-4.3.4 and *4.5.3.4.1 Exception 1)
Thucoem Custom Horrice-510 bth Ave N, Lot2
E.1) Grid X - X
Second Floor Geometry
First Floor Geometry
h=
h=
0.00:� ft
h/1.5= 6.67 ft
h/1.5=
0.67 ft
h/2= 5.00 ft;
h/2=
5.00 ft
h/3,5= 2.56 ft
h/3.5=
2.86 ft
Are there any 9hear walls on Xim Oridlimeo with an apect; ratio between 2 and 5.5:1?
:YE5.
Now
wall Lengvi_ Wind Seismic *Factor
Wind
Seismic Scheduled
Shear Wall
Adjusted Shear Wall
Grid Line,
v If] V. 1pff) h/(2*bi5)
V. IpIf]
V. [Elf] Wind
Seismic
Wind Seismic
X1u
31.0 02.5 I.zz
�5140_ 51-6
x3u
69.0 103.0 0.00
0.0
0.0
F-.Z) &rid Y - Y
H= 10,00 ft
h=
10.00 ft
h/1.5= 0.67 ft
h/1.5=
6.67 ft
h/2= 5.00 ft
h/2=
E5.00 ft
h/3.5= 2.86 ft
h/3.5=
2.86 ft
Are there any shear walls on Yin Oridlimeo with an apect ratio I;ctwecm 2 and 3.5:1?
YE5�
New
Wall Leng-mi. -.:Wind Seismic
*Factor Wind
Seismic Scheduled Shear Wall
Adjusted Shear Wall
Grid Line V. [plf] V. [plf]
hl(2*1�o) V, 10f]
V, IF,f] Wind Seismic
Wind Seismic
Ylu 3 UU 0&.b
06.19 I'b I I I O.V
114J5 �bILZI (0-
51-6
Ylm 3.&0' 121.7
101.9 1.32 160.1
134.061�
00
Michael Leachman P.E.
14/18
Peoion 15061 5crvicco, Itic.
Emoincerino and Conetructlom Management
2&119 -120th 5t.O.E., Monroe, WA 9&272
Phone/Fax (360) 793-9659
F.) Hold DOWn CaIGUlatiOM6
Thueoen Curtom Homeo-510 bth Ave N, Lot2
Wind selormic,
Grid Line
v, [plf] V, IpIf]
X1u
31.0 62.&
X2u
62.9 84.4
Ou
101.9 103.0
X4u
79.3 42.7
x1m
X2m
a 1161'!
Cr n m� W.
x3m
ZZ.
5ccond Floor Height 10.00 ft
Firot Floor Height 10.00 ft
Wind 56iomic
Grid Line v, 1p,f] V. 1p,f]
Ylu 69.5 65.9
Y2u 57.3 W.2
Y5U 20.9 47.3
y1m 121,7 101.9
�,j
Y2m
a
y3m F
Uplift Force Tables
Grid Line
Pw [11b] Ps [Ib]
X1u
309.9 628.2
Ylu
X2u
629.4 844.0
Y2u
0 u
1018.6 1029.8
Y3U
X4u
793.0 426.8
x1m
Ylm
X2m
Ito
Y2m
x3m
y5m
695.2 688.9
573.1 881.8
209.0 473.2
1216.9 1018.5
C -WaII6..:!-,--,
A
Peoign build 5erviGeo , Inc..
Etiolnecrine & Conotruction Mana0ement Fhone /Fax: (360) 793-9659
28119 -120t;h St. 5.E., Monroe, WA 98272 E-Mail: rhcldeQ6lb9rnorwoC.GOr1
13lorked Wall Peolon Client; �Thuc5en 6uotorfi Honie6�6110 btfi AvqN'
LOG3VOM of blockei Walt rn�.
Wall Length (L) F
Win i Shear
lb/ft;
Wall Height (H) �10 FT
Sciornic Shear
lb/ft
Wall 5ection 1 (wol) _2.5,� FT
Wall 5ert;ion 2 (w!52) c FT
Heloht; of Section 2 (hr,2)
Hcioht of opcnine(Ho) FT
Tranoorn
FT
Calculated Wind V 60b.5 #
Calculated rho I
Calculated 5eirmic V 505'T #
Calculate the Loadr,
5elornic. Vw .14(L)(H)(1/2)(12)=
118 #
Peolon Oelornic
627 #
Controling Peoion
627 #
5e4ornic Cortro6
CF = V + Vw = Calo V + Vw
627 #
Gr000 Shear
45 #/FT
F1 = F(w5l/(woll +wo2))
314 #
F2 = F(wq2/(wr,1+wq2)
314 #
Determine the Wall InUrlor Loadr,
T = C=(Fl+F2)*H/L
448 #
vF1 = Fl/well
125 #/FT
Cl = (F1H-T(we1))/hr,2
960 #
vF2 = F2/wc,2
125 #/FT
T2 = (F2H - C(wo2))/hr,2
960 #
vV3=V3/(H-Ho)
112 #/FT
VI = (Twr21-F1(H-hc,2))/h52
-64(b #
Y2 = (Cwr22-F2(H-hr,2))/hr,2
-64rb #
M5TA56 5TP
2050 #
V3 = (F1h-C1(hr,2))/wr,1
448 #
M5T37
4605 #
V4 = C1 + T2 =
1920 #
Dead Load
Roof
Walls
Floor
P",
I&
10 10
12
DL=
(DL'.6)/2=
CI...
".�Qh
(H)
v it
N.,
".6ght
W.11
630 lb
1400 lb
1680 lb
3710 lb
1113 lb
Uplift Calculation
Uplift Wind 435 lb 1113 lb -678 lb
Uplift Seismic 364 lb 1113 lb -749 lb
Uolift.�;500..I,bs-'NOti6ldDo.wn.,Req'd-
15/18
16/18
EXTENT OF
HEADER —
2
0
0 C)
X
Rig
11 - 11 . *VARIES (SEE PLAN)
11611 MIjq-
2X4 TOP PLATE OR PONY WALL ABOVE
GARAGE DOOR HDR. MIN. 3x11.25
(SEE FRMG. PLAN FOR SIZE)
LSTA24 VERTICAL STRAP
IM—P OPPOSITE OF SHEETING
NAIL O.S.B. TO HDR W/8d @ 3" O.0
OR 15g STPLS @ 2,�" O.C. TYP.
ROWS 2-20 STUDS MIN
16D @
3' 0,C,
NAIL @ A�,,[_ PLTS, HDRS, &
STUDS 8d @ 3 O,C. TYF,
OR W/15g STAPLES @ 2.5" O.C. TV.
2-20 AT AV O,S,B. JOINT 16D@3"o.c.
IN MIDDLE 24 OF PANEL
7/16" O.S.B. (5/8" T1-11 @ TLRP)
-STHD14 OR PLAN NOTE CALL —OUT.
INSTALL PER MANF. RECOMMENDATION.
CONTINUO — 2-20 PLATES, NAIL SHTG.
w/STEM 12" w/2 #4 MIN TO EA. PLATE — SEE NOTE BELOW
AT OPENIN ANCHQR LAG BOLTS W1 3x� WASHER
MIN 7 6BEDMENT (1-5/8 x12 AB MIN)
Note: oftere yPanel i ron a Krimjoist the sheeting must lop the rim
which could take the place of the second plate. Log bolts are to
replace anchor bolts into 4x @ RIM. The STHID14's are to be
replaced with STHD14RJ's or added to with MST 60's at a pony
wall, MST 60's are to replace STHD14's at a second floor
application.
G _� LATERAL RESTRAINT PANEL "LRP9'
1,J TLRP SIMILAR (REF: APA TT-100)
17/18
Ref: AFPA SDPWS Section 4.3,5.2 Design for Force Transfer
Blocking at All Panel Edges Req'd
48" 48"
Full Panel Width
Full Panel Vidth
will!
1 M
�-2 x 4 (min. pictte) 'Sheeting To Be
Continuous
2-2x Continuous or Strapped Rim Over Rim Joist
Perforated Shear -Wall Similar. No Horizontal Straps or blocking . required.
Wall to be sheeted then openings cut and all edges nailed per schedule.
AFPA SDPWS Section 4.3.5.3
BLOCKED WINDOW SHEAR
WALL DETAIL
18/18
Design l3ulld -Ser.vlces, Inc (360) 1133-5655 - Shear Wall Schedule - Rev 8a - 7/2/2016
SHEATHING
NAILING
END STUDS
(MIN)
PLATE NAILING
12d
A35/RBC
@TOP PL.
1,12" A.B.
SPACING
UNBLOCKED
BLOCKED
G1-7
1/2" Sheetrack
5d Wallboard @7" o.c._
(1) 2X4
I Row @ 14"
3'-6"o.c.
1/2" @ 6'
100
125
G1-4
1/2" Sheetrock
5d Wallboard @ 4!' o.c.
(1) 2X4
1 Row @ 11"
31-o"o.c.
1/2-0 6'
125
150
01-4+
5/8" Sheetrack
6d Wallboard @ 4" o.c.
(1) 2X4
.1 Row @ 9"
2'_6"o.c.
1/2" @ 6'
145
175
G2-7
1/2" Sheetrock
5d Wallboard @ 7" o.c._
(1) 2X4
I I ROW @ 7"
1 V-9-o.c.
1/2' @ 6'
20G
f 250
G2-4
1/2" Sheetrock
Wallboard @ 4" o.c.
2-2X4/1-2X61
_F_
I Row @ 5"
�
1 �- o.c.
1/2" @ 4'
250 -
1 300
LRP
16" LATERAL RESTRAINT PANEL - Max Ratio 6:1 w/min. 4x Header
600 Lb TOTAL
REF
2'-0" or wider LATERAL RESTRAINT PANEL
515 Lb/ ft.
APA
TT-100
Based on APA T20011-56 & Draft 156 dated June 17, 1994- higher values are allowed based on H.D. design.
ALL WALLS BLOCKED
Edge Nailing HF Spacing
HF TYP
HF WIND
S1-6
7/16" OSB
8d 06"o.c. or 16g Staple @4!'
2-2X4/1-2X6
1 Row @7"
2'-O"o.c.
1/2' @ 6'
215
300
S1-4
7 16" OSB
8d @4"o.c. or 16g Staple 02.5"
2 2X4/2X6
1 Row @5"
1'-5"o.c.
1/2" 0 4!
310
434
S1-3
7 16" OSB
Eld 03"o.c.
2-2X6/3-2X4
1 Row @,V'
1'-O"o.c.
5/8" @ 1.7'
400
560
S1-2
7/16" OSB
10d @2"o.c.
1-DF#2-4x4
2 Row @2.5"
B"o.c.
5/8" @ 2.5'**
544.
763
S2-6
7/16" OSB
8d @6"o.c. or 16g staple 04"
3-2x4/2-2x6
1 Row @3"
12"o.c.
.5/8" @ 1.5'
430
600
S2-4
7/16" OSB
8d Wo.c. or 16g staple 02.5"
4-2x4/3-2x6
2 Row @5"
5/8 :: 0 2.7'**
620
868
S2-3
7/16" OSB
Bd 03"o.c.
4-2x6/1-4x4.
2 Row @3.5"
_8��
Co.c. 15/8
@ 2'**
800
1120
S2-2
7/16" OSEI
10d 02"o.r.
1-DF#2-4x6
2 Row @2"
4"o.c. 15/8*
@ 1.3'**
1088
1525
.Hold Down Schedule - Simpson or Equal Tension
WIhd Seismic Cracked
A35
A35 - Detail 4 In Simpson Catalog
6bO 600 lb @ 1.6
H1
H1 - Truss to top plate lateral
415
415 lb @ 1.6
LSDTHB
LSDTHO/LSDTH8RJ-6- wall @0.5"-12"+ f. outside corner
1690
1220 jib
@ 1.6
LSDTH8
LSDTH8/LSDTH8RJ-8" wall 00.5"-12"+ f. outside corner
2230
1610
lb @ 1.6
LSDTH8
LSDTH8/LSDTH8RJ-8" wall @12"+ from corner
'3115
2250
Ib @ 1.6
STHD10
STHDIO/STHD10RJ-6" wall 00.5"-15"+ f. outside corner
2050
1435-
lb @ 1.6
STHD10
STHD10/STHD10RJ-8" wall @0.5"-15"+ f. outside corner
3145
2175
lb @ 1.6
STHD10
STHDIO/STHD10)?J-8" wall @15"+ f. outside comer
4755
3400
lb 0 1.6
STHD14/STHD14RJ-6" wall 00.5"-21"+ f. outside corner
3200
2685 lb
@ 1.6
STHD14
STHD14/STHD14Rj-8" wall @0.5"-21"+ f. outside corner
4165
3500 lb
@ 1.6
JSTHD14
STHD14
STHD14/STHD14RJ-8" wall @21"+ from comer
5345
3815 11)
@ 1.6
HDU5
HDU5 w/ 5/8' SST1324 6" Wall Min 5" from Endwall
4470
3325 lb
A.B./DF
H U5
DU5
HDU5 w/ 5/8" SSTB24 6" Wall Min 42" from Endwall
5025
3740 lb
A.B./DF
HDUB
HDU8 w/ 7/8" SSTB28 8" Wall Min 5" from Endwall
7615
6395 lb
A.B./DF
HDU8
HDU8 w/ 7/8- SSTB28 8" Wall Min 50" from Endwall
7870
7870 lb
w-4,5DF
ST24
ST 6224 to lolst - MST37 w/ rim
2540
2540 lb
@ 1.60
ST3E;
ST 6236 to joist - MST 48 w/ rim
3695
3695 lb
@ 1.60
ST60
MST60 0 rim
4830
4830 lb
01.60
ST72
MST72 no rim
6730 1
673O__ Ilb
01.60
NOTES: Based on 2015 IBC and Industry Standards assume HF for wood material u.n.o.
xl-x wall is sheeted an one side. x2-x Is sheeted both sides. Hold-downs are based on 2011 Timpson HemFIr Values UNG. Toenail use 0 rim to top plate requires 207.
more nails than plate nailing values given 0 top plate. Toenails @ Gl-7/4 only, Hails to be'. 81) 0.13lx2.5' IOD 0.1480" 12D 0.1480.25 16D 0.135x3.5*
Per AFPA SDPwS H.W ratio 2:1 max for sheetrock walls. All sheetrock wall sections iy/H:W ratio of 1.51 to be blocked. Sheetrock walls not allowed in seismic zone E
Anchor bolts for Hold downs are to be A307 bolts or threaded rod with 2 nuts (lammed). Mh Embedment length to be 12" In the footing. Simpson SSTB bolts can be
subsituted per the Catalog call -outs, Rebar Is to be within f above and to the side of the head of the bolt and Simpson Strop Hold-downs.
Gypsum Wall Ndiling Is for all supporting members & wall to he unblocked unless noted otherwime, All 0SB/Plywd walls to be blocked and have Min field nailing @ff o.c. if
panels ore over jr thick or stud spacing less than 24" o.c..
*A35 @ top plate only required if Rim Joist Is Hush With Sheathing or 0 Interior wall & cannot be toe -nailed.
** 3x Mudsill Required. 3x wall plates are required if sheeting is spliced on the plate. If spliced on rim double rim required for 1 1/2' nail penetration. Note mudsill shear
can be different than the wall above, see calculation summary sheet.
All wolls with shears over 350#/ft require 3x studs or blocking at panel )oInts. Double studs can be substituted when nailed together at shear wall nailing with 10d nails.
All anchor bolt spacing between 350#/ft and BDO#/ft has been reduced by 50% to allow use of 2x plate. If 3x plate is used bolt spoving can be doubled In these cases,
ALL ANCHOR BOLTS ON SHEAR WALL LINES TO HAVE YXSX229" WASHERS 2308.3.2, �' From Mudsill edge on side with
OSB/Plywood if shear over 200 PLF per SDPWS 4.3.6.4.3- unless hold-downs provided at wall ends per exception.
Mar. 31, 2017 13:28:35
6"
61'
54'-6"
52'
51-
Vol
X 48'
46' -6--
44�-6--
10
43'-6"
b33 b32
40'
b33
F 35
b34
F1
2
25-
460 4
� �W gt2 b86
8- -2 XZO
7 37'
7 !Wb52
2
T
35'
gtio it :11 it �11 b83
23�.
33'
13
32'
gt3.
4 29'
12-
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1-1 Wood`Works(g) Sizer SOFTWARE FOR WOOD DESIGN i
Thuesen-510 8th Ave N WoodWorksil) Sizer 11.0
Concept Mode: Beam View Roof: 211
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WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
Thuesen-51 0 8th Ave N WoodWorksg)Sizerll.0 Mar. 31, 2017 13:28:47
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Thuesen-51 0 8th Ave N.wwa
WoodWorks@ Sizer
Concept Mode: Beam View Floor 1: 11
16
WoodWorksO Sizer 11.0
SOFTWARE FOR WOOD DESIGN
Apr. 12, 2017 14:16:12
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Thuesen-510 Sth Ave N
WoodWorks@ Sizer
Concept Mode: Reactions at Base -of StructUre View Floor 2: 111
'WoodWorks,b Sizer I i.0
SOFTWARE FOR WOOD DESIGN
Mar. 31, 2017 12:53:56
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12'-6" 20'-6" 2V-6' 38' 48' 54' 91..5�.
Pcoitp build 5crvicco, Itic,.
Engineering and Conotruction Management
2,5119 -120th5t.5.E., Monroe, WA 96272
Flhoric/Fax #(360) 793-9659
ProjcGt Information: T uesen N,
Foundation Analysis
Allowable Bearing Pressure
2000
psf
Design
Design
DL+
Live Load
Load
Area
Footing Size
Column Footing
DL
LL SL
DL+LL
DL+SL
.75(LL+SL)
(lb)
(lb)
A
-'976'.'
434
2 --'�949.
3409
1924
3512
2537
3512
1.8
18 in Round
-1.27
'A 60
190
507
428
317
507
0.3
18 in Round
c: 32
60 OJ
698
105
555
603
698
0.3
18 in Round
%Q 9
1 0
3697
1009
3025
2688
3697
1-8
18 in Round
Strip
width
Stem Height
(up from ground)
Strip Footings
in
Load
Area
Min. Footing Length
7 .9, 86
4360
2695
4438
2732
4438
2.2
2.2 ft long
:c
134
'2
4230
1941
3957
2887
4230
2.1
2.1 ft long
18
'8
2101
1760
2453
1567
2453
1.2
1.2 ft long
6.5 J-
;j
820
161
655
659
820
0.4
0.4 ft long
63
22562
3677
6179
6111
3617
6179
3.1
3.1 ft long
2556
6953
5854
4397
6953
3.5
3.5 ft long
626
430
1058
1328
1476
848
1476
0.7
0.7 ft long
1838
26
1863
4681
3989
2843
4681
2.3
2.3 ft long
'67
9 21-
1292
3250
2761
1958
3250
1.6
1.6 ft long
54 6
1546
4387
3677
2841
4387
2.2
2.2 ft long
DL+
Wall, DL Wall, LL Wall, SL DL+LL DL+SL .75(LL+SL)
Strip Footing w/Wall
c2'
155 4
t'l 6'
248
J.
'666
153,;'� '21"3
3
213'',
-2 528.
C67'
73
580
324
601
903
422
850
882
634
820
910
250
745
366
286
413
3.2 366
286
413
789
467
812
572
1002
993
73
190
161
53
137
116
Design
Live Load Wall Load Combined
Pressure
Strip Width
(lb)
(plf) (Psf)
DCR
Min. Strip Widtl
446
601
1283.6
0.6
7.7 in.
616
903
1624.8
0.8
9.7 in.
248
882
1273.7
0.6
7.6 in.
660
910
1074.8
0.5
6.4 in.
260
413
1316.8
0.7
7.9 in.
260
413
1511.8
0.8
9.1 in.
551
812
1023.4
0.5
6.1 in.
626
1002
17128
09
103 in
117
190
679.5
0.3
4.1 in.
84
137
847.3
0.4
5.1 in.
M
NI
Pile Analysis
21'
3"
4"
Pile Capacities
000,:
�12,000
20, '0.
0..] lb
Design
Design
DL+
Live Load
Load
Pile
Column Footing #
DL
ILL
SL
WL
DL+LL
DL+SL LL+SL+WL)
(lb)
(lb)
Dia
P� 1
k57
M8`
1044&
11445
19700
18730
10443
19700
4 in
3515�� 20,871.;
155f
5602
5066
6244
2729
6244
3 in
67,41
8033.
14774
8244
13893
8033
14774
4 in
3U8:
2469
1358'
5997
4886
6398
2870
6398
3 in
P5
27 6
'2942
.938
5648
3644
5616
2942
5648
3 in
P&
6584,
`S515
15099
8360
14302
8515
15099
4 in
P.7
2894�
'2942
1:195'
5836
4089
5997
3103
5997
3 in
P&
.3279'
3646
6925
3846
6439
3646
6925
3 in
5400
6926%;,
12326
6240
11225
6926
12326
4 in
Pit
4944
3216i,,%
.,,.':2419
8160
7363
9170
4226
9170
3 in
244&
4245
3394
4507
2062
4507
3 in
P1.2'
0'
'2434
049.
6034
4549
6137
2537
6137
3 in
3 -J.
4400
1914
3779
2486
4400
3 in
R .,;759
5
3276;:;,,-
10871
13488
14472
6877
14472
4 in
Pile Cap Analysis
V (lb)
M (ft.lb)
Pol 11763
12753
PC2
9274
10888
PC4
8036
13299
PC6
5080
10474
PC7
8489
14734
COMPANY
Design Build Services, Inc.
PROJECT
510 Sth Ave N - Lot 2
28119 - 120th St. S.E.
510 8th Ave N
WoodWorks'
Monroe. WA 98272
Edmonds, WA 98020
PH: 36D-793-9659
Thuesen Custom Homes
Mar. 31, 2017 09:48
bl
SOFTIVARE rOR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Slizer 11.0
Loads:
Load
Type
Distribution
Pat-
tern
Location (ft]
Start End
Magnitude
start End
Unit
!_J25
Dead
Partial UDL
IT.
0.02 2.02
155.2 155.2 '
-p7f-
2_ ' 25
Live
Parti:l UDL
Yes
0.02 1.02
424.7 424.7
plf
3321
Dead
P.rti 1 UDL
11.
1 02 5.02
155 155.2
plf
4_J26
Li a
Partial DL
U
Yes
1 02 5.0 2
:2
421 7 124:7
plf
5 , 27
Dead
partial UDL
?To
1.02 g.02
155 . 2 15 5 2
plf
6_1 27
Live
Partial UDL
Ye,
5.02 9.02
424 . 7 424 . 7
plf
7_j28
Dead
Partial UDL
11.
9.02 10.02
155.2 155.2
plf
o J2
!_igh,
liv-
Partial UDL
Yes
9.02 10.02
424.7 424.7
plf
,.,;t
I .. -
Full UDL
1 110
1
1 6.0
plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
19-0.6'
Unf red;
D:.t.
ad
302
1007
30'
.L"e
F ct.red:
92'
-
2654
9 2'�!?
B.Total
at Ing :
1231
-
3662
1231,
Length
0 56
0.56
Mi2 a '=d
.r
0:56
3
0.111
Maximum reaction on at least one support Is from a different foad comWinatlon than the critical one for bearing design. shown here, due to Cd factor. See Analysis results for reaction from critIcal load oombinaflon.
bl
Lumber -soft, D.Fir-L, No.2,4x8 (3-1/2"x7-1/4")
Supports: At] - Timber -soft Column, D.Fir-L No.2
Total length: W-0.6"; volume = 1.8 cu.ft.;
Lateral support: top= fall, bottom= at all supports:
Analysis vs. Allowable Stress and Deflection using NOS 2015:
Criterion
Analysis Value
Des n
�Lalue
Unit
A111,1jE IlIgn
She-
f�
06
F_�g;
v
185
psi
_7
v v4DZ
�tl
Bending(+I
flo
5045
Eb:
1170
psi
fb/Fb'
0.43
Bending(-)
Eb
717
Fb
1162
pei
fb/Fbl
0.62
D, Id Defl'n
0. ol
�L/' go
'IV. Da"..
..02
�L/999
0.17
L/360
1.
0.14
Total Defl'n
OoO3
<L/999
0625
L/240
in
Do13
Additional Data:
FACTORS: FIE(P.I)CD CM Ct
CL CF Cfu Cr
Cfrt
Ci C.
LC#
Ev. 180 1.00 1�00 1�00
- - - -
1.00
1.00 I.DO
2
rb:+ 900 1.000 1.00 1 00
1.000 1 300 1 00 1 00
I.DO
1.00
3
Fb 900 1. 0 1.00 1:00
0.993 1:300 1:00 1:00
1 .00
1.00
2
F 2 00
6 1:
- - - -
1.00
1.00
-
.6 million 1.00 1 00
1.00
1�00
3
Evda, D.58 million 1.00 1.00
1.00
1.00
3
CRITICAL LOAD COMBINATIONS:
Sheet : Lc #2 D+L, V ma. -
1831, V d..ig. 1448 lb.
Bamdi.=+�: LC #3 DIL (part-.:
L I, M = 1294 lbs-ft
-
Bending - ! LC #2 D-L, M - 1831 lbs-ft
Deflection: LC #3 (live)
LC 93 (total)
D=dead L=Iiw S='now W-ind I=irpact Lr=roof live L-concentrated E=earthqu.ke
All LC s are , i.t.d In the Analysis output
Load Patterns: s=S/2, X=L+S or L+L., pattern load in this span
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
�ezflectionz EI = 178eO6 lb-in2
ive - d, fl action - Deflection from all non -dead load, (live, wind, -o-)
Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection.
,,, te-1 stability(-). Lu - 51 Le - 91-11.56" RB - 8.4; Lu based on full span
Design Notes:
'. WoodWorks analysis and design are In accordance with the [CC International Building Code (IBC 2015), the National Design Specification (NOS 2015), and NDS Design Supplement
2 Please verify that the default deflection limits are appropriate for your application.
3 C nrinuous or Cardifevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans.
4. S= lumbar bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc,
28119 - 120th St. S.E.
WoodWorkso
Monroe, WA 98272
PH: 360-793-9659
SOFnVARf FOR WOOD DESIGN
Mar. 31, 2017 09:48
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Distribution
Pat-
tern
Location (ft)
Start End
Magnitude
Start End
Unit
77�_
320
__
5ead
Full UDL
147.2
plf
2_j2O
Live
Full UDL
360.0
plf
3_jI2O
Dead
Full UDL
46.6
plf
4_j12O
Live
Full UDL
240.0
plf
Self -weight
Dead
Full UDL
7.7
plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
L-Affillil
PROJECT
510 8th Ave N - Lot 2
510 8th Ave N
Edmonds, WA 98020
Thuesen Custom Homes
b2
Unfacto red:
Dead
613
613
Live
Factored:
1828
-
1828
Total
Bearing:
2441
-
-
2441
Length
1.12
-
1.12
Min reg'd
1.12
1.12
b2
Lumber -soft, D.Fir-L, No.2,4x10 (3-1112"xg-114")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: VAX% volume = 1.4 cu.ft.;
Lateral support: top= full, bottom= at supports;
nalysis vs. Allowable Stress and Deflection using NDS 2016:
Criterion
Analysis Value
Desig Value
Unit
Analysis/Design
Shear
fV = 81
Fv1 = 180
psi
fv/Fv' = 0.45
Bending(+)
fb = 867
Fb' = 1080
psi
fb/Fbl = 0.80
Dead De fl'n
0.02 = <L/999
Live Defl'n
0.05 = <L/999
0.20 = L/360
in
0.24
Total Deflln
0.07 = <L/999
0.30 = L/240
in
0.24
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL Cr Cfu Cr
Cfrt
Ci Ca
LC#
Fv:+ ISO 1.00 1.00 1.00 - - - -
1.00
1.00 1.00
2
Fb 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00
1 00
1.00 -
2
Fop 625 - 1.00 1.00 - - - -
1:00
1.00 -
-
E' 1.6 million 1.00 1.00 - - - -
1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - - - -
1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear � : LC #2 - D+L, V max = 2404, V design = 1749 Jos
B nding(+): LC #2 = D+L, 14 = 3607 lbs-ft
Deflection: LC #2 = D+L (live)
LC #2 = D+L (total)
D=dead L=Iive S=snow 11-wind.I=impact Lr=roof live Lc=concentrated
E=earthquake
All LC . a are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: El = 369eO6 lb-in2
"Live" deflection = Deflection from all non -dead loads (live,
wind, snow I
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ]CC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement,
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber banding members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
0
M
PROJECT
WoodWorks
Design Build Services, Inc.
28119 - 120th St. S.E.
510 8th Ave N - Lot 2
510 8th Ave N
Monroe, WA 98272
Edmonds, WA 9B020
SOMVARtFOR WOOD DESIGt4
PH: 360-793-9659
Mar. 31, 2017 09:50
Thuesen Custom Homes
W
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
-Load
�e
Distribution
Pat-
Location Ift]
Magnitude
Unit
I
tern
Start E2d
��art End
2 _131
DeTd
Live
Partral UDL
0 07 ,7
221 7 221.7
Tif
_J31
LJ32
Dead
Partial UDL
0:07 5.57
616:0 616.0
pif
4_J32
Live
Partial UDL
5.57 9.07
98.4 98.4
plf
5 b9
Partial UDL
5.57 9.07
373.3 373.3
plf
-
6_�bq
Dead
Point
5.57
213
lbs
Live
Dead
Point
Full r1nT.
5.57
608
lbs
Maximum Reactions (lbs) and Bearing Lengths (in)
0.
�nf..t.x.d:
Dead
1029
Live
2843
812
Factored:
-
2459
Total
3872
-
Bearing:
-
3272
Length
1.70
-
Min rel'd
1.70
1.44
W
Glulann-Unbal., West Species, 24F-V4 DF, 3-1/2"xg"
6 laminations, 3-1/2" maximum vAdth,
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: volume= 2.Ocu.ft.;
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015
riterion
An2l sis Value
Design
t;�� lr
2
Value
Fv1 = 265
Unit
Anal Ysig�esipi"
Bending(+)
fb = 2253
Fb' = 2400
psi
psi
rv/FV
fb/Fbl 0.94
Dead Deflln
0.09 = <L/999
Live Defl1n
0.25 = L/439
0.30 = L/360
in
0.82
Total Deflin
0*38 = L/287
0.45 = L/240
in
0.83
Additional Data:
FACTORS: F/E(psi)CD C14 Ct CL Cv Cfu Cr Cfrt Notes Cn-Cvr LC#
Fv' 265 1.00 1.00 1.00 - - - -
Fbl+ 2400 1-00 1.00 1.00 2
Fcp' 650 1-00 1-00 1-00 1 . 000 1-000 1-00 1-00 1.00 1.00 - , 2
1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - -
Eminy, 0.85 million 1.00 1.00 - - 2
CRITICAL LOAD COMBINATIONS: - - 1.00 - - 2
Shear : LC #2 = D+L, V max = 3872, V design - 3193 lbs
Bending(+): LC #2 = D+L, 24 - 8873 lbs-ft
Deflection: LC #2 = D+L (live)
LC §2 = D+L (total)
D=dead L-live S-snow PI -wind 1-impact Lr=roof live Lc -concentrated E=earthquake
All We are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: El 383eO6 lb-in2
"Live" deflection Deflection from all non -dead loads (live, wind, snow
Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance %vith the [CC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Glularn design values are for materials conforming to ANSI 117-2010 and manufactured in accordance vAth ANSI A190.1-2007
4. GLULAM: bxd = actual breadth x actual depth.
S. Glularn Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp�n).
W11
-De sign kitsuft,
C6
. . ....
gomjbl� on
Member Reaction (lbs)
1013 @ 2 1/2"
2267 (2.25")
Passed (45%)
1,00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1000 @ 3 1/2"
3310
Passed (30%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
5268 @ 9'
7590
Passed (69%)
1.00
1.0 D + 1.0 L (All Spans)
Uve Load Defl. (in)
0.388 @ 9'8 11/16"
0.479
Passed (L/592)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.523 @ 9'8 3/4"
0.958
Passed (L/440)
1.0 D + 1.0 L (All Spans)
TI-Prol- Rating
49
40
Passed
uenecoon cmena: LL (L/4bU) anct I L (LIL40).
Top Edge Bracing (Lu), Top compression edge must be braced at 41 611 o/c unless detailed otherwise.
Bottom Edge Bracing (Lu). Bottom compression edge must be braced at 19' 5" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed. -
Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24" Span Rating) that is glued and nalled down.
Additional considerations for the TI-Prol" Rating Include: None
.Supports:
Loa to s6boo
Acce#'DF
'3
Tow.,
!"ulre.d,�
1 Dead
T11
Total
1 - Stud wall - SPF
3.50"
2.25"
1.75"
830
1609
2439
11/4" Rim Board
2 - Stud wall - SPF
3.SO"
2.2S'
1.75-
248
723
971
11/4" Rim Board
KIM boaro is assumea to carry all loaas applieLl directly above it� bypassing the member being designed.
Loads
Localtiorilslaw,
Sp4c, n§
DeaA.,,-
77
L(0190),
Floor Live
1.00
J ) '
Comm In
I - Uniform (PSF)
0 to 19'7"
16"
12.0
40.0
Residential - Living
Areas
2 - Point (lb)
5.
N/A
64
1
3 - Point (lb)
91
N/A
64
160
4 - Point (lb)
14'
N/A
64
122
5 - Point (lb)
0
NIA
573
846
ye
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details.
(www.woDdbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to
assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested
In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/servjcp-s/s�-CodeReports.aspx.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
1M,
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 201S
Design Methodology: &SD
0 SUSTAINABLE FORESTR`( INITIATIVE
Forte Software Operator 3/31/2017 11:27:43 AM
Forte v5.2, Design Engine: V6.6.0.14
Thuesen-510 8th Ave N.4te
Page I of I
Job Notes
Michael Leachman P.E.
Design Build Services
(360) 793-9659
MLeachman@dbsmonroe.com
0
mA
1c�d:
Member Reaction (lbs)
1361 @ 2 1/2"
2267 (2.25")
Passed (60%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (lbs)
1348 @ 3 1/2"
3310
Passed (41%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
5137 @ 79 1/16"
7590
Passed (68%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0,267 @ 7- 8 1/8"
0.379
Passed (L/682)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.331 @ 77 7/8"
0.758
Passed (L/SSO)
1.0 D + 1.0 L (All Spans)
TJ-ProT" Rating
58
40
1passed
Deflection criteria: LL (1/480) and TL (1.1240).
Top Edge Bracing (Lu)- Top compression edge must be braced at 4'6" o1c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 151 S" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that Is glued and nailed down.
Additional considerations for the TJ-Prol" Rating Include: None
0 Its
PO
Beadrid Lehith'
wr "s-
_.Loa s to SU00
Acoiissorfes
pba:, .
,Ava,1,1,ab1,e
equ"d..,
Ive'
Total
I - Stud wall - SPF
3.50"
2.25"
1.75"-
287
1081
1368
11/4" Rim Board
2 - Stud wall - SPF
3.50"
2.25"
1.75"
195
798
993
11/4" Rim Board
- Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed.
Locad on (Side,
ead
Floor Live.
!Porrimpa
I -Uniform (PSF)
0 to 15' 7"
16"
12.0
40.0
Residential - Living
Areas
2 - Tapered (PLF)
6- to 8- 6"
NIA
27.0 to 27.0
84.0 to 84.0
3 - Point (lb)
V
N/A
-
25
4 - Point (lb)
8-6-
N/A
17
350
aeuser Nq'te; s---
Weyerh
. . . . ........
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to
assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are thlrd-party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC ES under technical reports ESR-1 153 and ESR-1387 and/or tested
In accordance with applicable ASTIVI standards. For current code evaluation reports refer to http://www.woodbywy.com/seMces/s�-CadeReports.aspx,
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
1 WfID
System : Floor
Member Type : Joist
Building Use : Residential'
Building Gode : IBC 2015
Design Methodology : ASD
SUSTAINABLE FORESTRY INITIATIVE
Forte Software Operator 3/31/2017 10:50:42 AM
Forte v5.2, Design Engine: V6.6.0.14
Thuesen-510 8th Ave N. 4te
Page 1 of I
Job Notes
Michael Leachman P.E.
Design Build Semces
(360) 793-9659
MLeachman@dbsmonroe.com
�r�FO R T E` MEMBER REPORT Level, b I I
2 piece(s) 117/8" TJI@ 210 @ 16" OC
0
0
Overall Length: 19'7"
77,77
F,
17'
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are hor1writal.
0
Design Result�
�_:Actpal @ Location
AlldweA_-- -I
Rdsult.,
11)
Member Reaction (lbs)
1019 @ 2 1/2"
2267 (2.25")
Passed (45%)
1.00
1.0 D + 1.0 L (Alt Spans)
Shear (lbs)
1116 @ 173 1/2"
3641
Passed (31%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
5781 @ 8'
7590
Passed (76%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (In)
0.355 @ 8' 10 3/8"
0.431
Passed (L/582)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl, (In)
-0. 150 @ 19' 7"
0.215
Passed (2L/344)
LO D + 1.0 L (Alt Spans)
TJ-Prol- Rating
53
40
Pas ed
Deflection criteria: LL (L/480) and TL (L/240).
Overhang deflection criteria: LL (2L/480) and TIL (21.1240).
Top Edge Bracing (Lu): Top compression edge must be braced at 4'3" o1c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 8" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24" Span Rating) that Is glued and nailed down.
Additional considerations for the T3-Pro" Rating Include: None
S _061ft
Load Q
:Acce s .1
e!, 0 riles
Total
Re4 d
Dei
Snow
I
I - Stud wall - SPF
3.SO"
2.25"
1.75"
229
7981-2
-29
1027/-31
1 1/4" Rim Board
2 - Stud wall - SPF
3.50"
3.50"
3.50'__
486
994
270
Blocking
RIM Board is assumed to carry all loads applied directly above It, bypassing the member being designed.
Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed.
Loads. . .
L�calll on,(Side)
' ead-'
M'9
V., 6,
gar. vei..
(Loo 4
t now,-'
-Uniform (PS F)
0 to 19'7'
16"
12.0
40.0
Residential - Uving
Areas
2 - Point (lb)
81
N/A
157
470
3- Point (lb)
13'
N/A
88
270
4 - Point (lb)
19, V,
N/A
157
241
Weyerhaeuger'Notok.
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation delalls.
(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to
assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-11.53 and ESR-1387 and/or tested
in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.comlservicW!�-CodeReports,aspx.
The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator I
1 3"Iff ED
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology: ASO
SUSTAINABLE FORESTRY INITIATIVE
I Forte Software Operator I Job Notes I
Michael Leachman P.E.
Design Build Services
(360) 793-9659
MLeachman@dbsmonrce.com
3/31/2017 10:59:35 AM
Forte v5.2, Design Engine: V13.6.0.14
Thuesen-510 8th Atee N.4te
Page I of 1 V*�
COMPANY
Design Build Servires, Inc.
PROJECT
510 81h Ave N- Lot 2
28119 - 120th St. S.E,
Monroe, WA 98272
510 81h Ave N
Edmonds, WA 98020
WoodWorks'
PH: 360-793-9559
Thuesen Custom Homes
Mar. 31, 2017 11:29
1516B
SOFTVVARf)'OR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Distribution
P
t:t-
rn
Location ift)
Start End
14a nitude
9
Start End
unit
l_cl29
Dead
Point
0.05
699
lb:
2e129
s...
Po i nt
0.05
949
lb
3_cl3 I
Dead
point
15.05
689
lb.
4_cl3B
Snow
Point
15.05
949
lbe
5j 11:
Dead
Partial UDL
0.05 5.05
46.6 46.6
plf
6 I
Li '.
Partial UDL
0.05 S.D5
240.0 240.0
plf
_jl
7 - J120
Dead
Partial UDL
5.05 11.05
46.6 46.6
plf
8 J120
Live
Partial UDL
5.05 11.05
240.0 240.0
plf
-
9- 1 121
Dead
Partial UDL
11.05 is.05
46.6 46.6
plf
10j 121
a
L!'
Partial UDL
11.05 15.05
240-0 240.0
plE
Self- .eight
ad
Full UL
0.5
Plf
I Maximum Reactions (lbs) and Bearing Lengths (in) :
itoft
UnEactored:
D. ad
2102
11�:2
Live
1800
le 0
a...
P.d:
141
949
Total
Be r . ;
3164
3164
Mg'1?
1.28
-
1.2:
req'd
.28
1.2
reaction on at feast aria suppon is from a different load GUMbInation than [lie critical one for bearing design, shown here, due to Cd factor. See Analysis results for reaction from critical load combination.
b1 6a
Glulaint-Unbal., West Species, 24F-V4 DF, 3412"xiO.1/2"
7 laminations, 34W maAmum width,
Supports. All - Timber-soff Column, D.Fir-L No.2
Total length: 1V-1.3*; volume= 3.9cu.ft.;
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2016:
C,rit trio'
i
An� - Value
Des gn Value
Unit
e
An'! M
she-
- 79
265
-
psi
H37LIv ;"9!.!3B
Bending f+j
fb 1548
Fb' - 2400
psi
fb/Fb- = 0.65
Dead Bell 'n
0.10 �L/999
Live D.fl,.
0.45 L/400
0.50 = L/360
in
0.90
otal Defl-n
0.60 L/297
0.75 - L/240
in
0.81
Additional Data:
FACTORS: F/ E (psi)CD CM Ct CL CV cfu
C. Cfzt Note, Cn-Cvr LC#
F�, 265 1 00 1.00 1 00 - -
- 1. 00 , .00 1.00 2
It' 2400 1:00 1 00 1:00 1.000 1.000 1 00
1 00 1 00 1 00 - 2
F P� 650 1:00 1 . 00 - -
1:00
E ' 1.8 mill ion I . 00 1. 0 0
1.00 2
E.iny' 0 .0 5 million 1.00 1.00
1.00 2
I(
CRIT CAL LOAD COMBINATIONS:
Shear t LC #2 D+L, V max - 2213, V design
1939 Its
Bending(+): LC 12 D+L, M - 8290 lbs-ft
Be f lectio- LC #2 D+L (live)
LC #2 D+L (total)
D=dead -It- S=snow f7-ind I=ipact Lr L-concentrated E=earthquake
live
A, 1 ted , , ,t;roof
1 LC re is . the Analys ut
Load sbin.ti ... ASCE 7-10 / IBC 2015
CALCULATIONS:
Defl eeti": El - 608e06 lb-in2
"Live - defleCtion Deflection from all non -dead loads (live, wind, sa-)
Total Deflection 1.50(Dead Load Deflection) + Live
Load Deflection.
Design Notes:
1. WoodWorks analysis and design are In accordance with the ICC International Building Code QBC 2015), the National Design Specification INDS 2015), and NDS Design Supplement,
2. Please verify that 'he default deflection limits are appropriate foryour application.
3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured In acrordaAcowith ANSI A190.1-2DO7
t
4. GLULAM: bxd = actual tweadth x actual depth.
S. Glularn Beams shah be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: beafing length based on smaller of Fcp(tension), Fcp(comft).
V
COMPANY
Design Build Services,
PROJECT
610 8th Ave N - Lot 2
28119 - 120th St. S.E.
510 8th Ave N
WoodWorkso
Monroe, WA 98272
Edmonds. WA 98020
PH: 360-793-9659
Thue an Custom Homes
Man 31, 2017 11;31
b16b'
SOFTWARE FOR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Distribution
P t-
t:rn
Location (ft)
Start End
Magnitude
start End
Unit
T779 I
Dead
Partial UDL
110
0 02 14.02
21.6 21.6
PIE
2 - .91
Live
Partial UDL
Yes
0:02 14.02
1 20.0 1 20.0
PIE
3 122
Dead
partial UDL
11.
14.02 18.02
80.0 80.0
plf
4: i 122
Live
Partial UDL
Yes
14.02 18.02
360.0 360.0
plf
Self -weight
D e&d
Full UDL
110
8.5
plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
18'-0.3"
Unf
n:ctored:
ad
160
615
Live
Fact red:
840
-
2486
Uplift
46
T,t11
Ite:ringt
10DO
-
3101
L ngth
0.50:
1.10
Min req 'd
0.50
1.10--
i�a ';u-1'r'e-d Ztth of the supporting member.
Maximum medion on at least one Support is from a different load combination than the critical one (or hearing design, shown hem, due to Cd factor, See Analysis mulls for reaction from critical load combination.
b16b
Glularn-Untial., West Species, 24F.V4 DF, 3-1112N10-1/2"
7 laminations, 34/2* maximum width,
Supports: All ' Timber -soft Column, D.Fir-L No.2
Total length: 18'43% volume = 4.6 cu.ft.;
Lateral support: top= full, bottom= at supports:
Analysis vs. Allowable Stress and Deflection using NDS 2016:
_Criterion
�.lu.
L
Design
Value
Unit
An&! WIDelln
S
Tear
f;
58
Fv:
265
P..i
V �v
�2
B n i g(+)
fb
621
Fb
2400
P i
fb/Fb'
0.26
d ng(-)
fb
-
669
Fb'
1788
psi
fb/Fb'
0.37
Deflection:
0.02
<L/999
,n to rior Dead
Li V.
0:17
L/98 4
0.47
L/360
in
0,37
Total
0 20
L/8419
0.70
L/240
in
0.28
Cantil. Dead
0.01
�16/999
Live
' I'
/2
L "
':27
L
ii'.
0 70
Total
:1
, 0 .0
L1245
D
Ll�':O�
0 49
Additional Data:
FACTORSt F/E(p.i)CD CH Ct CL Cv Cfu Cr Cfrt Notes Cn'Cvr
LC#
FV' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.01)
2
Eb:+ 2400 1 '.coo .Do , Do '.00 1.00 -
".D.0
3
0,.,906,6 000 1.00 1:00 1.00 1.00
Fb leso 1:'000 :O..o
1. 1:00
2
650 - 1 00 -
P I I
-
E' 1.8 million 1.00 1.00 1:00
3
Eminy, 0.85 million 1.00 1.00 1.00
3
If
CRIT CAL LOAD COMBINATIONS -
Shear LC #2 D+L, V max = 1794, V design 1428 lbs
BendinV+:; LC #3 D+L (pattern: L I, M = 3331 lbs-ft
-
sending _ : LC 42 D+L, H = 3568 lb-ft
Deflection; LC #3 (live)
LC #3 (total)
D=d.ad L=IiVe S=shov 11-Ind 1-impact L-roof live L-concentrated E-earthquake
All LC's are listed in the Analysis output
Load Patternst s-5/2, X-L+S or L+Lr, _-no pattern load in this span
Load combinations, ASCE 7-10 " 18C 2015
CALCULATIONS:
�eflecti El - 608.06 lb-i.2
,ive' deflection = Deflection from all non -dead loads (live, wind, snow-)
Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection.
Lateral stability(-): Lu = 14' Le = 22-9.44" RE - 15.3; LU based on full span
Design Notes:
I WoodWorks an :Iysis and design ate In accordance with the ICC international Building Code QBC 2015), the National Design Specification (NDS 2015). and Nos Design Supplement.
2 Please verify th t the default deflection limits are appropriate for your application.
3 Glularn design values am for materials conforming to ANSI 117-2010 and manufactured in accordance With ANSI At 90.1-2007
4 Grades with equal bending capacity In the, top and bottom edges of the beam cross-section am recommended for Continuous beams.
5. GLULAM; bxd = actual breadth x actual depth.
6. Glularn Beams shall be laterally supported according to the provisions of Nos Clause 3.3.3.
7. GLULAM: hearing length based on smaller of Fcp(tension), Fcp(mmp*n).
8. The crilical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design.
V/
F 0 R T E` MEMBER REPORT Level, bl9b
2 piece(s) 117/8" TJI@ 210 @ 16" OC
Overall Length: 21'7"
ED
.... .. . ...
4-
2'
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
191
,Design It6sull
Actua
R.esulll�
ILDIF -
_Load_:_b_*0fnAion 0*0467
Member Reaction Qbs)
1826 @ 19' 5 I/V
4290 (3.50")
Passed (43%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (lbs)
1044 @ 19' 7"
3310
Passed (32%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
-2826 @ V 2 13/16-
7590
Passed (37%)
1.00
1.0 D + 1.0 L (Alt Spans)
live Load Defl. (in)
0.251 @ 9'9 7/8-1
0.481
Passed (L/919)
1.0 D + LO L (Alt Spans)
Total Load Defl. (In)
-0.071 @ 21'7"
0.215
Passed (2L/730)
1.0 D + 1.0 L (Alt Spans)
In -pro- Rating
49
40
111passed
Deflection criteria: U. (1.1480) and 71 (1.1240).
Overhang deflection criteria: U. (21.1481)) and TL (2L/240).
Top Edge Bracing (Lu), Top compression edge must be braced at 6'3" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 5" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that Is glued and nailed down.
Additional considerations for the T3-ProTN Rating Include- None
't
Aboessorl lei:
otil
Ai4allab 4a�
Floor
T
1 - Stud wall - SPF
3.50"
2.2S"
1.75"
117
524/-59
641/-59
11/4" Rim Board
2 - Stud wall - SPF
3.50"
3.SO"
3.50"
590
1236
1826
Blocking
Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
lead,
0iodr 11yei
4061d' _5-
141;460 id
On
.. 0�00Y.
9
I - Uniform (PSF)
0 to 21'7'
16"
12.0
40.0
Residential - Living
Areas
2 - Point (lb)
21'6"
N/A
361
544
Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to
assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested
In accordance with applicable ASTM standards. For current code evaluation reports refer to httP://www.woc-dbywy.com/servicesls-CodeReports.aspx.
The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator
1 &W D
System : Floor
Member Type: Joist
Building Use : Residential
Building Code: IBC 2015
Deslgn Methodology : ASD
SUSTAINABLE FORESTRY INITIAOTIVE
Forte Software Operator I Job Notes I
Michas Leachman P.E.
I I
Design Build Services
(360) 793-9659
MLeachman@dbsmonroe.com
3/31/2017 11:13:05 AM
Forte v5.2, Design Engine: V6.6.0.14
Thuesen-510 8th Ave N.4te
Page 1 of 1 V
F 0 R T E MEMBER REPORT Level, b20
2 piece(s) 117/8" T31@ 210 @ 16" OC
0
Overall Length: 19'7"
......... .
.... .... ...... .
17' 2'
All locations are measured from the outside face of left support (or left cantilever end),All dimensions are horizontal.
0
SU
sign -Re ts�'
A#U4.0 1:1
1, - 10
. W�
6
lk !tz'� -;1z'
'-"W.
4-
Member Reaction (lbs)
2083 @ 17' 5 1/4"
4290 (3.50")
Passed (49%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (lbs)
1478 @ 15'
3310
Passed (45%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (R-lbs)
4142 @ 11' 111/16"
7S90
Passed (55%)
1.00
1.0 D + 1.0 L (Alt Spans)
Uve Load Defl. (in)
0.255 @ 9- 2 13/16"
0.431
Passid (1.1810)
--
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (In)
- .140 @ 19' 7"
0.215
Passed (2L/366)
1.0 D + 1.0 L (Alt Spans)
TJ-Pro- Pating
53
40
IPassed
iienecuon cnieria: LL (L/qt%u) aria I L (L/241)).
Overhang deflection criteria: LL (2L/480) and TL (2L/240).
Top Edge Bracing (W)* Top compression edge must be braced at 5' 1" o/c unless detailed otherwise.
BottDm Edge Bracing (Lu): Bottom compression edge must be braced at 8' 8" o/c unless detailed otherwise.
A structural analysis of the deck has riot been performed.
Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24" Span Rating) that Is glued and nailed down.
Additional considerations for the T'J-Pro" Rating Include: None
1 ., . 'j— -- ,
supports
Bear h§ Le'n'jth
9
d .... 1 1--11 - - Oq'
suppiorts
sories
��Pc LL
Re4
Dea
Floor
... Live
Tota
I - Stud wall - SPF
3.SO"
2.25"
1.75"
194
578/-33
772/-33
11/4" Rim Board
2 - Stud wall - SPF
3.50"
3.50"
3.50"
SS9
1S24
2083
Blocking
Kim Hoara is assumea to carry all loads applied directly above it bypassing the member being designed.
Blocking Panels are assumed to catty no loads applied directly above them and the full load Is applied to the member being designed.
LoadS-
Location (Side)
I 'Spacirig
Dwd:
M§iil�
Floor
(1.061):'-.
Co is
inff"911,
I - Uniform (PSF)
0 to 19' 7"
16"
12.0
40.0
Residential - Living
2 - Point (lb)
is,
N/A
414
758
—reas
3 - Point (lb)
IT 6"
N/A
26
261
We
yerhaeuser Notes:.--�,,
.... ..... . .
Weyerhaeuser warrants that thesizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to
assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are thlrd-party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested
in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/servicesl!�-CodeReports.aspx.
The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator
11M,
System : Floor
MemberType : Joist
Building Use : Residential
Building Code ; IBC 2015
Design Methodology : ASI)
0 SUSTAINABLE FORESTRY INITIATIVE
FA
Forte Software Operator I Job Notes I
Michael Leachman P.E.
Design Build Services
(360) 793-9659
MLeachman@dbsmonroe.com
3131/2017 11:07:22 AM
Forte v5.2, Design Engine: V6.6.0.14
Thuesen-510 8th Ave N. 4te
Page I of 1
F 0 R T E ` MEMBER REPORT Level, b27
1 piece(s) 117/8" T3I@ 210 @ 16" OC
0
Overall Length: 7'7"
k 7-
0
2'
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
0
"A�
f
Upi
Ica i6",
in mikipunr(PattAlm
Me ber Reaction (lbs)
1778 @ 2' 13/4"
2145 (3.50")
Passed (83%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (lbs)
799 @ 2'
1655
Passed (48%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
-1576 @ 2' 13/4"
3795
Passed (42%)
1.00
1.0 D + 1.0 L (All Spans)
Uve Load Defl. (in)
0.041 @ 0
0.200
Passed
(2U999+)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl, (in)
0.062 @ 0
0.215
Passed (2L/836)
0 D + 1.0 L (Alt Spans)
TI-Pror- Rating
71
40.
Passed
uenection Criteria: LL (L/qM) ana TL (L/Z4U).
Overhang deflection criteria: LL (0.2) and TL (2V240).
Top Edge Bracing (Lu); Top compression edge must be braced at 7' 6" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 11" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that Is glued and nailed down.
Additional considerations for the TJ-Pro" Rating Include: None
Supp orts
136ari ng Lengith
J
-Loads to Supocirts qps
kcMiso-ries: - .. .
Total
Availa
Riiqvi . ired
Dead
F1 I!
'ra
0 pliv
L TO,
1 - Stud wall - SPF
3.50"
3.50"
3.50"
1741
1208
1 1710
4659
Blocking, Squash Blocks
2 - Stud wall - SPF
3.50"
2.25"
1.75"
59
599/-174
11/4" Rim Board
Rim Board Is assumed to Carry all loads applied directly above lt� bypassing the member being designed.
Squash Blocks are assumed to carry all loads applied directly above them, bypassing the member being designed,
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Ldaids"
.1 1 ..
- t
'-d
Deal
Floor Live
I -Uniform (PSF)
0 to P 7"
16'
12.0
40.0
ResidenUal - Living
Areas
2 - Point (lb)
0
N/A
260
400
3 - Point (lb)
2' 1 13116"
N/A
1171
-
1710
4 - Uniform (PLF) 1
2' 113/16- to 7' r'
N/A
46.0
140.0
h
aeusti Notest
Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warrandes related to the software. Refer to current Weyerhaeuser literature for installation details.
(www,woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to
assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party Certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESP-1387 and/or tested
in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/i�--CodeReport.aspx.
The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator
1 V IM D
System : Floor
Member Type : Joist
Building Use : Residendal
Building Code : IBC 2015
Design Methodology : ASD
SUSTAINABLE FORESTRY INITIATIVE
Forte Software Operator I Job Notes I
Michael Leachman P.E.
Design Build SerAces
(360) 793-9659
MLeachman@dbsmonroe.com
3/31/2017 12:09:58 PM
Forte v5.2, Design Engine: V6.6.0.14
Thuesen-510 8th Ave TV.4te
Page 1 of 1 /
COMPANY PROJECT
Design Build Services, Inc. 510 8th Ave N - Lot 2
28119 - 120th St. S.E. 510 8th Ave N
Monroe, WA 98272 Edmonds, WA 98020
WoodWorks' PH: 360-793-9659 Thuesen Custom Homes
SOFIRVAREFOR WOOD DESIGN Mar. 31, 2017 09:22 b28
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
- - -
Distribution
Pat-
tern
Location [ft]
Start End-
magnitude
Stazt End
Unit
I J42
5ead
Trapezoidal
14.52 16.02
--f2-.541.2
plf
2 J42
Snow
Trapezoidal
14.52 16.02
84.0 66.7
plf
3_j43
Dead
Partial UDL
1.52 14.52
52.5 52.5
plf
4_j43
Snow
Partial UDL
1.52 14.52
84.0 84.0
plf
5_j44
Dead
Trapezoidal
0.02 1.52
41.2 52.5
plf
i5j44
Snow
Trapezoidal
0.02 1.52
66.7 84.0
plf
Self -weight
Wead
Full UDL
9.4
plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
19-051,
Unfactored:
Dead
486
486
Snow
Factored:
659
-
659
Total
Bearing:
1146
-
1146
Length
0.52
0.52
in reqld
0.52
0.52
b28
Lumber -soft, D.Fir-L, No.2,4xl2 (3-1/2"x11-114")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: W-0.6% volume = 4.4 cu.ft.;
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
DesjgLi Y�lue
Unit
Anajy2j,� esig,,,_,_
Shear
fV = 39
Fv, = 201
psi
= g
fvj,v4E
Bending(+)
Z = 157
Fb1 = 1138
psi
fb/Fb1 = 0.66
Dead Defl1n
0.14 = .L/999
Live Defl'n
D.19 - <L/999
0.53 = L/360
in
0.35
Total Defltn
0.39 = L/490
0.80 = L/240
in
0.49
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF
Cfu Cr Cfrt
Ci Cn
LC#
Fv:, 180 1.15 1.00 1.00 - -
- - 1.00
1.00 1.00
2
Fb 900 1.15 1.00 1.00 1.000 1.100
1.00 1.00 1.00
1.00 -
2
Fcpl 625 - 1.00 1.00 - -
- - 1.00
1.00 -
-
E' 1.6 million 1.00 1.00 - -
- - 1.00
1.00 -
2
Emin' 0.50 million 1.00 1.00 - -
- - 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC 02 = D+S, V max = 1146, V design
= 1024 lbs
Bending(+)-. LC #2 = D+S, M - 4657 lbs-ft
Deflection: LC 02 = D+S (live)
LC #2 = D+S (total)
D=dead L=li've S=snow 111-=wind 1=impact Lr=roof live
Lc=concentrated
E=earthquake
All LCIs are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
�eflection- El 664eO6 lb-in2
Live" deflection = Deflection from all non -dead
loads (live, wind, snow-)
Total Deflection = 1.50(Dead Load Deflection) + Live
Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
V"
COMPANY
Design Build Services, Inc.
PROJECT
5106thAv N-Lot2
28110-120111SLSZ.
610 8111 Av: N
WoodWorks'
Monroe, WA 98272
Edmonds, WA 98020
PH: 360-793-9659
Thuesen Custom Homes
Mar. 31, 2017 09:20
b3O
SOFMAREFOR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Sitar 11.0
I Loads:
Load
Type
Distribution
P
t:t-
.n
Loc' tion Ift)
start End
Maritude
S t zt End
Unit
TJ49
Trapezoidal
1 11 5
'0
70.6 138.2
Rif
2J49
Saw
Trapezoidal
4 55 11
2 (16*3 187.5
plf
3J50
Dead
Trapezoidal
11:05 17*5'55
1 38.2 70.6
plf
4_j50
S...
Trapezoidal
11.05 17.55
187.5 106.3
plf
5J51
Dead
Partial UDL
4.55 17.55
102.4 102.4
plf
6j5l
Saw
Partial UDL
4.55 17.55
150.0 150.0
plf
7��. b37
Dead
Point
4.55
2
lb.
8_b37
Snam
Point
4,55
231
lb.
9_bltl
Dead
Point
4.55
222
lb.
10_b3l
Snow
Point
4.55
552
lb.
11�1,32
Dead
point
17.55
220
lbs
12_1,32
Snow
Point
17.55
321
lba
13 1,33
Dead
Pat. t
17.55
120
lbs
141_b33
Snon,r
point
17.55
191
lba
Self-ight, -Dead
lFull UDL
20.9
Maximum Reactions (lbs) and Bearing Lengths (in):
22'-1.2'
Unf t zed:
D:ad
1823
Sno.
Factored:
2656
215h;
S.Total
.zing
4480
1313
Length
1.25
1
l.23
Min eq'd
1.25
1 2�
1:
b30
Glulam-Unbal., West Species, 24F-V4 DF, 5.1/2"x16-1/2"
I I laminations, 5-11W ma)dmum width,
Supports: All ' TImber-soft Column, D.Fir-L No.2
Total length: 2Z-1.2"; volume = 13.9 cu.A.;
Lateral support: top= full, bottom= at supports;
I Analysis vs. Allowable Stress and Deflection using NDS 2016:
C.itizi..
Ana si3 Value
Design Value
Unit
Ana
Sh..
f�� ' q
psi
f WE
V7FVN"1'n1.1
.ending
fb 15 0 7
Fb: = 2360425
psi
fb/Fb' = 0.57
.ad D.fl'n
0.30 L/868
Live, D f :nn
0.42 L 626
0.73 = L/360
in
0.57
ota D:f11
0 .88 L//300
1.10 - L/240
in
0.80
Additional Data:
FACTORS: F/E(psi)C CM Ct CL CV
Cfu Cr Cfrt Notes C.-Cv,
LCO
Fv' 265 1 .15 1.00 1.00 - -
- - 1.00 1.00 1�00
2
Fb 2400 1 15 1 00 1.00 1.000 0.957
1.00 1.00 1.00 1.00 -
2
r 650 1 : I - 00 - -
- - 1.00 -
-
'7 1. 8 million 1.0000 1.00
1.00
2
Erairty, 0.85 million 1.00 1.00
1.00
2
I(
CRIT CAL LOAD COMBINATIONS:
Shear LC #2 D+S, V max - 4480, V design
4450 lbs
Bending(+): LC #2 D+S, M = 31348 lbs-ft
Do f laction: LC #2 D+S (li�)
LC 02 D+S (total)
D=dead,�-live S-s- W-wind 1=impact Lr=roof live
L-concentrated E-sarthquake
Al I a in the Analysis output
Load�oTrbinmatlonsae:dASCE 1-10 / IBC 2015
CALCULATIONS:
Deflection: ZI - 3706.06 lb-i.2
-Live" de flection - Deflection from all non -dead
loads (live, wind, sna-1
Total Deflection = 1.50(Dead Load Deflection) + Live
Load Deflection.
Design Notes.
I WoodWorks analysis and design ore in accordance Mth the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement.
2 Please verify that the default deflection limits are appropriate for your application.
3 Glularn design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A19DA-2007
4. GLULAM: bxd = actual breadth x actual depth.
5 . Glularn Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tonsion), Fcp(compn).
COMPANY
Design Build Services, Inc.
2811119 - 120th St. S.E.
PROJECT
510 Bth Ave N - Lot 2
510 8th Ave N
WoodWorks'
Monroe, WA 98272
Edmonds, WA 98020
PH: 360-793-9659
Thuesen Custom Homes
SOMVAREFOR WOOD DESIGN
Mar. 31, 2017 09:31
b3lb
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Distribution
Pat-
tern
Location (ft]
Start End
Magnitude
Start End
Unit
1_]39
Dead
Full UDL
33.4
plf
2_j39
Snow
Full UDL
53.5
plf
3 b36
Dead
Point
12.04
102
lbs
4 b36
Snow
Point
12.04
158
lbs
5_b37
Dead
Point
0.04
2
lbs
6 b37
Snow
Point
0.04
231
lbs
Coad7
Dead
Full UDL
12.0
plf
Load
Live
Full UDL
90.0
plf
Se lf!,.,.ig,t
Dead
Full UDL
5.7
plf
Maximum Reactions (lbs) and Bearing Lengths (in):
117-0.9"
Unfactored:
,lead
310
411
Live
483
483
Snow
Factored*
553
4e3
Tot. 1
Bearing-
1088
-
-
113:3
Length
0.90
-
0.93
in req'd
0.90,
1 0. 93j
b3l b
Lumber in -ply, Hem -Fir, No.2,2x10, 2-ply (Y'xS-114")
Supports: All - Lumber -soft Beam, D.Fir-L No.2
Floorjoist spaced at 16.0" c/c; Total length: 17-0.9"', volume = 2.3 cu.fL;
Lateral support: top= full, bottom= at supports; Repetitive factor. applied where permitted (refer to online help):
Analysis vs. Allowable Stress and Deflection using Nos 2016:
Criterion -
Value
Design Value
Unit
Analysis/Design
fv = 37
Fv1 = 150
-
psi
fv/Fv' - 0.25
Be,d
tA1.1alysis
fb = 764
FbI = 1237
psi
fb/Fb' = 0.62
Dead Defl1n
0.09 = <L/999
Live Defl1n
0.18 = L/793
0.40 = L/360
in
0.45
Total Defln
0.32 = L/448
0.60 = L/240
I in
0.53
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu
Cr Cfrt
Ci Cn
LC#
F'V:+ 150 1.00 1.00 1.00 - - -
- 1.00
1.00 1.00
2
Fb 850 1.15 1.00 1.00 1.000 1.100 1.00
1.15 1.00
1.00 -
3
Fcp' 405 - 1.00 1.00 - - -
- 1.00
1.00 -
-
E' 1.3 million 1.00 1.00 - - -
- 1.00
1.00 -
3
Emin' 0.47 million 1.00 1.00 - - -
- 1.00
1.00 -
3
CRITICAL LOAD COMBINATIONS:
Shear . LC #2 = D+L, V max = 787, V design =
681 lbs
B nding(+): LC 63 = D+.75(L+S), M = 2723 lbs-ft
Deflection: LC #3 = D+.75(L+S) (live)
LC 43 = D+.75(L+S) itotal)
D dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated
E=earthquake
A:l LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
�eflection: El 129eD6 lb-in2/ply
Live" deflection = Deflection from all non -dead loads
(live, wind, snow I
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NOS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4. 1.
I/
COMPANY
U61
PROJECT
WoodWorks
Design Build Services, Inc.
28119 - 120th St. S. E.
510 8th Ave N - Lot 2
510 8th Ave N
Monroe, WA 98272
Edmonds, WA 98020
SOMWRE FOR WOOD DESIGN
PH: 360-793-9659
Mar. 31, 2017 09:34
Thuesen Custom Homes
b33
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Fads:
Lo
Load
_i:)_48_1Ye_a_d_P_ar_tia1
Type
Distribution
Pat-
tern
Location (ft)
Start End
Magnitude
Start End
Unit
UDL
7.53 8.53
35.T_ 3-5.5
_�j -f
2_j4S
Snow
Partial UDL
7.53 8.53
56.3 56.3
plf
3_j52
Dead
Partial UDL
4.53 7.53
28.1 28.1
plf
4_j52
Snow
Partial UDL
4.53 7.53
45.1 45.1
plf
5_b34
Dead
Point
4.53
55
lbs
6_b34
Snow
Point
4.53
84
lbs
Load7
Dead
Full UDL
12.0
plf
L11ad8
Live
Full UDL
80.0
plf
.Sel,_wei"t ,
Dead IFUII
UDL 1
2.9 1pif
I
Maximum Reactions (lbs) and Bearing Lengths (in):
V-6.9"
Unfactored:
0
D ad
?
116
L Ive
343
186
Snow
83
343
Factored:
-
193
Total
459
-
.ear.ing:
-
588
Length
0.76
-
i Min req1d 1
0.761
0.97
7
b33
Lumber -soft, Hem -Fir, No.2,2x10 (11-112"xlil-11/4")
Supports: 1 - Timber -soft Column, D. Fir-L No.2; 2 - Lumber -soft Beam, D.Fir-L No.2;
Total length: 6-6.9"; volume = 0.8 cu.ft.:
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
-Th-ear
An�l�sis If lue
_
Design Value
Unit
Ana .9
1"7
fV 4�
9
FV1 -;;7 -150
psi
_
Wpe-gigLi
IV 0. 30
Bending(+)
fb = 612
Fb' = 935
psi
fb/-Fb' 0. S
Dead DeflIn
0.03 = <L/999
=
Live DeflIn
0.08 = <L/999
0.28 - L/360
in
0. 2
2
Total DeflIn
0.13 = L1772
0.42 = L/240
in
�.31
Additional Data:
FACTORS: F/E(psi)CD Cm cit CL CF Cfu Cr Cfrt Ci Cn LC#
Fv1 ISO 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
FbI, 850 1�00 1.00 1.00 1 . 000 1.100 1.00 1.00 1.00 1.00 - 2
Fcpl 405 - 1.00 1.00 - - - - 1.00 1.00 - -
E, 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3
Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3
CRITICAL LOAD COMBINATIONS:
Shear ' LC #2 = D+L, V max = 525, V design = 421 lbs
Bending(+): LC #2 = D+L, 14 = 1091 lbs-ft
Deflection: LC #3 = D+.75(L+S) (live)
LC #3 = D+.75(L+S) (total)
D--dead L=Iive S=snow W=wind I=impact Lr=roof live Lc=concentrated E"earthquake
All LC's are Ii 5ted in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 129eO6 lb-in2
"Live" deflection Deflection from all non -dead loads (live, wind, snow
Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
F MEMBER REPORT Level, b42
ra-FORTE' 1 piece(s) 117/811 TJI@ 210 @ 16" OC
2 §MD
Overall Length: 8'7"
. ... ....
T
+
bosign ftesults,
Aci�ual 0 ii� n--
Allo
Result,,
LO
�oanl 6� f 6 Pattia
Member Reaction (lbs)
1339 @ 6' 5 1/4"
2467 (3.50")
Passed (54%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (I bs)
937 @ 6'7"
1903
Passed (49%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)
-1903 @ 6' 5 1/4"
4364
Passed (44%)--
1.15
1.0 D + 1.0 S (All Spans)
Uve Load Defl. (in)
0,050 @ 8'7"
0.200
Passed
(2U999+)
1.0 D + 1.0 S (All Spans)
!Total Load Defl. (in)
0.083 @ 8' 7"
0.215
Passed QL/618)
[1.0 D + 1.0 S (All Spans)
I TI-Pro- Rating
69
40
Passed
I __
WC1 I MUVI I Lfl LeH d; LL t 14 'MV) artO I L k L4 Z'W).
Overhang deflection criteria: LL (0.2") and TL (2L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at S'6" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at S' 4" o/c unless detailed otherwise.
-252 lbs uplift at support 11/4". Strapping or other restraint may be required.
A structural analysis of the deck has not been performed.
Deflection analysis Is based on composite action with a single layer of 23132" Weyerhaeuser Edge" Panel (24" Span Rating) that Is glued and nailed down.
Additional considerations for the TI-Pro'" Rating Include: None
Bearing' Leng
Lo if
a to �46qrft (Il
L
Accessories:f
Total:.
Re 'quirred
I
Pealq; �
F,
Snow.
" 11 , _
Tobliz
:.z-
1 - Stud wall - SPF
3.50"
2.25"
__:,,
1.75"
-
-72
1771-14
-180
177/-266
11/4"RimBoard
2 - Stud wall - SPF
3.50"
3�50"
3.50"
571
300
724
1595
Blocking
KI In ociaru is assumeri uo carry air toaas appneCl alreCtly above 1 � bypassing the member being designed.
Blocking Panels are assumed to carr)rno loads applied directly above them and the full load is applied to the member being designed.
D_ad_'�.
P
Floor Llve��
snow
Lowis
Location i e
:Sparc ng
0.90
I - Uniform (PSF)
0 to 8'7"
16"
12.0
40.0
-
Residential - Living
Areas
2 - Point (lb)
8' 6"
N/A
361
-
544
Note
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details.
(www.woodbywy,com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to
assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards, Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESP-1387 and/or tested
in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s�-GDdeReports.aspx.
,The product applicadon, Input design loads, dimensions and support Information have been provided by Forte Software Operator
System : Floor
Member Type : Joist
Building Use : Residential
Building code : IBC 2015
Design Methodology: Aso
7 1
SUSTAINABI.E FORESTRY 1141TIATIVE
Forte Software Operator Job Notes
Michael Leachman P.E.
Design Build Services
(360) 793-9659
MLeachman@dbsmonroe.com
3/3112017 11:41:52 AM
Forte v5.2, Design Engine: V6.6.0.14
Thuesen-510 8th Ave IV.4te
Page 1 of I I/
F 0 R T E �� MEMBER REPORT Level, b43
2 piece(s) 117/8" TJI@ 210 @ 16" OC
This product failed due to an excessive uplift of -644 lbs at support located at 11/4".
0
Overall Length: 8'7"
5
6-
N 9
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
0
Design Results;
Lotillii� n
7,:�:Alf"ed.'
Resu t_-,
I
ILDIF
- dom
Member Reaction (lbs)
2869 6' 5 1/4"
4934 (3.50")
Passed (58%)
1.15
1.09 + 1.0 S (All Spans)
Shear (Ibs)
2120 @ 6' T'
3807
Passed (56%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)
-4343 @ 6' 5 1/4"
8729
Passed (50%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.063 @ 8' 7"
0.200
Passed (2L/822)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.101 @ 8'7"
0.215
Passed (2L/512)
1.0 D + 1.0 S (All Spans)
TI-Pro" Rating
72
40�Qassecl
Defection criteria: UL (L/480) and TL (L/240).
Overhang deflection criteria: LL (0.2") and TL (21.1240).
Top Edge Bracing (Lu): Top compression edge must be braced at 8' 6" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at S'o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edg(F" Panel (24" Span Rating) that is glued and nalled down.
Additional considerations for the T3-Prol" Rating Include: None
siupports:_'
ring �error , . .. -,
::� .: --' 1: — ..,
LbadIN
, -
Acc6ssorles
Total
Available
Rf;quir4'.
Dead
for
F1 va -
S noW
Tatair,
1 - Stud wall - SPF
3.50"
2.25"
1.75-
-214
177/-14
-430
17YI-658
1
1 1/4" Rim Board
2 - Stud wall - SPF
3.50"
3.5V
3.50"
1139
300
1730
3169
Blocking
Rim Board Is assumed to cany all loads applied directly above it bypassing the member being designed.
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
--'-Dead
floor Ll
Sri
Loads
Locaticm (Si
S hig:
'(0.
(;IL�.00
Comments- _5
1 -Uniform (PSF)
0 to 8' 7-
16"
12.0
40.0
-
Residential - Living
Areas
2 - Point (lb)
8' 6"
N/A
788
-
1300
Weyerhaeuser Noes J,:
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to
assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards, Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested
In accordance with applicable ASTM standards. For current code evaluation reports refer to httP://www.woodbywy.com/service.s/sLCodeRepoftaspx.
The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator
2T'M D
System : Floor
MemberType : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology: ASO
SUSTAINABLE FORESTRY INITIATIVE
I Forte Software Operator I Job Notes I
Michael Leachman P.E.
Design Build Services
(360) 793-9659
MLeachman@dbsmonroe.com
3/31/2017 11:37A5 AM
Forte v5.2, Design Engine: V6.6.0.14
Thuesen-510 8th Ave N.4te
Page I of I
COMPANY
Design Build Services, Inc.
PROJECT
510 81h Ave N - Lot 2
28119 - 1201h St. S.E.
510 8111 Ave N
WoodWorks'
Monroe, WA 98272
Edmonds, WA 98020
PH; 360-793_9659
Thuesen Custom Homes
Mar. 31, 2017 08:21
b45
SOMS'AREFOR WOOD DESIGN
Design Check Calculation Sheet
WoodWGrks Sizer 11.0
Loads:
Load
Type
Dis!xibution
P
t:t-
rn
Location [ftj
Start End
Magnitude
Start End
Unit
I - j107
Dead
Trapezoidal
11.
5.02 10.02
101.6 65.1
plf
2-ji 07
Live
Trapezoidal
Y..
5.02 10.02
156.3 1 04.2
plf
3�_ J112
Dead
Trap zoidal
No
0.02, 4.02
70.3 101.8
plf
4_1112
Live
Trap: Z.idal
Yes
0.02 4.02
112.5 156.3
plf
51 113
Dead
P:.ti:l UDL
11
4.02 5:02
101 101
plf
�j 113
Live
P rti I UDL
Yo. .
4.02 5 02
1561� 15613
plf
Sol f-eight
Dead
Full UDL
VO
6.0
plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
101-0.6"
Unf
,:cto-d:
ad
165
609
1
Live
F.,t*r* d :
282
685
256(:
B.T.tal
.ring:
441
-
1494
4 12
Length
D.5D-
0.53
-
0.5 -
Mi. ..q-d
0.50-
0.50'
-Mininnum bearing length governed by the required vAdth of the supporting member,
Maximum reaction on at least one support is from a different load combination than the critical one forbearing design, shom here, due to Cd factor. See Analysis results far reaction from critical load combination.
b45
Lumber -soft, D.Fir-L, No' 2, 4x8 (3-111TW-114")
Supports: All - TImber-soll Column, D.Fir-L No.2
Total length: W-0.5% volume = 1.8 cu.fL;
Lateral support: top= full, bottom= at all supports:
Analysis vs. Allowable Stress and Deflection ushm Nos 2016:
Criterion -
AnW.
slue
!is �L
DnOn
Lalue
Unit
Allj�5iNi,2
She,,
ZV
36
ISO
psi
...di.g(+)
fb
193
Fb-
1170
psi
fb/Fb1
0.17
Bending(-)
fb
282
Fhl
1162
psi
fb/Fb'
0.24
ce�ad Defl1n
O.OD
<L/999
Live D.fl'n
0.01
<L/999
0.17
L/360
in
0.05
Total Defl'n
0.01
<L/999
0.25
L/240
in
D.05
Additional Data:
FACTORS: F/E(p.i)CD CH Ct
CL CF Cfu
Cr
Cfrt
Ci Cn LCO
Irv. I So 1
-
1.00
1 .00 1.00 2
Fbl+, 9. l:'.*.
0 '. 1:000
.S�c l 00
, oc
1.00
1 00 - 3
Fb'- 900 .Do i.e.
01�-9`o
93 1.300 1:00
1:00
1.00
1:00 2
FIP f12 5 1-00 1-01)
1.00
1.00 -
E, 1 .11 0.
'*
1.00
1.00 3
;6
E.in a .111i.n 1.00 1 00
1:00
1.00
1.00 3
CRITICAL LOAD COMBINATIONS.
Shear : LC #2 D+L, V wx -
764, V design
601 lbs
Bending(+)t LC #3 D+L (pattern:
L_), M = 493 lbs-ft
B ndin I-): L #2 D+L' M - 720 lb.-ft
D: fl .(ti.n_- LCC # 3 (live)
LC #3 (total)
D-de,d -live S- W�ind r�impact Lr-roof live Lc-concenttated E=earthquake
All LC re l isted in tho Analysis -tput
Load Fatte rns: s.sj�, .=L+S or L+Lr, - �no pattern load in this span
Load combinations; ASCE 7-10 / IBC 2015
CALCULATIONS;
�eflection: Ej . 178eO6 lb-in2
Live " deflection Deflection fr- all non -dead loads (live, �ind,
Tot .1 Deflection Load Deflection) + Live Load Deflection.
Lateral stability(-): Lu - 5' Le - 9-11.5611 RD � 8.4; Lu based on full span
Design Notes:
i. WoodWorks analysis and design are in accordance with the IGC International Building Code (18C 2015), the National Design Specification (Nos 2015). and Nos Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilaverad Beams: No$ Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans.
4. Sam lumber bending members shall be laterally supported according to the provisions of Nos Clause 4-4.1.
I/
COMPANY
Design Build Services, Inc.
28119 - 120th SL S.E.
PROJECT
510 8th Ave N - Lot 2
510 81h Ave N
WoodWorkso
Monroe, WA 98272
Edmonds, WA 98020
PH: 360-793-9659
Thuesen Custom Homes
sotnVARE FOR WOOD DESIGN
Mar. 31, 2017 09:06
We
Design Check Calculation Sheet
WoodWorks Sizer 1 1.o
Loads:
Load
Type
Distribution
_��_IIUDL
Pat-
tern
Location [ft]
Start End
Magnitude
Start End
Unit
3100
Ve -
ad
65.2
Plf
2_J100
Snow
Full UDL
100.0
Plf
3_j103
Dead
Full UDL
64.1
Plf
4_J103
Snow
Full UDL
98.4
Plf
Self -weight
Dead
Full UDL
6.0
plf
Maximum Reactions (lbs) and Bearing Lengths (in):
9-0.7"
Unfactored:
Dead
613
61-.1
Snow
Factored:
899
-
899
Total
Bearing:
1511
-
1511
Length
0.69
0.69
in req1d
0.69
0.69
1646a
Lumber -soft, D.Fir-L, No.2,4x8 (3-1/2'W-114")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: V-0.7"; volume = 1.6 cu.ft.;
Lateral support: top= full. bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
An%ly.,sis E!ilue
-Design Value
U.�t
y2is�Dcs iF
S hear
f .76
1 =
FV 207
psi
, I FV 0.37
Bending(+)
fb 1323
M 1345
psi
fb/Eb' = 0.98
Dead Defl:n
0.11 L/961
Liv Defl n
0.16 L/655
0.30 = L/360
in
0.55
Total Defl1n
0.33 L/324
0.45 = L/240
in
0.74
Additional Data:
FAC ORS: FIE (psi) CD 0.1 Ct CL CF
Cfu Cr Cfrt
Ci Cn
LC#
FvT 180 1.15 1.00 1.00 - -
- - 1.00
1.00 1.00
2
Fb-+ 900 1.15 1.00 1.00 1.000 1.300
1.00 1.00 1.00
1.00 -
2
Fcpl 625 - 1.00 1.00 - -
- - 1.00
1.00 -
-
El 1.6 million 1.00 1.00 - -
- - 1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - -
- - 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V max = 1502, V design
= 1291 lbs
Bending(+): LC 92 = D+S, 14 = 3380 lbs-ft
Deflection: LC #2 - D+S (live)
LC #2 = D+S (total)
D=dead,L--live S=snow WA-zind I=impact Lr=roof live
Lc=concentrated
E=earthquake
All LC s are listed in the Analysis output
Load combinations: ASCE 7-10 1 IBC 2015
CALCULATIONS:
�eflection: EI = 178e06 lb-in2
Live" deflection = Deflection from all non -dead
loads (live, wind, snow I
Total Deflection = 1.50(Dead Load Deflection) + Live
Load Deflection.
Design Notes:
1. WoodWorks analysis anddesignarein accordanrewith the )CC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc.
28119 - 120th St. S. E�
PROJECT
510 81h Ave N - Lot 2
510 8th Ave N
WoodWorks'
Monroe, WA 98272
Edmonds, WA 98020
PH: 360-793-9659
Thuesen Custom Homes
SDMVAREFOR WOOD DOSIGN
Mar. 31, 2017 09:07
b46b
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Distribution
Pat-
tern
Location [ft]
Start End
Magnitude
Start End
Unit
j 102
Partial UDL
0 03 3.03
82.5 -EF2-.5
plf
2_j102
Snow
Partial UDL
0:03 3.03
126.6 126.6
plf
3_jlO3
Dead
Partial UDL
3 . 03 12.03
62.5 82.5
plf
4_j103
Snow
Partial UDL
3.03 12.03
126.6 126.6
plf
5JI14
Dead
Partial UDL
12.03 15.03
82.5 82.5
plf
6_j114
Snow
Partial UDL
12.03 15.03
126.6 126.6
plf
,Self -weight
Dead
Full UDL
. 9.4
plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
16-0.7"
Unfactored:
Dead
689
689
Snow
Factored:
949
-
949
To"l
Bearing:
1638
-
-
1638
Length
0.75
-
0.75
Min reqld
0.75
0.75
b46b
Lumber -soft, D.Fir-L, No.2, 4x12 (3-1/2"xi 1-1/4")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 15'-0.7"; volume = 4.1 cu.ft.;
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NOS 2015:
Criterion
alysis Value
Design Value
Unit
Anajy2
Shear
tv = 54
Fv1 = 207
psi
fv/�i4Des'gn
- 0.26
Bending(4)
fb = 998
FbI = 1138
psi
fb/Fbl = 0.88
Dead De fl1n
0.16 = <L/999
Live Defl'n
0.22 = L/829
0.50 = L/360
in
0.43
Total Defl1n_
0.45 = L/397
0.75 = L/240
in
0.60
Additional Data:
FACTORS: F/E(psi)CD C14 Ct CL CF
Cfu Cr Cfrt
Ci Cn
LCO
Fv:, 180 1.15 1.00 1.00 - -
- - 1.00
1.00 1,00
2
Fb 900 1.15 1.00 1.00 1.000 1.100
1.00 1.00 1.00
1.00 -
2
Fcpl 625 - 1.00 1.00 - -
- - 1.00
1.00 -
-
E, 1.6 million 1.00 1.00 - -
- - 1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - -
- - 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V max - 1638, V design
= 1426 lbs
Bending(+): LC 42 - D+5, M = 6142 lbs-ft
Deflection; LC #2 = D+S (live)
LC #2 - D+S (total)
D=dead L=live S-snow W=Wind I=impact Lr=roof live
Lc=concentrated
E-earthquake
All LC's are listed in the Analysis output
Load combinations; ASCE 7-10 / IBC 2015
CALCULATIONS:
�eflection:,CEI = 664eO6 lb-in2
Live" defl tion = Deflection from all non -dead
loads (live, wind, snow-)
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance %vith the ICC International Building Code (IBG 2015), the National Design Specification (NDS 2015), and NOS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1.
V
Z8/4
COMPANY
Design Build Services, Inc.
281 `19 - 120th St. S. E.
PROJECT
510 81h Ave N - Lot 2
510 8th Ave N
WoodWorks`v
Monroe, WA 98272
Edmonds, WA 90020
PH: 360-793-9659
Thuesen Custom Homes
SOFTIVARE FOR WOOD DEStGN
Mar. 31, 2017 08:23
b47
Design Check Calculation Sheet
WoodWorks SIzer 11.0
Loads:
Load
Type
Distribution
Pat-
tern
Location (ft)
Start End
Magnitude
Start End
Unit
I_jq5
Dead
Trapezoidal
5.52 9.02
84.3 63.3
plf
2_j95
Live
Trapezoidal
5.52 9.02
133.3 101.3
plf
3_J96
Dead
Partial UDL
3.52 5.52
84.3 84.3
plf
4_j96
Live
Partial UDL
3.52 5.52
133.3 133.3
plf
5_j97
Dead
Trapezoidal
0.02 3.52
63.3 84.3
plf
6_j97
Live
Trapezoidal
0.02 3.52
101.3 133.3
plE
Self -weight
Dead
Full UDL
. 6.0
plf
Maximum Reactions (lbs) and Bearing Lengths (in):
V-0.5"
Unfactored:
Dead
370
370
Live
Factored:
544
544
Total
Bearing:
-
913
913
Length
-
0.50.
-
0.50
Min req'd
0.50-
0.50:
*Minimum bearing length setting used: 1/2" for end supports
b47
Lumber -soft, D.Fir-L, No.2,4x8 (3-1/2"x7-1/4")
Supports: AN - Timber -soft Column, D.Fir-L No.2
Total length: 9-0.5"; volume = 1.6 cu.ft.;
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
alysis Value
Design Value
Unit
11-ajX5 sign
Shear
fv = 48
1 = 180
psi
V7�4D=
Bending(+)
fb = 844
FbI = 1170
psi
fb/Fb' = 0.72
Dead Defl1n
0.07 = <L/999
Live Defl1n
0.10 = <L/999
0.30 = L/360
in
0.35
Total Defl'n
0.21 = L/511
0.45 = L/240
in
0.47
Additional Data:
FACTORS: F/E(psi)CD C14 Ct CL CF Cfu Cr
Cfrt
Ci Cn
LC#
Fv:, 180 1.00 1.00 1.00 - - - -
1.00
1.00 1.00
2
,b 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00
1.00
1.00 -
2
Fcp1 625 - 1.00 1.00 - - - -
1.00
1.00 -
-
E' 1.6 million 1.00 1.00 - - - -
1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - - - -
1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+L, V max = 913, V design = 804 lbs
Bending(+): LC #2 = D+L, M = 2155 lbs-ft
Deflection: LC #2 = D+L (live)
LC #2 = D+L (total)
D=d,ad L=live S=snow 11--wind I=impact Lr=roof live Lc=concentrated
E=earthquake
All LC , s are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
�eflection: EI 171306 lb-in2
Live" deflection = Deflection from all non -dead loads (live,
wind, snow I
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc,
28119 - 120th St. S.E.
PROJECT
510 8th Ave N - Lot 2
510 8th Ave N
WoodWorkso
Monroe, WA 98272
Edmonds, WA 98020
PH: 360-793-9659
Thuesen Custom Homes
sornVAREFOR WOODDENGN
Mar. 31, 2017 08:29
b50
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Distribution
Pat-
tern
Location [ftj
Start End
Magnitude
Start End
Unit
1-jgl
Dead
T'a-rtial UDL
2.02 ---4-.T2--
--1-67.7167.7
pif
2_j9l
Live
Partial UDL
2.02 4.52
228.6 228.6
plf
3_J92
Dead
Trapezoidal
0.02 2.02
62.5 84.3
plf
4_j92
Live
Trapezoidal
0.02 2.02
100.0 133.3
plf
5_qt9
Dead
Point
2.02
72
lbs
6_gt9
Live
Point
2.02
236
lbs
Self -weight
Dead
Full UDL
6.0
plf
Maximum Reactions (lbs) and Bearing Lengths (in):
il 4'-6.5"
Unfactored:
Dead
283
383
Live
Factored:
469
-
57'2
Total
Bearing:
751
-
954.
Length
0.50.
-
0.50
in reqld
0.50-
0.50:
-M.MUTA �alloig saut9th 66tiirtU used. V2 for end 5upporis
b60
Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-114")
Supports: All - Timber -soft Column, D.Fir-L N0.2
Total length: 4�-63% volume = 0.8 cu.ft.;
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2016:
Criterion
Analysis Value
Design Value
unit
Analysis/Design
Shear
fv = 42
Fv, = 160
psi
fv/Fv' = 0.23
Bending(+)
fb = 443
FbI = 1170
psi
tb/Fbl = 0,38
Dead DeflIn
0.01 = <L/999
Live DeflIn
0.01 = <L/999
0.15 = L/360
in
0.09
Total Defl1n
0.03 = <L/999
0.23 = L/240
in
0.12
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF
Cfu Cr Cfrt
Ci Cn
LC#
FV' 100 1.00 1.00 1.00 - -
- - 1.00
1.00 1.00
2
FbI+ 900 1.00 1.00 1.00 1.000 1.300
1.00 l.DO 1.00
1.00 -
2
Fcpl 625 - 1.00 1.00 - -
- - 1.00
1.00 -
-
E' 1.6 million 1.00 1.00 - -
- - 1.00
1.00 -
2
Kmin' 0.58 million 1.00 1.00 -
- 1.00
1.00 -
2
CRITICAL LOAD COM13INATIONS:
Shear : LC 02 = D+L, V max = 954, V design
713 lbs
Bending(+): LC #2 = D+L, 1.1 = 1132 lbs-ft
Deflection: LC 112 - D+L (live)
LC 02 = D+L (total)
D=dead L=live S=snow W-�ind I=impact Lr=roof live
Lc=concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 178e06 lb-in2
"Live" deflection = Deflection from all non -dead
loads (live, wind, snow
Total Deflection = 1.50(Dead Load Deflection) + L3-ve
Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification INDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4. 1.
COMPANY
Design Build Services, Inc.
28119 - 120th St. S. E.
WoodWorks'
Monroe, WA 98272
PH: 360-793-9659
SOFrWARrfoR WOOD DESIGN
Mar. Z1, 2017 09:10
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Dist ibution
Pat-
Location [ft)
Magnitude
Unidt
tern
St art End
Start End
l-j86
Dead
Full UDL
390.0
P_"
2j 86
Snow
Full UDL
650.0
T
Self-weigbt
Dead
Full UDL
6.0
pl,
Maximum Reactions (lbs) and Bearing Lengths (in) :
IVA 11
a
PROJECT
510 8th Ave N - Lot 2
510 8th Ave N
Edmonds, WA 98020
Thuesen Cuslcm Homes
b5l
Unfactored:
Dead
808
808
Snow
Factored:
1326
1326
To t al
Bear.ing:
2134
-
2134
Length
0.98
0.98
in recild
0.98
0.98
b5l
Lumber -soft, D.Fir-L, No.2,4x8 (3-112'W-1/4")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 4'-11.01% volume = 0.7 cuft;
Lateral support: top= full. bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2016:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 84
Fv1 = 207
_
psi
fv/Fv: = 0.40
Bending(+)
fb = 819
Fb' = 1345
psi
fb/Fb = 0.61
Dead Defl:n
0.01 = <L/999
Live e fl n
0.02 - <L/999
0.13 = L/360
in
0.16
_Total Defl1n
0.04 = <L/999
0.20 = L/240
in
0.20
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF
Cfu Cr Cfrt
Ci Cn
LC#
Fv:, 180 1.15 1.00 1.00 - -
- - 1.00
1.00 1.00
2
Fb 900 1.15 1.00 1.00 1.000 1.300
1.00 1.00 1.00
1.00 -
2
Fcp' 625 - 1.00 1.00 - -
- - 1.00
1.00 -
-
E, 1.6 million 1.00 1.00 - -
- - 1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - -
- - 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V max - 2092, V design
= 1418 lbs
Bending(+): LC 12 = D+S, M = 2092 lbs-ft
Deflection: LC #2 = D+S (live)
LC #2 = D+S (total)
D=dead L=live S=snow N=wind I=impact Lr=roof live
Lc=concentrated
E-earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection. El 17806 lb-in2
"Live" deflection = Deflection from all non -dead
loads (live, wind, snow I
Total Deflection = 1.50(Dead Load Deflection) + Live
Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance Nvith the ICC International Building Code (IBC 2015), the National Design Specification INDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1.
COMPANY
Design Build Services, Inc.
28119 - 120th St. S.E.
PROJECT
510 8th Ave N - Lot 2
51 0 8th Ave N
WoodWorks'
Monroe, WA 98272
Edmonds, WA 98020
PH: 360-793-9659
Thuesen Custcm Homes
SOFTIVAREFOR WOOD DESICN
Mar. 31, 2017 09:37
b52
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Distribution
Pat-
tern
Location [ft)
Start End
Magnitude
Start End
Unit
3�jI15
Dead
Full UDL
172.5
plf
2_jll5
Snow
Full UDL
287�5
plf
3 b84
Dead
Point
2.03
2
lbs
4 b84
Snow
Point
2.03
117
lbs
5 b85
Dead
Point
2.03
2
lbs
6 b85
Snow
Point
2.03
117
lbs
-Self-weight
Dead
Full UDL
6.0
Pit
Maximum Reactions (lbs) and Bearing Lengths (in) :
U-0.7"
Unfactored:
Dead
543
542
Snow
1027
949
Factored:
Total
-
1571
-
1490
-
Bearing:
Length
-
0.72
0.68
Min req'd
0.72
0.60
bS2
Lumber -soft, D.Fir-L, No.2,4x8 (3-1/2"x7-1/4")
Supports: AM - Timber -soft Column, D.Fir-L No.2
Total length: G-0.7"; volume = 1.1 cu.R.:
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2016:
Criterion
Analysis Value
Design Value
Unit
Analysis/D sign
Shear
fv 75
, = 207
psi
fv/Fv' = 0.36
Bending(+)
fb 917
Fb' = 1345
psi
fb/Fb' - 0.68
Dead Defl'n
0.03 <L/999
Live Defl1n
0.06 <L/999
0.20 = L/360
in
0.28
Total Defl1n
0.10 L/720
0.3D = L/240
in
0.33
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr
Cfrt
Ci Cn
LC#
Fv:+ 180 1.15 1.00 1.00 - - - -
1.00
1.00 1.00
2
Eb 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00
1.00
1.00 -
2
Fcp1 625 - 1.00 1.00 - - - -
1.00
1.00 -
-
E' 1.6 million 1.00 1.00 - - - -
1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - - - -
1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V max = 1557, V design = 1261 lbs
Bending(+), LC #2 = D+S, M = 2342 lbs-ft
Deflection: LC 02 = D+S (live)
LC #2 - D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
�eflection: El 17806 lb-in2
Live" deflection = Deflection from all non -dead loads (live,
wind, snow I
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance vidth the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc.
28119 - 120th St. S.E.
PROJECT
610 8th Ave N - Lot 2
610 8th Ave N
12) Wood"Works'
Monroe, WA 98272
Edmonds, WA 98020
PH: 360-793-9659
Thuesen Custom Homes
SOMMITFOR WOOD DESIGN
Mar. 31, 20W 09:12
b53
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Distribution
Pat-
tern
Location [ft]
Start End
Magnitude
Start End
Unit
1_j71
Dead
Par UDL
4.54 5.04
299.3 299.3
plf
2_j7l
Snow
Partial UDL
4.54 5.04
496.8 498.8
plf
3_J72
Dead
Partial UDL
3.54 4.54
330.0 330.0
plf
4_j72
Snow
Partial UDL
3.54 4.54
550.0 550.0
plf
5_J73
Dead
Partial UDL
1.54 3.54
330.0 330.0
plf
6_j73
Snow
Partial UDL
1.54 3.54
550.0 550.0
plf
7_J74
Dead
Partial UDL
1.04 1.54
330.0 330.0
plf
8_j74
Snow
Partial UDL
1.04 1.54
550.0 550.0
plf
9_j75
Dead
Partial UDL
0.04 1.04
330.8 330.8
plf
10_j75
Snow
Partial UDL
0.04 1.04
551.3 551.3
plf
[Self -weight
IDead
[Full UDL
1
1
6.0
1plf
Maximum Reactions (lbs) and Bearing Lengths (in):
51-1.. il
Unfactored:
Dead
840
826
Snow
1375
1351
Factored:
To�al
Bearing:
-
2215
2176
Length
-
1.01
- -
0.99
in reqld
1.01
0.99
b53
Lumber -soft, D.Fir-L, No.2,4x8 (3-1112"V4/4")
Supports: AF -rimber-soft Column, D.Fir-L No.2
Total length: 6-1.0", volume = 0.9 cu.ft.;
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
An lysis Value
Design Value
Unit
Analysis/D sign
Shear
fv = 97
Fv' = 207
psi
fv/Fv' = 0.47
Bending(+)
fb = 1062
FbI = 1345
psi
fb/Fb1 = 0.80
Dead Defl1n
0.03 � <L/999
Live Defl'n
0.04 = <L/999
0.17 = L/360
in
0.26
Total Defl1n
0.08 = L/721
0.25 = L/240
in
0.33
Additional Data:
FACTORS: F/E(psi)CD Cm Ct CL Cr
Cfu Cr Cfrt
Ci Cn
LC#
180 1 15 1.00 1.00 - -
FFbV:4
- - 1.00
1.00 1.00
2
9 0 0 1:15 1.00 1.00 1.000 1.300
1.00 1.00 1,00
1.00 -
2
Fcpl 625 - 1.00 1.00 - -
- - 1.00
1.00 -
-
E' 1.6 million 1.00 1.00 - -
- - 1.00
1.00 -
2
Emin, 0.58 million 1.00 1.00 - -
- - 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear , LC 02 = D+S, V max = 2176, V design
= 1643 lbs
Bending(+).* LC #2 - D+S, 14 2764 lbs-ft
Deflection. LC 02 = D+S (live)
LC #2 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live
Lc=concentrated
E=earthquake
All We are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: El 178eO6 lb-in2
"Live" deflection = Deflection from all non -dead
loads (live, wind, snow
Total Deflection = 1.50(Dead Load Deflection) + Live
Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance m6th the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2016), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4A.
V
COMPANY
Design Build Services, Inc.
28119 - 120th St. S.E.
PROJECT
510 8th Ave N - Lot 2
a
510 8th AV ' N
WoodWorks'
Monroe, WA 98272
Edmonds, WA 98020
PH: 360-793-9659
Thuesen Custom Homes
SOrnVARCFOR MOD DESIGN
Mar. 31. 2017 09:14
b54
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Distribution
Pat-
tern
Location [ft)
Start End
Magnitude
Start End
Unit
l_j62
Dead
Partial UDL
0.02 2.52
140.3 140.3
plf
2_J62
Snow
Partial UDL
0.02 2.52
206.3 206.3
plf
3_j63
Dead
Partial UDL
2.52 5.02
140.3 140.3
plf
4_j63
Snow
Partial UDL
2.52 5.02
206.3 206.3
plf
Self -weight
Dead
Full UDL
6.0 -plf
Maximum Reactions (lbs) and Bearing Lengths (in):
51-0.61
Unfactored:
Dead
366
366
Snow
Factored:
516
516
Total
-
681
-
eel
Bearing:
Length
-
0.50.
-
0.50.
Min reg-d
0.50*
0.50.
*Minimum bearing length setting used: 1/2" for end supports
b54
Lumber -soft, D.Fir-L, No.2, U8 (3-112'W-114")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: V-0.5"; volume = 0.9 cu.ft.;
Lateral support: top= full. bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015:
Criterion
Analysis Value
Design Value
Unit
Analy D sign
WD
Shear
fv = 39
Fv' = 207
psi
t = 0. 19
Bending(+)
fb = 431
FbI = 1345
psi
fb/Fb1 - 0.32
Dead Defl'n
0.01 = <L/999
Live Defl'n
0.02 = <L/999
0.17 = L/360
in
0.10
Total DeflIn
0.03 = <L/999
0.25 = L/240
in
O�13
Additional Data:
FACTORS: F/E(psi)CD 04 Ct CL CF Cfu
Cr Cfrt
Ci Cn
LC#
Fv:+ 180 1.15 1.00 1.00 - - -
- 1,00
1.00 1.00
2
Fb 900 1.15 1,00 1.00 1.000 1.300 1.00
1.00 1.00
1.00 -
2
Fcp' 625 - 1.00 1.00 - - -
- 1.00
1.00 -
-
E, 1.6 million 1.00 1.00 - - -
- 1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - -
- 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 - D+S, V max = 681, V design
661 lbs
Bending(+): LC 02 = D+S, 1.1 = 1102 lbs-ft
Deflection: LC 02 = D+S (live)
LC 42 = D+S (total)
D-dead L=live S=snow w=wind I=impact Lr=roof live Lc=concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
�eflection- El = 17806 lb-in2
Live" deflection = Deflection fro. all non -dead loads
(live, wind, snow I
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance Vith the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc,
PROJECT
$108thAv N-Lot2
28119 - 120th Bi- S-E.
510 Bills Av: N
WoodWorks'
Monme, WA 95272
Edmonds, WA 98020
PH: 360-793-9659
This Son Custom Homes
Mar. 31, 2017 09:15
b5Bo
SOFTWARE FOR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Sister 11.0
Loads
Lead
Type
Distribution
Pat-
ter.
Loc:tion [ftl
S t xt End
Magnitude
Start EjUnit
1-2-66
T�_.d
Trape2oidal
no
0.02 4.02
65.1 92.5
pif
2 - J66
S...
Trape2oidal
Yes
0.02 4.02
104.2 144.6
plf
3_ j 67
D, ad
Trape2oidal
Ito
4.02 5.02
92.5 101.8
pif
4_j67
s..W
T..pe2.id.1
Yes
4.02 5,02
144.6 156.3
plf
5 -1 6:
Dead
Partial UDL
Ito
5.02 8.02
330.8 330.8
plf
6351
Snow
Partial UDL
Yes
5.02 8.02
551,3 551.3
pif
7_gt
Dead
Point
Ito
5.02
885
lb.
1
"o'
point
Yes
5.02
1397
lb.
D.ad
Full sm, ,
".
Maximum Reactions (lbs) and Bearing Lengths (In)
W-0.7"
U.f -t ad:
D:.d
1646
S. .
Pact .. d:
D7
-
2591
1169553
.P.,t
138
Total
8 1
423B
Bea 'ingt
1852
L.ngt
0 5D:
1 56
Min rh.qld
0:50
1:56
0
.Minimum beer
nn!ennIh
sefthecused: j12*forrend.'. rt.
Misximum mactionon 81 least one support IS from a different load combination than the critical one for beating design, shown here, due to Cd factor, See Analysis results for reaction from Critical load C40mbInation.
b58
Lumber -soft, D.Fir-L, No. 2, W (3.1/2'W-114")
Supports: All - Timber -Soft Column, D.Fir-L No.2
Total length: 8�0,r; volume = 1.4 cu.fl.;
Lateral support: top= full, bottons= at all supports;
Analysis vs. Allowable Stress and Deflection using Nos 2016:
Criterion
Analysis
Value
Design
Value
Unit
Shear
1;
� T_
67
Fv:
P:i
7v7N
Sanding(+)
fb
756
Eb
1207
345
P i
fb/Fb'
0.56
.ending(-)
fb
676
Fb'
1337
psi
fb/Fb'
0.51
Dead D:fl:n
0.01
<L/999
L, " D fl n
0:12
<L/191�9:
0.13
L/360
in
0.14
T.t.l.-Defl'n
0 04
<L/ .
0.20
L/240
in
0.18
Additional Data:
FACT RS: F/E(P-i)CD C" Ct CL CF Cfu Cx� Cfxt Ci Cn
LCO
TV:+ 180 1 5 1 ... 1.00 - - - - 1.00 1.00 1.00
2
Fb 900 1:115 1 1.000 300 1 00 1.00 1 00 1.00 -
"
4
900 1. 15 1110
Fb . 1:.. 0.994 1
1:300 1 00 1.00 1 00 1.00
2
F-p 625 1-00 1:000 - - 1.00 1.00
-
r. 1.6 1 11 is. 1 0 1.00 1.00
..l-on
4
Emin' 0.58 saillions 1.00 1,00 1.00 1.00
4
CRITICAL LOAD COMBINATIONS:
Shear ! L' #2 : -.,,V m:,-, 3365, V d.signo=,,.3166 Its
...dln,,,.,; LC #4 D+S patt n as), M - 193 -ft
Bandinq(-): LC 02 D-S, M - 1728 lb-ft
D.flc.ti..: LC #4 (it-)
Lc 04 (total)
D�dead L�live S=snov S-tind 1-impact L-roof live L-Concentrated E-earthquake
All LC'. axe listed in the Analysis output
Lo six, Patterns: S-S/2, X-L+S or L+Lr, -no pattern lead in this; Pa.
Load conibinations: AscE 7-jo / xac 2ols7
CALCULATIONS:
�ezflectiont Er - 17806 lb-in2
ive " deflection - Deflection frm all non -dead loads (live, wind, snow-)
Total De f I action = 1.50(Dead Load Deflection) + Live Load Deflection.
Lateral stability(-): Lu - 4' Le = 81-2.88" RB - 7.6; Lu based on full span
Design Notes: -I
I WoodWorksaglysl and design am in accordance with the ICC International Building Code OBC 2015). the National Design Specification (NDS2015). and NOS Design Supplement.
2 Please verify th I she default deflection limits are appropriate for your application.
3 Continuous or Canillovered Beams: Nos Clause 4.2.6.6 requires that normal grading pmvlsions be iudended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans.
4. awn (umber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1.
V
COMPANY
Design Build Services, Inc.
28119 - 120th St. S.E.
PROJECT
510 8th Ave N - Lot 2
51 0 8th Ave IN
WoodWorks&
Monroe, WA 98272
Edmonds, WA 98020
PH: 360-793-9659
Thuesen Custom Homes
SOFTIVARE FOR WOOD DESIGN
Mar. 31, 2017 09:18
1:160
Design Check Calculation Sheet
WoodWarks Sizer I i.0
Loads:
Load
Type
Distrib tion
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
1_jll7
Dead
Full UDL
62.5
plf
2_jll7
Snow
Full UDL
100.0
fd
E
Self -weight
Dead
Full UDL
6.0
Maximum Reactions (lbs) and Bearing Lengths (in):
51-0.5.1 il
Unfactored-
Dead
173
173
Snow
Factored:
252
-
252
Total
Bearing:
425
-
-
425
Length
0.50.
-
0.50.
Min reqld
0.50-
0.50.
Minimum bearing length setting used: 1/2" for and supports
b6O
Lumber -soft, D.Fir-L, No.2, 4x8 (3-112'W-1/4")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 6-0.6% volume = 0.9 cu.ft.;
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Val e
Design Value
Unit
Analysis/Design
Shear
fv = 19
Fv1 - 207
-
psi
-
fvj_FV1 = 0.09
Bending(+)
fb = 206
FbI = 1345
psi
fb/Fbl = 0.15
Dead DeflIn
0.01 = <L/999
Live Deflln
0.01 = <L/999
0.17 = L/360
in
0.05
otal Defl1n
0.02 = <L/999
0.25 = L/240
in
0.06
Additional Data:
FACTORS; F/E(psi)CD CM Ct CL CF
CfU Cr Cfrt
Ci Cn
LC#
F" 100 1.15 1.00 1.00 - -
- - 1.00
1.00 1.00
2
Fb1+ 900 1.15 1.00 1.00 1.000 1.300
1.00 1.00 1.00
1.00 -
2
FcP1 625 - 1.00 1.00 - -
- - 1.00
1.00 -
-
E' 1.6 million 1.00 1.00 - -
- - 1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - -
- - 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear ; LC 92 = D+S, V max = 421, V design
- 316 lbs
B ndingf+): LC 02 = D+S, M = 527 lbs-ft
Deflection: LC #2 = D+S (live)
LC #2 = D+S (total)
D-clead L=live S=snow W-wind 1-impact Lr-roof live
Lc=concentrated
E-earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
�eflection: El = 178e06 lb-in2
Live" deflection = Deflection from all non -dead
loads (live, wind, snow I
Total Deflection = 1.50(Dead Load Deflection) + Live
Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance vAth the ICC International Building Code (IBC: 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber banding members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc.
PROJECT
510 811h Ave N - Lot 2
28119 ' 120th St. S.E.
Monroe. WA 9 7 2
510 8111h Ave N
Edmonds, WA 98020
WoodWorks'
3_9:2
PH: 360-79 59
Thus n Custom Home�
se
Mar. 31. 2017 09:16
W
SOFFIVARE FOR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Distribution
P:t-
t
Location, [ft)
St. rt Fnd
M-gimitud.,
St. ft od
Unit
Dead
Partial UDL
0.07 1.07
299.3 299.3
pit
2 75
_ I
S
Par i:I UDL
0.07 1 07
49: 8 498.8
pif
3J76
D':'
. d
Parti 1 UDL
t
1. 0 7 4 07
29 3 299.3
P if
4 J76
S .
Part .1 U L
1 07 4 07
498.8 498.8
plf
-
5 1 77
D'e.d
1-11.1 "IDIL
4:07 8:07
160.2 160.2
PIE
6:J77
S'o'
Partial UDL
4.07 8.07
212.5 212.5
plf
7 1117
Dead
Full UDL
0.0
plf
8:1 117
Snow
Full UDL
0.0
PIf
9_gt2
Dead
Point
4.07
783
1 .
lo�_91:2
S...
point
4.07
1 1 4 8
lb.
LS.Lf-weight
IDead
lFull UDL
I
1
1 7.3
1pif j
Maximum Reactions (lbs) and Bearing Lengths (in):
Unfactor,d:
D, ad
1478
12
S no
Factored
2 3
2B
17N
:
To t "
......
3761
2913.
g :
Lan,1h
1.
1 2E
.In ..,'d
1.65
1:2E_
b64
Glulam-Unbal., West Species, 24F-V4 DF, 3-1/2"x9"
Buglaminations, 3-11r maximum vAdth,
Its: All - Timber -soft Column, D.Fir-L No.2
Total length: 8'-1.5*; volume = 1.8 cu.ft.;
Lateral support: top= full, bottom- at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2016;
Criterion
An is Veto.
Do. - - Ina
iq�
Unit
Amalvsis4DS1ip
She* I
ily, s
Tv 14
v. 365
p-
.e.ding(+)
fb 2185
Fb' = 2760
psi
fb/Fb' 0.79
Dead De fl:,n
0.1049 <L/:899
1
Live Deft
0. L/ 1
0.27 = L/360
in
0.53
Total Defl'n
0.28 L/339
0.40 - 1,1240
in
0.71
Additional Data:
FACTORS: FIE(PSL)CD CK ct CL CV Cfu
Cr Cfrt notes Cn-Cvr
LC#
rv, 265 1.15 1.00 1.00 - - -
- 1.00 1.00 1.00
2
Fb'� 2400 1 15 1 " -Do 1.000 1.000 1.00
1.00 1.00 1.00 -
2
F 650 1 :00 1' .0 - - -
1.00 -
-
1.8 million 1.00 1-00
1.00
2
Eminy' 0.85 million 1.00 2.00
1.00
2
CRITICAL LOAD COMBINATIONS:
She,, : LC #2 D+S, V max. - 3761, V design 3120 lbs
.e..n"., : I.0 42 D+S, It = 8603 lb.-ft
Deflection: LC 02 D+S (live)
LC #2 D+S (t*tal)
D=d'ad,�Ii'%S-8 now 11-ind 1-impact Lr=roof live L-concentrated E-earthquake
All LC are i.ted in the Analysis output
Load -binati ... AscE 7-10 / Sac: 2015
CALCULATIONS:
�eflaction: ET = 36306 lb-inZ
Live- deflection Deflection from all non -dead loads
(live, wind,
Total Defl oc tion 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
I- WoodWorks analysis and design are In accordance Ydth the ICC International Building Code (IBC 2015), the National Design Specification (Nos 2015). and Nos Design Supplement.
Please verify 'hat the default deflection limits am appropriate for your application.
3 Glulam design values are for materials conforming to ANSI 117-2010and manufactured In accurdancewith ANSI A190.1.2007
4 GLULAM; hxd = actual breadth x actual depth.
5 Glulam Beams shelf be laterally supported according to the provisions of Nos Clause 3.3.3.
6. GLULAM: bearing length based an smaller of Fcp(teosjon), Fcp(wm#n).
1_/
COMPANY
PROJECT
Design Build Services, Inc.
28119 - 1201h St. S.E.
510 8�h Ave N - Lot 2
51 0 8 h Ave N
WoodWorks'
Monroe, WA 98272
Edmonds, WA 98020
SOFnVAREfOR WOOD DESIGN
PH: 360-793-9659
Mar. 31, 2017 09:19
Thuesen Custom Homes
b72
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads
Load
Type
Distribution
Pat-
tern
Location (ft]
Start End
Mag itude
n
n'.tu
Start End
Unit
_J90
Ye-ad-Ra-rtial
UDL
0.02 J.0Z
160.2 1610.2
plf
2_j9O
Snow
Partial UDL
0.02 3.02
212.5 212.5
plf
3_jl08
Dead
Trapezoidal
3.02 5.02
65.2 47.4
plf
4_jl0B
Snow
Trapezoidal
3.02 5.02
100.0 75.0
plf
5_jllB
Dead
Full UDL
0.0
plf
6 _jll8
Snow
Full UDL
0.0
0
plf
7-gt8
Dead
Point
3.02
99
lbs
"ta
Point
3.02
523
its
Self -weight
.Snow
ad
Full UDL
6.0 'Plf
Maximum Reactions (lbs) and Bearing Lengths (in)
Tn-f.cto.ed-
-
Dead
415
Snow
692
30 -71
ractored:
-
64,
Total
1107
Bearing:
-
951
Length
0.51
Min rgQd
o.5i
O.So.
*Minimu arinalenothiia-Hin.n.-V
1191-f--i-n-,i�
b72
Lumber -soft D.Fir-L, No.2,4x8 (3-1/2"x7-1/411)
Supports.'AJI - Timber -soft Column, D. Fir-L No.2
Total length: V-0.6% volume = 0.9 cu.ft.;
Lateral Support top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015;
Criterion
Analvais Value
I Desian Val-
Tin i t-
Shear
fv - 52 -
FV' = 207
psi
.ending(+)
fb = 633
Fb1 = 1345
psi
fb/Fbl = 0.47
Dead Defl1n
0.01 = <L/999
I
Live Defl1n
0.03 = <L/999
0.17 = L/360
in
0.16
Total Defl1n.
0.05 = <L/999
0.25 = L/240
in
0.18
Additional Data:
FAC ORS: F/E(psi)CD CM Ct CL CF CfU
Cr Cfrt
Ci Cn
LC*
'T 180 1.15 1.00 1.00 - - -
- 1.00
1.00 1.00
2
Fb1+ 900 1.15 1.00 1.00 1.000 1.300 1.00
1.00 1.00
1.00 -
2
FCP1 62,5 - 1.00 1.00 - - -
- 1.00
1.00 -
-
E. 1.6 million 1.00 1.00 - - -
- 1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - - -
- 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V max - 1107, V design =
880 lbs
Bending(+): LC #2 = D+S, 14 - 1617 lbs-ft
Deflection: LC #2 = D+5 (live)
LC #2 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc -concentrated E-earthquake
All LC's are listed in the Analysis output
Load Combinations; ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: El 178e06 lb-in2
"Live" deflection - Deflection from all non -dead loads
(live, wind,
Snow...)
Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes: -I
1. WoodWorks analysis and design are In accordance vvith the [CC International Building Code (IBC 2015), the National Design Specification (NDS 2015). and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4-4.1
COMPANY
Design eultd 8elvIce" Inc.
PROJECT
510 Ave N - Lot 2
28119 1201h I E
:th
51 0 th AV N
Wood"Works
Monroe, WA 98272
Edmonds, WeA 98020
(360) 793-9659
Thuesen Custom Homes
Apr. 12,2017 13:47
b89.wwb
SOFTIVAREFOR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Bizet 11.0
Loads:
Load
Type
Distribution
P
r:.t-n
Location Iftl
Start End
Magnitude
Start End
Unit
1 J32
D. of
Partial UDL
11,
0 00 3.50
27.6 27.6
if
2- 32
Live
Partial UDL
Yes
0:00 3.50
66.7 66.7
pif
3_3 33
Dead
Partial UDL
?To
3.50 6.00
27.6 27.6
plf
4_5 33
Live
Partial UDL
Yes
3.50 6.00
66.7 66:7
plf
Sj 33
Partial UDL
Yes
3.50 6.00
-33.8 -33 8
plf
6__j 1 22
Dead
Partial UDL
if.
6.00 10
.0 a .
plf
Live
Partial UDL
Ye a
6.00 10:0000
38600.0 360.0
0 0
plf
17JI22
Solf-weight
lDe.d
lFull UDL
11.
7.0
olf
Maximum Reactions (lbs) and Bearing Lengths (in):
10'
51-11 R*
Unfact' red:
Dead
12
568
Live
201
2121
S,
,act red:
-18
-
-67
Uplift
493
Total
Beari ng:
lee
2689
Length
0.50:
3.75
1 Kin req'd
-Mi I—-
0.50
I ...
".ed
3.75
.a zupp� G
M�;im'Jm re-a-c'U"on on at least one support Is from a different load cornbinatio n in a n the Critical one for bearing design, shown here, due to Cd (actor. See Analysis results for reaction rrom critical load combination.
b89
Lumber n-ply, Hem -Fir, No.2,U12,2-ply (21"Al-114")
Supports: Ali - Lumber -soft Beam, D.Flr.L No.2
Total length: I&; volume = 2.3 cu.fl.:
Service: wet: Lateral support: top= full, bottom= full; Repetitive factor. applied where permitted (refer to online help):
Analysis vs. Allowable Stress and Deflection using NDS 2016;
C�it.rion
An! sis Klu,
D;Zlgn
yalue,
Unit
AnejX i54L-illa
Sh .at
_
f��
61
116
-F.-I
V
fv5r
0 .52
Bending
fla
32
Fb:
680
psi
fb/Eb:
0.05
Pending
Eh
678
Fb
680
psi
fb/Fb
1.00
-0.00
<L/999
Interl. r Dead
Live
-0 .03
<L/999
0.20
L/360
in
0.14
To ta,
-0. 03
<L/999
0 .30
L/240
in
0.11
Cantil. Dead
0.03
<L/999
Live
0.15
L/ 318
0 27
L/180
in
0.56
Total
D .10
L/264
�40
L/120
in
0.45
Additional Data:
FACTORS: F/E(psi)CD C14 ct CL CF Cfu C� cf.t Ci CR LCII
Fv. 150 1-00 0-91 1-00 - - - - 1.00 0.00 1.00 2
Fbl+ a 50 1, go 1 00 1.00 1.000 1 000 1.00 1.00 1.00 0.80 - 5
Eb'- 8 So 1 00 1:00 1 00 1.000 1:000 1.00 1.00 1.00 0.80 2
Fcp' 4 0 5 : 0, 6,1 1:00 - - - - 1.00 1.00 -
E. 1.3 million 0.90 1.00 1.00 0.95 6
E.in' 0.47 million 0.90 1.00 1.00 0.95 6
CRMCAL LOAD COMBINATIONS:
She- : LC #2 D+L, V max = 1788, V design 1365 lbs
...dingf+): LC #5 D+L (pattern; L I, tl m 171 lb.-ft
Br.ding(-): LC 92 D+L, K - 3576 Ibft
Deflection: LC #6 (It-)
LC total)
D-dead L=live S!:n,.= Vl(ind Imimpact L-roof live Le -concentrated E-earthquake
All I'C 'a are listed in the Ana lys , s output
Load Patterns: S-S/2, X�L+S or L+Lr, _-no pattern load in this span
Load ombiriations. ASCE 7-10 / ISC 2015
CALCULATIONS:
�eflection: El = 231e06 lb-in2/ply
Lill" deflection = el�..Ii from all non-d,ad loads (live, viitd, sno)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
I WoodWDrks analysi and design am In accordance with the ICC International Building Code QBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement.
2 Please verify that the default deflection limits are appropriate for your application.
3 Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that no"all grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4 Sawn lumber bending members shall be laterally supported according to the previsions of NDS Clause 4A.l.
5. BUILT-UP BEAMS: it Is assumed that each ply Is a single continuous member (that Is, no butt joints are present) and that each ply Is equally top4oaded. Where beams are side�loaded, special fastening de�its may be required.
6. The critical deflection value has been determined using maximum b2ck-span deflection. Cantilever deflections do not govern design.
39/47
WoodWorkso
SOFTWARE FOR WOOD DESIGN
COMPANY PROJECT
esign Build 'Servic
'e,
D 11,12,,,,tE S'loo, 610 :th Ave N - Lot 2
21 510 IhAveN
Monroe, WA 98272 Edroonds, WA 96020
(360) 793-9659 Thuesen Custom Homes
Apr. 17, 2017 15:35 blOO.wwb
Design Check Calculation Sheet
Woodworks Sizer 11.0
Loads
Load
Type
Distribution
Pat-
tern
Location Iftl
Start End
Magnitude
Start End
Unit
I 1130
Dead
Full U L
11.
25.2
PIE
-
2_jI3O
Live
Full U L
Yes
80.0
plf
3
- 1131
e
Di�ld
Part,al UDL
I
Ila
0.00 2.00
136.3 136.3
plf
43131
L a
Pa rt .1 UDL
Yes
0.00 2.00
350.0 350.0
plf
5 J146
Dead
Partial UDL
Ila
2.00 5.50
136.3 136.3
PIE
iijI46
Live
Partial UDL
Yes
2.00 5.50
350.0 350.0
PIE
IJI47
Dead
Partial UDL
Ila
5.50 9.00
136�3 1345.3
plf
8 j 147
Li
Partial UDL
Yes
5.50 9.00
350 0 350.0
plf
Dead
Partial UDL
Ila
9.00 10.00
136.3 136.3
Elf
-JI48
lo-JI48
Live
Partial UDL
Yes
9.00 10.00
350.0 350.0
pit
1S.If-.eiqht
Dead
-Flull UDL
]to
6.0
If
Plf
Maximum Reactions (lbs) and Bearing Lengths (in):
Illy
A"
Unt crazed:
Mal
317
ID42
'117
.v.
Factored:
946
-
2675
5146
Total
Beari
1263
-
3717
-
1263
ag:
Length
O.S:
1 32
-
0 ':
a reg'd
0.5
1:32
0:5
ma ion on a least one support is tram a different toad Combination Inan Ute CnRCOl One for bearing design, shown here, due to C4 factor. See Analysis results for reaction from critical load combination.
b100
Lumber -soft, D.Fir-L, No.2, W (3-1/2"x7-1/4")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 10'; volume = 1.8 cu.fL;
Lateral support: top= full, bottom= at all supports;
� nalysis vs. Allowable Stress and Deflection using NDS 2015:
C, teri-
i
Anal
is Value
n
Design
Value
Unit
'i 'W 4
k h; ;
fv
07
Fv'
IOU
Pat
fv� =
.24.
Bond
fl,
= 511
rb:
1170
psi
1b/Fb:
0 '
i=�:
ll..d'ng -
fb
724
Fb
1162
psi
fb/Fb
0 6
:'2
Dead D.fl'i,
0.0 1
<L/999
Live Defl'.
0.02
�16/999
0.17
L/360
in
0.14
'lot at Dafl'a
0�03
<L/ 999
0.25
L/240
In
0.12
Additional Data:
FAC ORS% F/E(p.i)C C14 Ct CL CF Cfa cr
Cf�t Ci Cn
Lc#
FVT ISO 1.00 1.00 1.00 - - - -
1.00 1.00 1.00
2
Fb:+ 900 1.000 1.00 1 00 1.000 1.300 1.00 1 00
1 00 1.00 -
3
Ph - 900 1. 0 1.0. 1:00 0.993 1.300 1.00 1:00
1:00 1.00
2
FcP. 625 - 1,00 1.00 - - - -
1 00 1.00
-
1. mill on 00 1�0�
1.
1:00 1.00
3
Emi., 01;15 million 1.00
1.00 1.00
3
CRITICAL LOAD COMBINATION$:
She ar : LC #2 D+L, V max = 1650, V design 1467 lbe
Sending�+�z LC 43 D+L (pattern: L I, it - 1305 lb-ft
ridi.g - : LC 02 D.L, 14 - 1849 lb-ft
MB
lection: LC 113 (live)
LC 03 (total)
D=de d L�live S=snow W-wi,d 1-impact Lr-roof live L-concentrat.d
Em-thquake
Al 1 22'. a.. listed In the Analysis output
Load P.tt- a-S/2, X-L+S or L+Lr, _-no pattern load in
this span
Load mbi.atl... ASCE 7-10 / ZSC 2015
CALCULATIONS:
Deflection: Er - 17OeO6 lb-i.2
'Livn� defl action Deflection from all non -dead loads (live, wind, sno-)
.r.ta, De flection I.00(Dead Load Deflection) + Live Load Deflection.
L.t ... I stability(-)! L. - 4111�69" L- - RB -
8.4, 1. based an full pan
Design Notes:
I WoodWorks analysis and design are In accordance wth the ICC International Building Code (IBC 2ai 5), the National Design Specification (NDS 2015). and NOS Design Supplement,
2 Please verify that the default deflection limits am appropriate for your application.
3 Continuous or Canfilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be eAended to the middle 2/3 of 2 span beams and to [he tufl length of c;m1flevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.41.
��C,701FO R T E" MEMBER REPORT Level, b89
1 piece(s) 117/8" TJ1@ 210 @ 16" OC
. ..... ..
6'
Overall Length: 10' 10 1/2"
4-
N 9 9
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
pislifn Results
. A 0
Res 4 t
d: -mblirfati
Member Reaction (lbs)
1715 @ 6' 5 1/4"
2145 (3.50")
Passed (80%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (lbs)
891 @ 6' 7"
1821
Passed (49%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
-822 @ 6' 5 1/4"
3795
Passed (22%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.020 @ 8' 7 3/8"
0.106
Passed (L/999+)
--
1.0 D + 1.0 L (Alt Spans)
I Total Load Defl. (in)
0.023 @ 8'7 11/16"
0.211
1 Passed (L/999+)
1.0 D + 1.0 L (Alt Spans)
I TI-Pro"' Rating
70
40
1 Passed
UCI IM110n Lfllend; LL t 14 -ttiu) anu I L k I/ &1U).
Top Edge Bracing (Lu): Top compression edge must be braced at 8' 8" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8'3" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24' Span Rating) that Is glued and nalled down.
Additional considerations for the TJ-PrW" Rating Include: None
Su pooft-
Accessories-:
-Taltal
�Amallable.z
Requked
DeAd
Live
Total
I - Stud wall - SPF
3.50"
2.25"
1.75"
103
306/-41
409/-41
11/4" Rim Board
2 - Stud wall - SPF
3.50"
3.50"
3.50"
368
1346
1714
None
3 - Stud wall - SPF
3.50"
2.25"
1.75"
138
744/-51
E
Board
- Kim voaru is assumea Eo carry an ioans appiiea airectly above it, bypassing the member being designed.
Loads
on (S] die)
Spacin
I g
D t d
(6-90)
Floorl-ive
9):.
torifinents, -
I -Tapered (PILF)
0 to 6 6"
N/A
12.0 to 12.0
40.0 to 40.0
R 'Idential - Uving
Areas
2 - Uniform (PLF)
0 to 66"
N/A
28.0
67.0
3 - Uniform (PILF)
66" to 10' 10"
N/A
80.0
360.0
W� rhaieui r Notbi.,_,
Y0
Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and putil Ished design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details.
(www.wGodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software' Use of this software Is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to
assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested
In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/sLCodeReports.aspx.
The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator
4 Vni '
System : Floor
Member Type: Joist
Building Use : Residential
Building Code � IBC 2015
Design Methodology : ASC,
SUSTAINABLE FORESTRY INITIATIVE
Forte Software Operator I Job Notes I
Michael Leachman P.E.
Design Build Services
(360) 793-9659
MLeachman@dbsmonroe.com
3/31/2017 11:58:53 AM
Forte v5.2, Design Engine: V6.6.0.14
Thuesen-510 8th Ave N.4te
Page I of 1
F 0 R T E " MEMBER REPORT Level, j29
1 piece(s) 117/8" TX@ 210 @ 16" OC
0
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
Ddsi6nllteiiiults:�
A !4 Lo'-iiiiiii,
"it
�100: Com
Member Reaction (lbs)
1254 @ 17' 5 1/4"
2145 (3.50")
Passed (58%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (lbs)
584 @ 17'7"
1655
Passed (35%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
2386 0 8'6 1/16"
3795
Passed (63%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.309 @ 8- 9 7/8"
0.431
Passed (1.1670)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
-0.111 @ 19'7"
0.215
Passed (2L/464)
1.0 D + 1.0 L (Alt Spans)
TJ-PrW- Rating
42
40
Passed
Deflection criteria: LL (1.1480) and TL (1.1240).
Overhang deflection criteria: UL (2L/480) and TL (2L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 4' 9" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 2" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed,
Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that Is glued and nailed down.
Additionaf considerations for the T3-Pro'" Rating Include: None
Suppoll. .6
nq Len
L S:��u
Acceisories;
Total-
Ag��allable,,
Re ul d
4 Ire
Dea�
066 k.,
L7,vd
T6
I - Stud wall - SPF
3.50"
2.25,
1.75"
119
471/-35
590/-35
11/4" Rim Board
2 - Stud wall - SPF
3.50"
3.50"
3.50"
361
892
1253
Blocking
Rim Board Is assumed to carry all loads applied directly above IL bypassing the member being designed.
Blocking Panels are assumed to carry no loads applied direcdy above them and the full load Is applied to the member being designed.
0loor-Live�`
Loads"
ti n
L .4-0 (Sloe)-
Soacirfg;,
td.110),
JI 013).,�
Comm6its
1 -Uniform (PSF)
0 to 19`7'
16"
12.0
40.0
Residential - Living
Areas
2 - Point (lb)
IV 6"
NIA
167
278
W� rhaledi-41iott",
Weyerhaeuser warrants that the sifing of its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details.
(www.woodbyvvy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to
assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested
In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s�,�deReports.aspx.
The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator
ME
4 T'
system : Floor
MemberType : 3olst
Building Use : Residential
Building Code : IBC 2015
Design Methodology: ASD
0 SUSTAINABLE FORESTRY INITLATIVE
Forte Software Operator Job Notes
Michael Leachman P.E.
Design Build Services
(360) 793-9659
MLeachman@dbsmonroo.com
3131/2017 10:16:27 AM
Forte v5.2, Design Engine: V6.6.0.14
Thuesen-510 8th Ave, N.4ta
Page I of I
V
MEMBER REPORT Level, j31 at 12"
aFORTE' I plece(s) 117/8" TJI@ 210 @ 12" OC
0
Overall Length: 21'7"
'I f
19, 2'
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
P. A19wO.
R"11 ll%�,
laRF"
_:-Co
Member Reaction (lbs)
501 @ 2 1/2"
1134 (2,25")
Passed (44%)
1.00
1. 0 D + 1.0 L (Alt Spans)
Shear (lbs)
491 @ 3 1/2"
1655
Passed (30%)
1.00
1. 0 D + 1.0 L (Alt Spans)
Moment (Ft-lbs)
2360 @ 9' 8 13/16"
3795
Passed (62%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.362 @ 9'9 7/8"
0.481
Passed (L/637)
1.0 D + 1.0 L (Alt Spans)
I Total Load Defl. (in)
-0.145 @ 21' 7"
0.215
Passed (2L/356)
1.0 D + 1.0 L (Alt Spans)
I TJ-Pro- Rating
41
40
Passed
Deflection criteria: LL (L/480) and TIL (L/240).
Overhang deflection criterix U. (21.1480) and TIL (21.1240).
Top Edge Bracing (Lu): Top compression edge must be braced at 4'9" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8'8" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down.
Additional considerations for the TI-Pre" Rating include: None
suppq :.. , _: � i- ': ,,
:.' : , -
�"ds-to Supports (Ibs).
'4t:c�s es
Total
0
equlr4
Dead�:�
Floor
Total
I - Stud wall - SPF
3.50"
2.�5-
1.75"
113
393/-18
506/-18
11/4" Rim Board
2 - Stud wall - SPF
3.50"
3.50"
3.50"
175
652
827
Blocking
• Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed.
"..Deid,':
"Floo' U
r ivet'.
Loads
Locatlow(!514e�_::.:
Spacing
(600i
(:t.00). �
Co ents'
TM ,
I -Uniform (PSF)
0 to 21'7"
12"
12.0
40.0
Residential - Living
Areas
2 - Point (lb)
21' 6"
NIA
29
160
e euser,'Note-i'�:
Weyerhaeuser warrants that thesizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software, Use of this software Is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction, The designer of record, builder or framer Is responsible to
assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-parLy certified to sust3inable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-11S3 and ESR-1387 and/or tested
In accordance with applicable ASTM standards. For current code evaluation reports refer to ht4)://www.woodbywy.com/serAces/s�-GodeReports.aspx.
The product application, inputriesign loads, dimensions and support Information have been provided by Forte Software Operator
4 YIfi '
System: Floor
Member Type: Joist
Building Use : Residential
Building Code ; IBC 2015
Design Methodology : ASO
SUSTAINABLE FORESTRY INITIATIVE
Forte Software Operator I Job Notes I
Michael Leachman P.E.
Design Build Services
(360) 793-9659
MLeachman@dbsmonroe.com
313112017 10:18:30 AM
Forte v5.2, Design Engine: V6.13.0.14
Thuesen-510 8th Ave N.4te
Page I of 1
aFORTF MEMBER REPORT Level, j31
I piece(s) 117/8" TJI@ 560 @ 16" OC
Overall Length: 217'
0
.... .... ..
..... .. .
2-
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
0
,Design 1116sults-.
-Actua 016catlori
IdWed
"�u lt��:
I
. ..... ....
Member Reaction (lbs)
669 @ 2 1/2"
1396 (2.25")
Passed (480%)
1.00
1.0 D + 1.0 L (Alt Spans)
Shear (lbs)
656 @ 3 1/2"
2050
Passed (32%)
1.00
1.0 D + 1.0 L (Alt Spans)
Moment (Ft-lbs)
3156 @ 9' 9"
9500
Passed (33%)
1.0D
1.0 D + 1.0 L (Alt Spans)
Uve Load Defl. (in)
0.265 @ 9' 9 7/8"
_
0.481
Passed (L/869)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
-0.101 @ 21' 7"
0.215
Passed (2L/512)
1.0 D + 1.0 L (Alt Spans)
TJ-Prol- Rating
47
40
JPassed
Deflection criteria: U. (1.1480) and TL (L/240).
Overhang deflection cdteda: LL (2L/480) and TL (2L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 10'o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14'7" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge— Panel (24" Span Rating) that Is glued and nailed down.
Additional considerations for the TJ-Pro— Rating Include: None
Blearing.. th
0a sbc . �S 0 0ports_CIM)_._-
A ccessories'
lReqbIred
D"d z
Floor
ve�.
I - Stud wall - SPF
3.50"
2.25"
1.75"
152
524/-18
676/-18
11/4- Rim Board
2 - Stud wall - SPF
3.50"
3.50"
3.50"
222
811
1033
Blocking
Win Hoard Is assumed to carry all loads applied directly above lt� bypassing the member being designed.
Blocking Panels are assumed bD carry no loads applied directly above them and the full load is applied to the member being designed.
'.be , ad
F oor LIve
Loads
L tilibril(Side)-
��_s adnii
_ ,
)
(R-K
-
ORT9 nts
1 -Uniform (PSF)
0 to 21'7"
16"
12.0
40.0
Residential - Living
Areas
2 - Point (lb)
21- 6"
N/A
29
160
Weyerhaiidier Noteis:,I'..�.-:,.
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software, Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to
assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested
in accordance with applicable ASTIVI standards. For current code evaluation reports refer to http://www.woodbywy.com/services/sLCodeReports.aspx.
The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator
4300ED
System ; Floor
MemberType : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology: ASD
SUSTAINABLE FORESTRY INITtATIVE
Forte Software Operator I Job Notes I
Michael Lelchman P.E.
Design Build Services
(360) 793-9659
MLeachman@dbsmonroe.com
3/31/2017 10:07:04 AM
Forte v5.2, Design Engine: V6.6.0.14
Thuesen-510 8th Ave N.4te
PagE� 1 Of I/
COMPANY
Design Build Services, Inc.
PROJECT
510 81h Ave N - Lot 2
28119 - 120th St. S.E.
610 Ifth Ave N
WoodWorks'
Monme, WA 98272
Edmonds, WA 98020
PH: 360-793-9659
Thuesen Custom Homes
Mar. 31. 2017 13:48
J39
SOFTWAREFOR WOOD DESIGN
Design Check Calculation Sheet.
WoodWorks Sizer 11.0
Loads:
Load
Type
at
L.. t
Nagai tud.rrull
Uni
1, -
t
t:tion
I rt E d
Sta
UDL
Y1.1
P �t
Lo d2
jL1:dI..i'h'
ISn"
D d
:,ad
1"ull
Full UDL
N.
I
plf
se, f-
Full UDL
To
Pli
Maximum Reactions (lbs) and Bearing Lengths (in) :
V-AI.T
Unf red:
p:ct'
ad
127
13
'n"
Factored:
-
166
2
BaT.t.2
. ring:
-
293
195
Langt
0 50.
0.50.
Min rheq I d
0:50
0.50.
*Mi
..-Onnum
AIL�
settina used: 1/2' for end
upparls
nd IIX for Interior supports
1. . -11. . .1.. _". ". -, '." .. - 1 -1 .... W. _.'u , - to � iauur. - -ty5is resuns ror macuon Trom cmicat mao canuaDalum.
J39
Lumber -soft, Hem -Fir, No.2,2x6 (1-1/2"x6-112")
Supports: All - Non -wood
Roofjolst Spaced at 24.0' CID; Total length: 6*-1 J,3-; Volume = OA WA.; Pitch: 8/12:
Lateral support: top= full, bottom= at supports; Repetitive tactar: applied where permitted (refer to online help);
Analysis vs. Allowable Stress and Deflection usina Nos 2016:
Criterion
A..Iy�i. Value
Design Value
Unit
An" 'WR"i'
S ..
tv n
Fv� 1 T2_
-F. -i
1�7 ON,
Bond in,,,,
flo 329
Fb: 1461
psi
fb/Fb' 0.23
13.nding(-)
Deflection:
b 70
Fb 1342
psi
fb/Fb' 0.05
Interior Dead
0.02 <L/999
':" IL/999
0:27 L/240
in
0.09
'Live
ot."
. 05 <L/999
0 36 L/180
in
0.13
Cantil. Dead
-0.01 �L/999
Live
:0 2 L/930
G. 11 W110
in
0 13
For.,
.:0
.3 L/466
0.16 L/90
1.
0:19
Additional Data:
FACTORS: FYEip.i)CD 04 ct CL CF Cfu Cr Cfrt C1 Cn
LC#
Fv' 150 1.15 140 1.00 - - - - 1.00 1. 0 0 1. Do
2
Fb:+ so 1.15 1.00 1.00 1.000 1�300 1.00 1.15 1.00 1.00
4
Fb . 1,15 1�00 1.00 0.918 1.300 1.00 1.15 1.00 1.00
2
Pep 405 - 1.00 1.00 - - - - 1.00 1.00
-
E' 1, 3 mill ion 1.00 1. 0 0 1.00 1.00
4
E.W 0.4 7 million 1.00 1.00 1.00 1.00
4
CRITICAL LOAD COMBINATIONS:
Shear ; LC #2 D+S, V max = 173, V design 144 lea
Bending(+); LC 44 D+S (pattern: S), M - 208 lb-ft
B ending( - 1: LC #2 D�S, M - 44 lb.-ft
Deflection- LC #4
�liv.)
LC #4 total)
D-dead,L-linS=an.. W=.i.d I-L.Pact Lz=roof live Lc -concentrated E-earthquake
Al I LC a are isted in the Analysis output
Load Patterns: 3:S/2, X=�+S or L+Lr, -no pattern load in this span
Load combin.ti an ASCE 7-10 / t9C 2015
CALCULATIONS:
�Lflection: EI 27.OeO6 lb-in2
ive� deflecti n - Deflection from all non -dead load. (live, ind,
To ta I Defl. cti.. 1.50(Dead Load Deflection) + Live Load Deflection.
Bearing: Allowabl a bearing at an angle F'theta calculated tor each support
as p r DDS 3.10.3
Lateral stability(-): Lu - 5-4.88' Le - 9--l.94- RB = 16.4; Lu based on full
span
Design Notes*
I WoodWorks analysis and design are In accordance with the [CC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2 Please verity that The default deflection limits am appropriate for your application.
3 Continuous orCantilevered Beams: NOS Clause 4.2.5.5 requires that normal gmdlng provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and o1her spans.
4 Sawn lumber banding members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
6 SLOPED BEAMS: level bearing Is required for all sloped beams,
6. The vilicall deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design.
WoodWorks
COMPANY
Design Build Services, Inc.
28119 - 120th St. S.E�
PROJECT
510 8th Ave IN - Lot 2
510 8th Ave N
Monroe, WA 98272
Edmonds, WA 98020
sornVARF FOP? WOOD OESIGN
PH: 360-793-9659
Thuesen Custom Homes
Mar. 31, 2017 09:41
j51
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
I
DistributionlPat-1
I
Location [ftIl
M.!nitud.."
Unit
tprn-
Rt-n rt-
Loadl
Snow
FU
33.3
plf
Load2
Dead
IDead
Fi:
IFU
J
20.0
plf
Se f-weight
.1
2.9
plf
Maximum Reactions (lbs) and Bearing Lengths (in):
12'-0,6"
Unfactored;
Dead
138
Snow
201
138
Factored:
201
Total
338
Bearing:
338
Length
0.56
in req'd
0.56
0.56
n ;r
j5l
Lumber -soft, Hem -Fir, No.2, WO (11-112"xg-11/4")
Supports: Ail - Non -wood
Floor joist spaced at 16.0" c1c; Total length: 12'-0.6"; volume = 1.2 cu-ft.;
Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help);
Analysis vs. Allowable Stress and Deflection using Nos 2015:
Criterion
-
An2ly�is Y
Design Val u8_
Unit
Ana I s�Oesign
Shear
fV 3!lue
Fv' = 172
psi
s! V ;
PY,7F 0.18
Bending(+)
fb = 567
Fb' = 1237
psi
fb/Eb' = 0.46
Dead Defl1n
0.08 = <L/999
Live DeflIn
0.12 = <L/999
0.40 = L/360
in
0.30
T tal Deflln
0.25 = L/586
0.60 = L/240
in
0.41
Additional Data:
FACTORS: F/E(psi)CD Cm Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' ISO 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fbl+ 850 1.15 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - -
El 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2
Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC 02 = D+S, V max = 337, V design = 293 lbs
Bending(+): LC #2 = D+S, M = 1012 lbs-f-t
Deflection: LC #2 = D+S (live)
LC #2 = D+S (total)
D=dead L=live �=snow W=wind I=impact Lr=roof live L.c=concentrated E=earthquake
All LC's are I Is ted in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATION&
Deflection: EI 129eO6 lb-in2
"Live" deflection = Deflection from all non -dead loads (live, wind, snow
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS
Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
I/
COMPANY
Design Build Services, Inc.
PROJECT
511081hAv N�W2
28119 - 120th St. S.E.
Monroe, WA 98272
510 81h Av: N
Edmonds, WA 98020
WoodWorakso
PH: 300-793-9669
Thuesen Custom Homes
Mar. 31, 2017 09:42
J103
SOFTWAREFOR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads
Load
Type
IDi.�irilbuli.rilt:tj
L.11still I1tjj
..gmI1�deEnjU.it
r
't � d
". Et
Lo:-
D.,
�esj
0
boo:
L d2
1S.0-
.'I
IFUI I U D
Ito
I
3 0
1p1f
plif
Self -weight
Dead
Full UDL
Ito
2.2
pif
Maximum Reactions (lbs) and Bearing Lengths (in):
W-0.3' t
Unf ored:
:1.1
D r,
163
12
Snow'
Fact di
253
20�
..
Total
Bee
416
327
ring:
Length
-
0.50;
0.51�
III n req'd
0.3
0."'1
-minimum murnigrunguriserung u5cu: ii, iormaeriorsuppons
Maximum reaction on at least one support is from a different load Combination than the critical one for bearing design, shown hem, due to Cd factor. See Analysis results for reaction from critiral load combination.
J103
Lumber -soft, Hem -Fir, No.2, W [11-112'W-1/4")
Supports: Al - Nonwood
Roofjolst spaced at 24.0' dc; Total length: 0.0.3'; volume = 03 cuk;
Lateral support top= full, bottom= at supports: Repetitive factor. applied where permitted (refer to online help);
Analysis vs. Allowable Stress and Deflection using Nos 2015:
Criterion
An��zis �Lalue
nesign Value
Unit
An" . ""
_
Shear
f 39
rr, 172
psi
F.
.ending(.)
fl, 58
Eb' 1349
psi
fb/Fb' 0.44
Ilendi-gl-1
be I
fb 3:
Fb' 970
psi
fb/Fb' 0.04
ectiont
Interior Dead
0.05 <L/999
Live
0.07 <L/999
0.40 L/240
in
0118
Total
0.1 4 L/674
0.53 L/180
in
0.27
Cantil. Dead
-0.02 L/670
.. 7
L/"2
0:1
In
0:229
L'V'
Total
013 L
.:0 01, Ll�l�
10
. 3 L/T
, in
0 4
Additional Data:
FACTORS: F/E(p.i)CD Cm Ct CL CIF CfU Cr Cfrt C1 Cn LCH
F�, ISO 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Flil. 8 50 1.15 1.00 1.00 1. 000 1.200 1.00 1.15 1.00 1.00 - 4
Ili- 850 1.15 1.00 1.00 0.719 1.200 1.00 1.15 1.00 1.00 2
Fcpl 405 - - - 1.00 1.00 -
E 1.3 1 1.00 11.0 -
nuill on 1.10 1 0 I.Do 1.00 4
E.i .47 ..1 1.. l .00 1 ..0 1.00 1. 00 4
CRIT CAL LOAD COMBINATIONS:
It
shear LC #2 D+S, V max - 334, V de sign 283 lb,
B:nclin,fl+�: LC 94 D'S,(pattern - 6 , 4 lbs- f t
H ndi q - : LC #2 D+S M - 41 1 - t
Da, lection, LC 94 (live)
LC #4 (total)
D-dead L=Iiv. S-sn-w ?I wind I=impact Lr-roof live L-concentrated E=earthquak.
All LC 's a re 1 Isted In the Analysis output
Load Patterns: S/2, X-L+S or L+Lr, _-no pattern load in this span
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS,
�Leflection: El - 61.9eO6 Ib-in2
ive� deflection = Deflection from all non -dead loads (live, wind, no-)
Total Defl eti.. - 1.50(Dead Load Deflectionl, + Live Load Deflection.
Lateral stabilityi-): Lu = 0' Le = 13-4.00" RB = 22.71 Lu based on full span
Design Notes:
I WoodWorks analysis and design am In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (Nos 2015), and Nos Design Supplement.
2 Please verify that the default deflection limits are appropriate for your application.
3 Continuous or Cantilevered Beams: NDS Clause 4.2.6.5 requires that normal grading provisions be extended to the middle 2J3 of 2 span beams and to the full length of caitilevers and other spans.
4' Sawn lumber banding members shall be laterally supported according to the provisions of NOS Clause 4.4.1,
5. The critical deflection value has been determined using maximum back-spian deflection. Cantilever deflections do not govern design.
V
WoodWorks
SOPnVARE FOR 1V0G9DE5fGN
COMPANY
Design Build Services, Inc.
28119 - 120th St. S. E.
Monroe, WA 98272
PH: 360-793-9659
Mar. 31, 2017 14:17
PROJECT
510 8thAve N - Lot 2
5108thAveN
Edmonds, WA 98020
Thuesen Custom Homes
j122
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Distribution
tion Ift)
Magnitude
Unit
-fo-adl
End
Start End
Live
full AUDL
80.0
plf
Load2
Live
Full UDL
40.0
plf
Load3
Dead
Full UDL
20.0
plf
S elf -weight
Dead
Full UDL
3.5
plf
Maximum Reactions (lbs) and Bearing Lengths (in):
12'-1.4"
7�.-f
.Ct.r.d-
-
Dead
142
Live
727
142
Factored-
-
72-1
Total
869
-
Bearing;
-
B69
Length
1.43
M n recild
1.43,
1.4-
_
1 1.4 1
j122
Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"xl 1-1/4")
Supports: All - Non -wood
Floor joist spaced at 16.0" c/o; Total length: volume = 1.4 cu.ft.;
Lateral support: top= full, bottom- at supports; Repetitive factor. applied where permitted (refer to online help);
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
I DARign V�1
I Tj.i�
I
Shear
fv 641
rv, = 150
psi
f;/F'v' = 0.43
Bending(+)
tb 960
Fb1 = 977
psi
fb/Fbl = 1.00
Dead Defl1n
0.05 <L/999
Live Defl1n
0.24 L/595
0.40 = L/360
in
0.60
Total Deflln
0.31 L/460
0.60 = L/240
in
0.52
Additional Data:
FAC ORS- F/E(psi)CD C14 Ct CL CF CfU
Cr Cfrt
Ci Cn'
LC#
'T ISO 1.00 1.00 1.00 - - -
- 1.00
1.00 1. 0
0
2
Flo', 850 1.00 1.00 1.00 1.000 1.000 1.00
1.15 1.00
1.0o -
2
FcP1 405 - 1.00 1.00 - - -
- 1.00
1.00 -
-
E' 1.3 million 1.00 1.00 - - -
- 1.00
1.00 -
2
Emin' 0.47 million 1.00 1.00 - - -
- 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+L, V max = 861, V design
716 lba
Bending(+)* LC 92 = D+L, M = 2583 lbs-ft
Deflection: LC 92 = D+L (live)
LC 42 = D+L (total)
D=dead L--live S=snow W=wind I=impact Lr=roof live Lc -concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations! ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 23leO6 lb-in2
"Live" deflection = Deflection from all non -dead loads
(live, wind, snow
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes: -I
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4A.
COMPANY
Design Build Services, Inc.
PROJECT
51011thAv N-LO12
28119 1201h St SE
$11) 81h Av: N
WoodWorks'
Monroe, WA 98272
Edmonds. WA 98020
(360) 793-9659
Thuesen Custorn Homes
Apr. 12,2017 13:14
PCI.%vwb
SOFnVARE FOR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
DistributionlP:t-
t rn
Location [ftl
Start End
Magnitude
Start End
Unit
1�cqii
Teed
point
ZI:a
L5
758
lbs
2_c96
Snow
point
Y
000
15: a
1 252
1 bs
3c97
Dead
Point
N.
11.00
758
lbs
4.97
Snow
Point
Yes
11.00
1252
lbs
s-ells
Dead
Point
If.
10.00
871
lb.
6_c115
an..
Point
Yea
10.00
1375
lb.
7-y3e
Dead
Partial UDL
fro
4.00 18.00
375.7 375.7
plf
8_W38
Live
Partial UDL
Yes
4.00 18.00
180.0 180.0
plf
5r_w38
Show
Partial UDL
Yes
4.00 18.00
626.1 626.1
plf
10�_cl`?
Dead
Point
NO
18.00
1428
lb.
ll-cl7
5.0.
Point
Yea
le.00
2252
lb.
1205
Dead
point
ff.
4.00
501
lb.
13_c35
Live
Point
Yea
4.00
120
lb.
1405
Snow
Point
Yes
4.00
634
lb.
15�_.36
Dead
Point
IT.
0.00
154
lbs
IiS_06
S ...
Point
Yea
0.00
746
lb.
17_.40
Dead
point
11.
9.00
521
lb.
le-.40
Live
Point
Yea
9.00
320
lb.
19-c4o
Snow
Point
Yea
9.00
692
lb.
L..d20
Dead
Full UDL
If.
250.0
plif
-Self-ight -Dead
lFull
UDL
no
42.3 1plf
Maximum Reactions (lbs) and Bearing Lengths (in)
18,
Unfactored:
Dead
1403
9753
Live
241
2180
4:52
';15
111,
1311
10406
P. c.radt
5618
Total
2790
20160
-
.... ng :
9970
Length
0.50,
2.43
-
Kin req'd
0.50-
2.43
1.39
Wintmurn hearing
leng
selling used: 1/2' for end su rts
1 39
PPO
Maximum reaction an 8 least one support Is from a different load Combination than the Critical one for hearing design, shom hem, due to Cd factor- See Analysis results for feaction from critical load combInation.
PCI
Timber -soft, D.Fir-L, No.2,12x16 (11-1/2"MIS-1/2")
Supports: All - 71mber-soll Column, D.Fsr-L No.2
Total length: IW; volume = 22.3 CUM.; Beam and stringer.
Lateral support: top= full, bottom= at all supports;
Analysis vs. Allowable Stress and Deflection using NOS 2016:
Criterion
11-1"
I
n9i q!=2
�-W'
A_a'4' 414"2n.
Shear
--1'
-
Pit
�.i
1; 7
...d 9
11 �+;
fb
332
Eb -
975
P:i
fb/Fb: -
0.34
Bending -
fb
410
Eb: =
975
p i
fb/Fb �
0.42
Dead Defl'n
0.0 1
'L 9
Live DeflIn
D. " 2
/9:9
L/9
0.30 =
L/360
in
0.07
Total DeflIn
0.03
<L/999
0.45 =
L/240
in
0.08
The effect of point loads within a distance d or the support
has been included as per JUDS 3.4.3.1
Additional Data:
FACTORS: F/E(p.i)CD CH Ct CL CF Cfu Cr Cfrt Ci C.
LC#
Fv, 170 1 .1 5 1. 0 0 3. ' 00 - - - - 1.00 1.00 1.00
'4
Eb:+ 875 1.15 1.00 1.00 1.000 0.969 1.00 1.00 1.00 1.00 -
9
Flo - 875 1.15 1.00 1.00 1.000 0.969 1.00 1.00 1.00 1.00
4
Fcp' 62 1 - 1 00 1.00 - - - - 1.00 1.00
-
E' 1 .3 million 1:00 1.00 - 1.00 1.00
9
CRITICAL LOAD COMBINATIONS:
shear : LC #4 WS, V max - 11763, V design- 9261 lbs
Bending(+): LC #9 D+S (pattexn: as), 14 - 12753 lbs-ft
B..dinq(-): LC 04 D+S, M = 15744 lb-ft
Deflection: LC #9
:livel
LC #9 total)
D'd,,d -live 1 -I.d I-1-P--t L-00f live L-concentrated E=carthquaks,
Al I L.'� a re 1 1 s red in the Analysis output
Load Patterns: 512, X-L+S or L+L., pattern load in this span
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
F
�zflection: 'l 4639.06 lb-inZ
i" deflection - Deflection, from all o-de.d leads (live, wind, sno-)
Total nefle ction - 1.01)(Dead Load Deflection) + Live Load Deflection.
Design Notes:
I WoOdWorks on:lysls and design are in accordance YAM the ICC International Building Code (IBC 2015), the National Design Specification (NOS 2015), and NDS Design Supplement.
2 Please verify th t the default deflection limits am appropriate for your application.
3 Continuous or Cantilevered Beams: Nos Clause 4.2.5.5 requires that nonnal grading Provisions be extended to the middle 2J3 of 2 span beams and to [tie full length of cantilevers and other spans.
4' Sa%vn lumber bending members shall be laterally supported according to the previsions of Nos Clause 4.4.1. 1
F]
PCI.wwb
Snow
Live
Dead
I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN I
WoodWorks@ Sizer 11.0
Apr. 12, 2DI7 14;23:26
01 4- 9. 10, Ill 15, 18'
/017
6:
W-00,
625.7
--250
1� 0
plf
1-1 E
PC1.wwb
Critical Results
WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks@Slzer11.0
ANALYSIS DIAGRAMS (known section - includes self -weight)
Apr. 12, 2017 13:14:00
REACTION (lbsl
maximum...
Uplift: 0
Bearing: 20160
T, 90
T9170
0�
SHEAR [lbs]
Load Combination 0
+V max: 11763
-V max: - 7183
V design: 9261
261
8'-9.3-
IT-6.5"
Design shear < maximum due to notching or loads:
ignored within distance "d" of supports without notches.
BENDING (lbs-ft)
Load Combination #
+M max: 12753
Load Combination 9
-M max: -15744
12753
0
Z�,
15744
01
54.2" &-9.3" 14'-8.1
17'-6.5"
TOTAL DEFLECTION (in]
Load Combination #
Total = 0.00 x Dead + Live (all others)
Critical Li�e: 0.02
Critical Total: 0.03
-0
0-00 0.00
0.01
.01
0.02
0.03
0,
W-9.3"
4/17
Concrete Beam Design Report
Page 1
Concrete Beam Design
Job: 30227 Designed By: RDH PE
Beam ID: PCI-2 Checked By:
Date: 4/12/2017 3:05:12 PM Program: Concrete Beam Design 4.0
Description: Grade Beam
Code ACI (2011) Design Method Ultimate Strength
Member Type Beam Cross Section Shape Ledger Beam
Sn.qn Data -
Main Span Length
10.000 Ft
Left End Support
Fixed
Right End Support
Fixed
Left Support Width
4.000 In
Right Support Width
4.000 In
Left Haunch Start Location
Not Present
Right Haunch Start Location
Not Present
Cross Section Data:
Total Depth at Mid -Span 22.000 In Top WiTth at Mid -Span 8,000 In
Flange Height at Mid -Span 12.000 In Bottom Width at Mid -Span 12.000 In Ed
Mntp.riAl T)nfn!
fe
2.500 K/In'
Flexural Reinforcing fy
60.000 W
Concrete Density
144.000 Lb/Fe
Shear Reinforcing fyy
60.000 KlIn2
Concrete Tensile Strength
0.420 Win'
Stress Block, Beta
0.850
Dmian Crifi-.rin-
Bottom Cover to Stirrup
3.000 In
Top Cover to Stirrup
1.500 In
Side Cover to Stirrup
1.500 In
Total Load Deflection Limit
U240.00
Live Load Deflection Limit
U360.00
AHow Cuts in Tension Zone
N
Check Crack Control Provisions
Y
ECHO OF LOAD INPUT
DEAD LOAD
LIVE LOAD
WIND LOAD
EARTHQUAKE
LOAD
ROOFLOAD
Check Deflection:
Yes
Main Span
I
Concentrated Load:
-0.760 K
-1.252 K
Distance:
6.000 Ft
6.000 Ft
I
Uniform Load:
�_Distance
-0.626 K /Ft
-0.626 K /Ft
to Begin:
0.000 Ft
0.000 Ft
I
Distance to End:
10.000 Ft
10.000 Ft
CRITICAL SHEARS & MOMENTS
Load Combination Dead Load:
1.400 x Dead Load
Load Combination # 1:
1.200 x Dead Load + 1.600 x L + 0.500 x R
Load Combination 9 2:
1.200 x Dead Load + 1.000 x L + 1.600 x R
Load Combination # 3:
1.200 x Dead Load + 0.800 x W + 1.600 x R
Load Combination # 4:
1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R
DEAD LOAD
LOAD COMB I
LOAD COMB 2
LOADCOMB3
LOAD CONVIB 4
Shear
Left End:
4.757
K
9.790
K '
7.648
K
4.077
K
7.648
K
Moment
Left End:
-8325
K -Ft
-17.405
K -Ft
-13.554
K -Ft
-7336
K -Ft
-13.554
K -Ft
Shear
Right End:
-5.071
K
-10.653
K
-8.288
K
-4.347
K
-8.288
K
Moment
Right End:
-8.835
K -Ft
-18.805
K -Ft
-14.593
K -Ft
-7.573
K -Ft
-14.593
K -Ft
Maximum Moment
4.583
K -Ft
9.936
K -Ft
7.680
K -Ft
3.928
K -Ft
7.680
K -Ft
Located at:
5.427
Ft
5.585
Ft
5.55
5.427
Ft
5.553
Ft
Max Deflection
-0.001
In
-0.003
In
-0.003
In
-0.001
In
-0.003
In
Located at:
5.094
Ft
5.117
Ft
5,117
Ft
5.094
Ft
5.117
Ft
L: Project FilesCustom HomeslO 8th Ave N, Edmonds- Lot 4/12/2017 3:05:12 PM
28th Ave N - PC1-2.rtf
5/17
Concrete Beam Design Report
Page 2
Dead Part:
-0.001-1-n-
-0.001
In
-0.001
In
-0.001
In
Inflection Points:
2.193
Ft
2.218
Ft
2.213
Ft
2.193
Ft
2.213
Ft
7.863
Ft
7.857
Ft
7.858
Ft
7.863
Ft
7.858
Ft
Reaction Left End;
4.757
K
9,790
K
7.648
K
4.077
K
7.648
K
Reaction Right End:
5.071
K
10.653
K
8.288
K
4.347
K
8.288
K
Load Combination # 5:
1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R
Load Combination # 6:
0.900 x Dead Load + 1.600 x W
Load Combination # 7:
0.900 x Dead Load + 1A00 x E
Load Combination # 8:
1.200 x Dead Load -. 0.800 x W + 1.600 x R
Load Combination 4 9:
1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R
Shear
Left End:
LOAD COTVEB 5
7.648 K
LOAD COMB 6
3,058 K
LOAD COMB 7
3.058 K
LOAD COMB 8
4.077 K
LOAD COM11 9
7.648 K
Moment
Shear
Left End:
Right End:
-13.554
-8.288
K -Ft
K
-5.352
-3. 0
K -Ft
K
-5.352
-3.260
K -Ft
K
-7.136
4.347
K -Ft
K
--1-3.554K
-8.288
TF
K
Moment
Right End:
-14.593
K -Ft
-5.680
K -Ft
-5.680
K -Ft
-7.573
K -Ft
-14.593
K -Ft
Maximum Moment
7.680
-Ft
2.946
K -Ft
1946
K -Ft
3,928
K -Ft
7.680
K -Ft
Located at:
5.553
Ft
5.427
Ft
5.427
Ft
5.427
Ft
5.553
Ft
Max Deflection
-0.003
In
-0.001
In
-0.001
in
-0.001
In
-0.003
In
Located at:
5.117
Ft
5.094
Ft
5.094
Ft
5.094
Ft
5.117
Ft
Dead Part:
-0,001
In
-0.001
in
-0.001
In
-0.001
In
-0.001
in
Inflection Points:
2.213
Ft
2.193
Ft
2.193
Ft
2.193
Ft
2.213
Ft
Reaction
Reaction
Left End:
Right End:
7.858
7.648
8.288
Ft
K
K
7.863
3.058-Z--
3.260
Ft
K
7.863
3.058
3.260
Ft
K
K
7.863
4.077
4.347
Ft
K
K
7.858
7.648
8.288
Ft -
K -
K -
Load Combination # 10:
1.200xDead Load+ 1.00OxL- 1.400 xE+0.200xR
Load Combination 4 11:
0.900 x Dead Load - 1.600 x W
I
LORd Combination # 12:
0.900 x Dead Load - 1A00 x E
Shear
Left End:
LOAD CONIEB 10
7.648 K
LOAD COMB 11
T058 _K
LOAD COMB 12
3.058 K
LOAD COMB 13
LOAD COMB 14
Moment
Left End:
-13.554
T _-Ft
-5.352
K -Ft-
-5.352
K -Ft
-
Shear
Right End:
-8.288
K
-3.260
K
-3.260
K
Moment
RightEnd:
-14.593
K -Ft
-5.680
K -Ft
-5.680
K -Ft
Maximum Moment
7.680
K -Ft
2.946
K -Ft
2.946
K -Ft
Located at:
5.553
Ft
5.427
Ft
5.427
Ft
Max Deflection
-0.003
In
-0.001
In
-0.001
In
Located at:
5.117
Ft
5.094
Ft
5.094
Ft
Dead Part:
-0.001
In
-0.001
In
-0.001
In
Inflection Points:
2.213
Ft
2.193
Ft
2.193
R
- 1
7.858
Ft
7.863
Ft
7.863
Ft
Reaction
Left End:
7.648
K
3.058
K
3.058
K
Reaction
Right End:
8.288
K_ 1
3.260
K
3.260
K
SECTION DESIGN INFORMATION
SECTION FLEXURAL DESIGN
Mid -Span Region:
Cross -Section Information:
Total Depth
22.000 In
Distance to Centroid As:
18.38 In
Top Width:
8.000 In
Distance to Centroid A's:
2.13 In
Flange or Recess Depth:
12.000 In
Bottom Width :
12.000 In
For Design Moment, Mu:
9.936 K -Ft
Required As:
0.340 In(p:0.002)
Required Rs
0.000 In'(p:0.000)
Provided As
0.400 ln2 (p : UO3)
Provided A's:
0.000 In' (p: 0.000)
Reduction Factor, Phi:
0.90
L:Project FilesCustom Homes 10 8th Ave N, Edmonds- Lot
28th Ave N - PCI-2.rtf 4/12/2017 3:05:12 PM
Concrete Beam Design Report
6/17
Page 3
Moment Capacity, *Mn:
31.804 K -Ft
Gross Area:
216,000 In'
Gross Moment of Inertia:
8,605.333 In'
Neutral Axis Location:
9.89 In
N (Es/Ec)
10.17
Modulus, Ec:
2,851.20 K V
Cracked Moment of inertia:
1,010.523 In2
Neutral Axis Location:
18.16 In
CrackingMoment:
27.194 K -Ft
I
I
At Left Support:
Cro.-R-Section Infnrmqtinn-
Total Depth
22.000 In
Distance to Centroid As:
19.81 In
Top Width:
8.000 In
Distance to Centroid Rs
2.19 In
Flange or Recess Depth
12.000 In
Bottom Width:
12.000 In
For Design Moment, Mu:
-15.798 K-Ft
Required As:
0.528 In2 (p: 0.002)
Required A's:
0.000 In 2 (p : 0.000)
Provided As:
0.620 In' (p: 0.003)
Provided A's
0.000 hl� (p: 0.000)
Reduction Factor, Phi :
0.90
Moment Capacity, *Mn:
-53.242 K -Ft
Gross Area:
216.000 In2
Gross Moment of Inertia:
8,605.333 In'
Neutral Axis Location:
12. 11 In
N (Es/Ec)
10.17
Modulus, Ec:
2,851.20 K/In'
Cracked Moment of Inertia:
1,832.498 In2
Neutral Axis Location:
17.93 In
Cracking Moment:
22.204 K -Ft
At Right Support:
Crosq-Sectinn Infnrmatinn-
Total Depth
22.000 In
Distance to Centroid As:
19.81 In
Top Width:
8.000 In
Distance to Centroid Xs
2.19 In
Flange or Recess Depth
12.000 In
Bottom Width:
12.000 In
For Design Moment, Mu -
-17.053 K -Ft
Required As:
0.528 1 (p: 0.002
Required A!s ;
0.000 In' (2: 0.000)
Provided As:
Provided A!s
0,000 In'(p:0.000)
Reduction Factor, Phi :
0.90
Moment Capacity, *Mn
-53.242 K -Ft
Gross Area:
216.000 In 2
Gross Moment of Inertia:
8,605.333 In2
Neutral Axis Location:
12.11 In —
N (Es/Ec)
10.17
Modulus, Ec:
2,851.20 K /Inz —
Cracked Moment of Inertia:
1,832.498 In'
Neutral Axis Location
17.93 In —
Cracking Moment:
22.204 K -Ft
—
* Indicates That Nominal Resistance Includes Appropriate Phi Factor
BOTTOM BARS
Mid -Span Region:
Design Moment, Mu 9.94 K-Ft As Required 0.340 In' As Provided _A 0.400 in' d
Bar Size #4 Number of Layers I I I Layer Spacing 0.00 hi
Number of Bars 2 Bars in Lower Layer 1 2 1 Ld 14.40 In
At Left Support:
Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) 0.00 in
At Right Support:
Percent of Bars Continning into Support Suggested Bar Cutoff (from Centerline of Support) F-0 00 1.
L: Project FilesCustom Homes10 8th Ave N, Edmonds- Lot
28th Ave N - PC1-2.rtf 4/12/2017 3:05:12 PbI
7/17
Concrete Beam Design Report
TOP BARS - LEFT SUPPORT
Page 4
J Design Moment, Mu
-15.80 K-Ft
I As Required 1 0.528 In' As Provided
0.620 in' d
19.813 In--J
Bar Size
45
Number of Layers
I
Layer Spacing
0.00 In
Number of Bars
2
Bars in Lower Layer
2
Ld
F- 23.401-
Suggested Bar Cutoff
46.50 In
TOP BARS - RIGHT SUPPORT
Design Moment, Mu
17.05 K-Ft
I As Required 0.528 ln2 As Provided 7
0.620 In' d
19.813 In=
Bar Size
#5
Number of Layers
1
Layer Spacing
0.00 In
Number of Bars
2
Bars in Lower Layer
2
Ld
23.40 in
Suggested Bar Cutoff
45.75 In
7-
MAXIMUM DEFLECTIONS
Span
Load Comb
Short Total
Long Total
Max Allow
Short Live
Load
Max Allow
leffective
In
In
In
In
In
MAIN
Dead
4001
0.500 OK
8,605.33
1
-0.003
-0.005
0.500 OK
-0.002
0.333 OK
8,605.33
2
-0.003
-0.005
0.500 OK
-0.002
0.333 OK
8,605.33
3
-0.001
-0.003
0.500 OK
0.000
0.333 OK
8,605.33
4
-0.003
-0.005
0.500 OK
-0.002
0.333 OK
8,605.33
5
-0.003
-0.005
0.500 OK
-0.002
0333 OK
8,605.33
6
-0.001
-0,003
0.500 OK
0.000
0.333 OK
8,605.33
7
-0.001
-0.003
0.500 OK
0.000
0.333 OK
8,605.33
8
-0.001
-0.003
0.500 OK
0.000
0.333 OK
8,605.33
9
-0.003
-0.005
0.500 OK
-0.002
0.333 OK
8,605.33
10
-0.003
'0.005
0.500 OK
4002
0.333 OK
8,605.33
11
-0.001
-0.003
0.500 OK
0.000
0.333 OK
8,605.33
12
-0.001
-0.003
0.500 OK
0.000
0.333 OK
8-605.33
SHEAR DESIGN - MAIN SPAN
--------------------- Left Side ---------------------
--------------------- Right Side - -------------- - ---
Number @ Spacing Al
Number @ Spacing Al
Spacing starts from face of support ....
@ 1.750 In J
@ 1.750 In
3 (§ 9.000 In
4 @ 9.000 1
Beyond 2.396 Ft From Face None Required
Beyond 3.146 Ft From Face None Required
Use 43 Stirrups - 2 Vertical Legs
L: Project FilesCustom Homes10 8th Ave N, Edmonds- Lot
28th Ave N - PC1-2.rtf 4/12/2017 3:05:12 PM
COMPANY
Design Build Services. Inc.
PROJECT
510 8th Ave IN - Lot 2
28119 120th St BE
510 8th Ave IN
Monme, WA 98272
Edmonds. WA 98020
WoodWorks'
(360) 793-9659
Thuesen C stom Homes
Apr. 12.2017 13:14
PC2.wwb
SOFTIVARE FOR WOOD DESICN
Design Check Calculation Sheet
WoodWorksSlzeril.0
Loads:
Load
Type
Distribution
P. t-
tern
Loeatich [ftl
Start End
Magnitude
Start End
Unit
Dead
Partial UDL
Ito
0.00 4.00
57.7 57.7
plf
2_w2l
Live
Partial (101,
Yes
0.00 4.00
180.0 180.0
plf
3_�.21
Sno,
Partial UDL
Yes
0.00 4.00
168.6 168.8
pit
4_.22
Dead
Partial UDL
)To
14.00 17.00
155.2 155.2
plf
5�_.22
Live
Partial UDL
Y�
14.00 17.00
424.7 424.7
plf
6_y22
show
Partial UDL
Yea
14.00 17.00
116.4 116.4
plf
7.34
Z* ad
point
no
17 00
429
lb:
S_c34
so.w
Point
Ye .
17:00
9 60
ib
9_cl
Dead
Point
11.
4 . 00
5 78
lb.
10 .1
Li ve
Point
Yes
4.00
1224
lb.
li�.l
Snow
Point
Yes
4.00
115
lb .
12 c2
Dead
point
Uo
9.00
1706
lb.
13C2
Live
Point
Yea
9.00
2654
lb.
14_.2
Sn"
Point
Yea
9.00
989
lba
1S_c3
.. ad
P.i. t
IT.
14.00
492
lb:
16_c3
Live
Point
Ye
14.00
796
lb
17�r:3
Snow
point
Yea
14.00
244
lb.
Ill - J141
D ad
Ful IT
No
107 2
Plf
19 1 141
Live
Full UDL'
Ye s
340:0
plf
L*;d2D
D "
Full UDL
He
250 . 0
Plf
Ise tf_w.",t
D:.d
Full UDL
IT.
'2�3
Maximum Reactions (lbs) and Bearing Lengths (in):
ir
!!�Y! 4"
unf ed�
2or
D cl
1595
6751
2; 45
Live
2321
8010
21:12
s.11
Fact I red t
113
l499
1383
T.,.'
lling�
3016
14760
5,192
Length
0,54
1.83
0 72
Min r.a 'd
__a_
0 1 5 4
gig
1 . 83..
0:72
I IT _21,11ii ... g
Maximum reaction an at least one support is from a different load combination than the critical one for bearing design, shown hem. due to Cd factor. See Analysis results for reaclion from critical load -mbination.
PC2
Timber -soft, D.Fir-L, No.2,12xlS (11-1/2"x16-1112")
Supports: All - Timber -soft Column, O.Fir-L No.2
Total length: 17% volume = 211.0 cu.ft-: Beam and stringer,
Lateral support: top= full, bottom= at all supports;
I Analysis vs. Allowable Stress and Deflection using NDS 2015;
Crite I'll
Analysis Value
Desiqn Value
Unit
AnEl /Design
kbelx
f W; 5- -
Fv, 170
��i
fvW 0.27
IT ndin
gg
fb 211
Fb: 847
psi
fb/Fb- 0.25
:.d
. L
fb 284
Fb 841
Psi
fb/Fb' 0.33
Dead Deft :n
0.01 <L/ 999
Li ve Defl n
0.01 <L/999
0.28 L/360
in
0.04
Total Defl'n
0.02 <L/999
0.42 L/240
in
0.04
... ..... . p-C � ... s -hrn a T.r.".. a -t the 3upport
has be.. inel.ded as pax IlDS 3.4.3.1
Additional Data:
FACTORS: F/E(p.i)CD CH Ct CL CE Cfu Cr Cfrt Ci Cn
LCil
F1' 170 1 100 1.00 1.00 - - - - 1.00 1.00 1.00
2
Fb:4 875 1.00 1100 1.00 1 000 0.969 1�00 1 00 1 o' 1.00 -
6
Fb 075 1 OD 1.00 1. 00 1:000 0.96 9 1.00 1:00 1:.0 1.00
F-p 625 1 , 1. 00 - - - - 1.00 1.00
F' 1.3 illi.n 1:00. 1. 00 - 1.00 1.00
6
CRITICAL LOAD COMBINATIONS:
Shea, : LC 92 D+L, V Trax - 9274, V design- $375 lb.
.an dingr(+i: LC #6 D+L (patt�n: H - 8113 lb.-ft
_Lj,
Bending!-l: LC #2 D+L, H = 10868 lb-ft
Defl e.tion: LC 06 (live)
LC " t '."
'
D-dead live S=. w- ind T=irspaet L-roof live L-cancentrated E--eazthquake
Al LC, I d e
LI,t:ll.li:t S'21h r'2L+A"a1ry5L+i5Lx"tP-unto pattern load in this pan
P " : �
Lead -binations: ASCE 7-10 / IBC 2015-
CALCULATIONS:
Dail El - 4639eO6 lb-in2
"Li1:ctdionfl:1,ti,n - Deflection fr- all n.n-d..d lead. (live, wind,
T.'.' De 'lect ion _ I . 0 OlDead Load Deflectionl + Live Load Defl-tion.
Design Notes:
1 WoodWorks an alysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2016), and Nos Design Supplement.
2 Please verify that the default deflection limits are appropriate for your application.
3 Continuous or Cantilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle W of 2 span beams and to the full length ofeantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the pnevislons of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc,
PROJECT
510 8tb Ave N - Lot 2
28119 12DIh St SE
510 8th Ave N
WoodWorks'
Monroe, WA 911272
Edmonds, WA 98020
1[360) 7934659
Thuesen Custom Homes
Apr. U, 2017 13:23
PC4.wwb
SOFFIVAREFOR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Bizet 11.0
Loads:
Load
Type
DistributionIP:t-I
t -
Locat, on rftl
B t. rt End
Magnitude
Start End
unit
I-c7l
be ad
Pei t
21.
3.00
607
lb:
2_c7l
B..
Point
Yes
3.00
13
1b
302
Dead
point
11.
1 2.0 0
:07
lbs
4_.72
S...
Point
Yes
12.00
893
lb.
5_.24
Dead
Partial UDL
Ila
0.00 5.00
323.1 323.1
plf
15.24
live
Partial UDL
Yes
0.00 5.00
600.0 600.0
plf
7_w24
P trial UDL
Yes
0.00 5.00
198.4 19B.4
plf
S_y25
Dead
P:rtial UDL
Ila
11.00 15.00
323.1 323.1
plf
9_.25
Live
P-tiel UDL
Yes
IIAO 15.00
600.0 600.0
plf
10_y2S
Snow
Partial UDL
Yes
11.00 15.00
198.4 198.4
plf
1102
Dead
Point
21.
15.00
237
lb.
12c32
Sri..
Point
Yes
15.00
337
lb.
1L�4
Dead
Point
No
5.00
601
1 .
14_c4
Live
Poinr
Y's a
5.00
1800
lb.
15_c5
De ad
Point
il
11.00
601
lb.
16-cs
Live
Point
Yes
11.00
1800
lbs
17JI42
Dead
Full UDL
Ila
122.2
plf
18J142
Live
Full UDL
Yes
360.0
Plf
L.adl9
Dead
Full Up L
:"a
2
":3
Pi f
S alf-welqht -Dead
.Full
UDL
'
12 11,11
1
Maximum Reactions (lbs) and Bearing Lengths (in) :
IV
U.f.cr red:
c!!he rt!
Dead
2431
6727
Live
3 4 40
8469
2619
so,
1 004
1 762
3494
..,:..ad:
-
1272
To a 1
..-L,g:
5871
-
15196
6193
Le .gth
012
1.89
-
Min req'd
0. 2
1. 89
0.05
"miftim"m -Ing
11h
n-v�rned hy Lite uIred vy!d!h b
0. a 5
F ; ..
Maximum reaction on at least one support is from a different load combination than the critical one for bearing design. shown hem, due to Cd factor. See Analysis results for reaclion from critical load wmbination.
PC4
Timber -soft, 1D.Fir-L, No.2,12x16 (11-1/2"x16-112")
Supports: All - Timber -soft Column, D.FIr-L No.2
Total length: IS'; volume = 18.6 w.ft.; Beam and stringer.
Lateral support: top= full, bottom= at all supports:
I Analysis vs. Allowable Stress and Deflection using NDS 2015:
critirion
AnSlysis Value
Desiqn
Value
Unit
Anli 1i;14Re
Sheet
f,
so
Ev,
17 0
p.i
txw V PIP.
Banding(+)
flo
25S
Fb'
847
Psi
fb/fb'
0.30
Bending(-)
fb
Fb'
847
psi
Eb/Fb'
0.41
Da. d Defl
0.0 I
�347
L/999
Live D.fl-n
0.0 1
�L/999
0.25
L/360
in
0.05
Total D.fl'n
0.02
L/999
0.37
L/240
i o
0.05
Additional Data:
FAC ORS: F/E(psi)CD CH Ct CL CF Cf. Cr Cfrt Ci Cn
LC#
PVT 170 1 .00 1.00 1.00 - - - - 1.00 1.00 1.00
2
Fb:. 875 1.00 1.000 1.000 1.0000 0 96: 1.00 1.00 1.00 1:00 -
5
Fbp- a 75 1:00 1.00 1 .00 1. 00 0:96 1 00 1 00 1 00 1.00
2
PC 6 25 1, Q I - - 1:00 1 00
-
I million 0 1:0
E 3 1. 0 00 - 1.00 1.00
5
CRITICAL LOAD COMBINATIONS:
'hear LC 92 D+L, V mx - 00345, V design 6871 lbs
Imodiog LC 95 D+L (pattern: ll� 1, 14 - 9780 lbs-ft
Bending LC 02 D+L, H - 13299 _ lbs-ft
Deflection: LC #5
:live)
t-t-lj
I*de,d L-Iiv�C.1-'! ' ow 11=w1nal I �!,.Pact Lr-rcof live L-C.neent-ted E--rzhq,,k,
All LC .. at. li sted i o the Analysis output
Load "'tt" I- S11, X=L-1 or L+Lr, _-no pattern load in this span
.ad .inbio ati ns: ASCE 7-10 / IBC 2015
CALCULATIONS�
Defle�ti. EI = 4639eO6 lb-In2
'Li ve d flectiOn - Deflection froia all non -dead loads (live, wind, snow-)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
I WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015). and Nos Design Supplement.
2 Please verify that the default deflection limits are appropriate for your application-
3 C ritinuous or Cantilevered Beamr. NDS Clause 4.2.5.5 requires that nomnal grading provisions be extended to the middle 213 of 2 span beams and to the full length ofcantilevers and otherspans.
4*. Saown lumber bending members shall be laterally supported according to the provislions of Nos Clause 4.4.1. 1
COMPANY
Design Build Services, Inc.
PROJECT
5108thAv N�W2
28119 120th St SE
5`10 81h Av: N
Monroe, WA 98272
Edmonds, INA 9801' 20
WoodWorkso
(360) 793-9659
Thuesen Custom .me,
Apr. 12,2017 13:24
PC6vwb
SOFFIVARE FOR WOOD DESIGN
Design Check Calculation Sheet
WoodWarks Sizer 11.0
Loads
Load
Type
Distribution
Pat-
tern
Location fftj
Start End
Magnitude
start End
Unit
I_.27
Wed
Partial UDL
11
0.00 2.50
221.7 222,7
plf
2_y27
Live
Partial UDL
Y s
0*00 2.50
616.0 61 .0
plf
3_.27
a ..
Partial UDL
Y:.
0.00 2.50
111.4 1116.4
plf
4_.2B
D' ad
Partial UDL
ff.
11.50 14.00
98.4 98.4
plf
S-.28
Live
Pa trial UDL
Yes
1 1 .50 14.00
373.3 373.3
plf
6_.w2B
S ..
Partial UDL
Yea
11.50 14.00
135.0 135.0
plf
7_c6
Dead
Point
no
2.50
1420
lb.
B-c6
Live
point
Yes
2.50
2887
Ilia
9-cs
a-
point
Yes
2.50
598
lbs
10_,c7
Dead
Point
11.
11.50
1243
Its
110
Live
point
Yes
11.50
2528
lbs
12_c7
Sn'w
Point
Yea
11.50
725
lb.
13_cS
Dead
Point
11.
14.00
286
lb.
14�.8
an..
Point
Yea
14.00
870
lb.
15 1 143
Dead
Partial UDL
fro
0.00 8.00
143.6 143.6
plf
1673 14 3
Live -
Partial UDL
Yes
0.00 8.00
400.0 400.0
plf
17 - J144
Dead
Partial UDL
110
0.00 14.00
143.6 143.6
plf
18 - '144
Live
par ti&l UDL
Yes
8.00 14.00
400:0 400.0
plf
Lead
19
d
D:a
Full UDL
flo
250 0
plf
S lf
a weight
D ad
Full UDL
. 11.
42.3
Plf
� Maximum Reactions (lbs) and Bearing Lengths (in):
14'
ia�fll 2,
Unfacto red:
Dead
22:59
5355
2206
Liva,
40
6871
3401
sn"
E.N .. d:
524
-
031
Isla
T., "
Saari '9:
6374
12226
$995
Length
01:
0�7:
Mn W9
0.
5
D.7
pporung a.-,
east one support is from a different load combination than the critical one for bearing design. shown here, due to Cd factor. See Analysis results for reaction from critical load combination.
M.-dnR;Z.Z'a'n'o"n"a'f 1, u-'-d i" ih� .qi,.d 'ridii, ui ih. ..
PC6
Timber -soft, D.Fir-L, No.2,12xl6 (11-112"x15.1/2")
Supports� All - Timber -soft Column, D.Fir-L No.2
Total length: 14% volume = 17.3 ofift.; Beam and stringer,
Lateral support: toV- full, bolfom� at all supports:
nalysis vs. Allowable Stress and Deflection using NOS 2016:
Criterion
An!l siz Value
_
Design
Value
Unit
A, De
"4
'IyFF, ",
Sh..
f v�.
43
Fv'
170
psi
.
Dan
le.ding�l
Eb
273
Fb:
847
p.i
Fb Fb:
0.32
Bendi og -
fb
270
Fb
847
psi
fb I Fb
0.32
Dead De fl :.
O.DO
�L/999
Live Defl n
0.01
<L/999
0.23
L/3 60
1
0.04
Total Defl'n
0.01
'L/999
0 .35
L/240
in
0.04
Additional Data:
FACTORS: F/E(p.i)CD CH Ct CL CF CfU C. Cfrt Ci Cn LC#
FV' 170 1 ." ':.0.0 ':.00 - - - - I. 'M " oil '.()n ,
Fb:+ 8 75 '100 1 1 0 1 0 0 0.9969 1.00 I.ao 1.00 1.00 5
Fb - 8 75 1 00 1... I..p 1:0000 0. 69 1.00 1. 'o 1.00 1.00 2
F p 625 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - 1.00 1.00 5
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 D+L, V mas � 5080, V design 5080 lbs
Sending(fl: tc #5 D+L (pattern. 1-), 14 - 10474 lbs-ft
Be.ding(-): LC #2 D+L, M - 10356 lb-ft
Deflection: LC #5 4, -)
LC #5 (total I
Dlda-d Iliv. W-.i.d I-impsct Lr=roof live Le -concentrated E=e.rthq..ke
Al 1 LC 's are listed In the Analysis _tP.t
Load Patterns: '_S/2' X-L+S or L+Lr, -no pattern lead in thia span
Load o-bi..ti na: ASCE 7-10 / 15C 201s-
CALCULATIONS:
Dafl 'ti": El . 4639ao" lb-in2
"Live- d.fl..ti.n - Deflection ft.. all non -dead lead. (live, wind,
Total Deflection - 1.00IDead Load Deflection) + Live Load Deflection.
Design Notes:
1 WoodWorks an:lysis and design am in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (Nos 20ili). and Nos Design Supplement.
2 Please verify In i the default deflection limits am appropriate for your application.
3 Continuous or Cantilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantlevers and other spans.
4.S.'.. lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1.
Loads:
WoodWorkso
COMPANY
Design Build Services, Inc.
28119 12M St BE
Monroe, WA 98272
(360) 793-9659
jApr. 12, 2017 13:56
PROJECT
510 Sth Ave N - Lot 2
510 fith Ave N
Edmonds, WA 95020
Thuesen Custom Homes
PC7.wwb
SOFfWAREFOR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Bizet 11 -0
Load
Type
Distribution
Pat-
Location Ift)
Ma(jnitUde
Unit
-D.-.7-
r
t"n
S%lt
St -r' d
2 .29
.7-tL
mL
1=0
g.F U9
201�
0
152:9 is
if
3_.29
Live
Partial UDL
Yes
6.00 20.00
213 3 2132:39
plf
4-c3l
Partial UDL
Yes
6.OD 20.00
133.3 233.3
plf
Dead
Point
It.
20.00
2SS6
lb.
5-c3l
son.
Point
Yes
20.00
4397
lb.
D-d
point
11.
3.00
1
lb.
S.-
Point
Yes
3.00
-170
lb.
8_00
Dead
Point
?to
6.00
2814
Its
9.30
Li-
Point
Yes
6.00
2120
lb
10_c30
s...
Point
Yes
6.00
363 3
lb.
li�.80
Dead
Point
]to
1 1100
228
lbs
12.80
L, "
Point
Yes
11.00
160
lb.
13-cBO
..o'
Point
Y.
11.00
267
Its
14-cel
.ad
Point
If.,
15.00
228
lb.
ls�cfll
Liv.
Point
Yes
15.00
160
lb.
...
Point
Yes
15.00
267
lbs
ID
ad
UD'L
24520-0
If
d
. I ".
;I
Maximum Reactions (lbs) and Bearing Lengths (in):
20'
Unfactored:
Dead
1916
Live
762
7769
.Sc*w
1012
4063
41:284
Factored;
-
4571
101
4922
total
Be:ring:
3247
-
14244
9050
L ngth
Min zeqld
0.50.
0.50-
-
1 61
_r
;Tre-ngth
raw s Tpons
1.26
!6
oili uunrummioaa combination thOnthecrtricaloneforbeadngd�ign. shon he,, d,,to Cd factor. SeeAnalysis results for reaction from crilicalload combination.
PC7
Timber -soft, D.Fir-L, 140.2,IU16 (11-1/2"xIS-1/2")
Supports.- All - Timber-saft Column, D.Fir-L No.2
Total length: 20'; volume = 24.6 cu.ft.; Beam and stringer.
Lateral support: top= full, bottom= at all supports;
Analysis vs. Allowable Stress and Deflection using NOS 2015
criteri on
She a f
B o
e ding
Bcnclinq�-*�
Dead Dail
- .1-
I An,tv,i, �VLal
fy 64
64
379
�311
L/999
Dg��n �Lajuo
19
Fb' 975
Fb' 975
onit
psi
p
1
Z
.1 '
' "12
-71!
fy, TUA F:i,
fb/Fb: 0 39
fb/Fb 0:39
Live DeflIn
Total DeflIn
0.02 �L/999
0.33 L/360
in
0.07
Additional Data:
FAC RS: F/Eipsi)C 0 CL CF cf. C. cfrt ci C.
LC#
,To
5 IC14 lct
170 1. 1 .00 .00 - - - - 1.00 1-00 1 00
Fb:
3
+ 975 1- 5 1 1 1. 00 0. 69 1 00 1 - 00 I.Do 1.00
- 1010
1-00 1.0000 o.s'9 i:oo �..o 1.00 I.Do
Ph 875 :1. lis I
3
625 1:00 00
`p 1:00 0 00
1.3 illi.n 1.00 1.00 1.00 1.00
CRITICAC LOAD COMBINATIONS:
11
Shear : LC #3 D+.75(L+S), V =x - 8489, V design 7571 lbs
B.ndi.g(+): LC Oil D+.75(L+Sl (p.tt,crn: X.), M = 14538 lb-ft
'Mding!-)z LC #31 D+.75(L+S), M - 14734 lbs-ft
De 'le.tionz Lc #1 (live)
LC #11 (total)
D=dead live S-snow W-Wind I=impact L-roof live L-Ineentrated E=e.rthqak.
JU I '�=a
LC - listed In the Analysis output
Lead Patterns: a-S/2, X-L+S or L+Lr, -no Pattern load in this span
Load combinations: ASCE 7-10 / IBC 2015-
CALCULATIONS,,
Defl El - 4639eO6 lb-in2
v:ction:
"Li deflection = Dell.cli.n It.. .11 non -dead loads (live, wind, snow,-)
"e'lettion = 1.00(Dead Load Deflection) + Live Load Deflection,
Design Notes:
I - WOOdWorks In e
h:lysis and d sign ate in accordance with the ICC International Building Code QBC 20j5)' the National Design Specification (NDS 2015). and NDS Design Supplement.
I Pleaseverfly, I the default deflection 11MAS am appropriate for your application.
3' Continuous orCantilevered Beams: NDS Clause 4.2.5.6 requires that normal grading provisions be codended to the middle 213 of2 span beams and to the full length ofcantilevem and other spans.
4. Sawn lumber bending members $hall be laterally supported according to the provisions of Nos Clause 4.4.1.
I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN —,4' . I
WoodWorks@ Sizer 11.0
4 F1
PC7.wwb
Snow
Dead
Apr. 12, 2017 14:25:01
lbs
133.3
2113.3,
402.9
--250
It s
--o
Plf
1-1 E
PC7.wwb
Critical Results
REACTION ilbs)
Maximum_
Uplift: 0
Bearing: 14244
ly
SHEAR [lbsJ
Load Combination #
+V max: 5755
-V ma X: -8489
V design: -7571
WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
0.
Desi2D shear < maximum due
BENDING [lbs-ft)
Load Combination #
+M max: 14538
Load Combination #
-M max: -14734
WoodWorks@Sizer 11.0
ANALYSIS DIAGRAMS (known section - includes self -weight)
loads
538
114244
1
9'9.2"
7 5 7 1
distance "d" of s
0
tW4734
8;�33" 9�-9.2"
TOTAL DEFLECTION finj
Load Combination #
Total,= 0.00 x Dead + Live (all others) .... ...
Criti al Live: 0.02
Critical Total: 0.04
wi thout
IT-7.114'-7.3"
--0.01 _Mo
-0.00
Apr. 12, 2017 13W:26
T9050
i
M-6.5"
W-6.6'
W-6.5"
01 4'-11.9"
I Concrete Beam Design Report
Concrete Beam Design
Job: 30227 Designed By: RDH PE
Beam ID: PC4-J Checked By:
Date: 4/12/2017 2:42:43 PM Program: Concrete Beam Design 4.0
Grade Beam
,qn.qn Dntn!
14/17
Page I
Main Span Length
10,000 Ft
Left End Support
Fixed
Right End Support
Fixed
Left Support Width
4.000 In
Right Support Width
4.000 In
Left Haunch Start Location
Not Present
Right Haunch Start Location
Rn--t Present
Cross Section
Mnfiwinl Dafa-
fc
2.500 K/In'
Flexural Reinforcing fy
60.000 K/In2 -
Concrete Density
144.000 Ll
inforcing fyy
60.000 K/In2-
Concrete Tensile Stren gt17
0.420 K/In'
Stress Block, Beta
0.850
Dp..tiun C.rifAr;n-
Bottom Cover t Stirrup
3.000 In
Top Cover to Stirrup
1.500 In
.
Side Cover to Stirrup
1.500 In
Total Load Deflection Limit
L/240.00
Live Load Deflection Limit
L/360.00
Allow Cuts in Tension Zone
N
Check Crack Control Provisions
Y
ECHO OF LOAD INPUT
DEAD LOAD
LIVE LOAD
WIND LOAD
EARTHQUAKE
LOAD
ROOFLOAD
Check Deflection:
Yes
Main Span
# 1
Concentrated Load:
-2.814 K
4.315 K
Distance:
6.000 Ft
6.000 Ft
#
niforni Load:
-0.250 K /Ft
-0.260 K Tt-
Distance to Begin:
6.000 Ft
6.000 Ft
......
Distance to End:
10.000 Ft
10.000 Ft
CRITICAL SHEARS & MOMENTS
Load Combination Dead Load:
1.400 x Dead Load -
Load Combination # 1:
1.200 x Dead Load + 1.600 x L + 0.500 x R -
Load Combination # 2:
1.200 x Dead Load + 1.000 x L + 1.600 x R -
Load Combination # 3:
1.200 x Dead Load + 0.800 x W + 1.600 x R -
Load Combination # 4:
1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R
Shear
Left End:
DE AD LOAD
1.566 K
LOAD COMB 1
3.985 K
LOAD COMB 2
2 994 K
LOAD COMB 3
1.342 K
LOAD COMB 4
2.994 K
Moment
Left End:
-4.305
K -Ft
-10.939
K -Ft
-8.220
K -Ft
-3.690
K -Ft
-8.220
K -Ft-
Shear
Right End:
-3.774
K
-9.159
K
-6.938
K
-3.235
K
-6.938
K
Moment
Right End:
-7.204
K -Ft
-17.936
K -Ft
-13.525
-IC---Ft
- -6.175
K -Ft
-13.5.25
K -Ft'
Maximum Moment
5.091
K -Ft
-T
12.974
K -Ft
9.745
K -Ft
4.364
K -Ft
9.745
K -Ft
Located at:
6.000
Ft
6.000
Ft
6.000
Ft
6.000
Ft
6.000
Ft
Max Deflection
-0.001
In
-0.003
In
-6.003
In
-0.001
In
-0.003
In
Located at:
5.498
Ft
5.490
Ft
5.490
Ft
5.498
Ft
5.490
Ft
L: Project FilesCustorn HomeslO 8th Ave N, Edmonds- Lot
28th Ave N - PC1.rtf 4/12/2017 2:42:43 PM
Concrete Beam Design Report
15,117
Page 2
Dead Part:
-0.001
In
-0.001
In
-0.001
In
-0.001
In
Inflection Points:
2.749
Ft
2.745
Ft
2.745
Ft
2.749
Ft
2.745
Ft
7.883
Ft
7.863
Ft
7.867
Ft
7.883
Ft
7.867
Ft
Reaction Left End:
1.566
K
3,985
K
2.994
K
1.342
K
2.994
K
Reaction Right End:
3.774
K
9.159
K
6.938
K
3.235
K
6.938
K
Load Combination # 5:
1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R
Load Combination # 6:
0.900 x Dead Load + 1.600 x W
Load Combination # 7:
0.900 x Dead Load + 1.400 x E
Load Combination # 8:
1.200 x Dead Load - 0.800 x W + 1.600 x R
Load Combination # 9:
1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R
LOAD COAl1B 5
LOAD COMB 6
LOAD COMB 7
LOAD COMB 8
LOAD COIVIB 9
Shear
Left End:
2.994
K
1.007
K
1.007
K
1.342
K
2.994
K
Moment
Left End:
-8.220
K -Ft
-2.767
K -Ft
-2.767
K -Ft
-3.690
K -Ft
-8.220
K .-Ft
Shear
Right End:
-6.938
K
-2.426
K
-2.426
K
-3.235
K
-6.938
K
Moment
Right End:
-13.525
K -Ft
4.631
K -Ft
4.631
K -Ft
-6.175
K -Ft
-13.525
K -Ft
Maximum Moment
9.745
K -Ft
3.273
K -Ft
3.273
K -Ft
4.364
K -Ft
9.745
K Tt
Located at:
6.000
Ft
6.000
Ft
6.000
Ft
6.000
Ft
6.000
Ft
Max Deflection
-0.003
In
-0.001
In
-0.001
In
-0.001
In
-0.003
In
Located at:
5.490
Ft
5.498
Ft
5.498
Ft
5.498
Ft
5.490
Ft
Dead Part:
-0.001
In
-0.001
In
-0.001
In
-0.001
In
-0.001
In
Inflection Points:
2.745
Ft
2.749
Ft
2.749
Ft
2.749
Ft
2.745
Ft
7.867
Ft
7.883
Ft
7.883
Ft
7.883
Ft
7.867
Ft
Reaction
Left End:
2.994
K
1.007
K
1.007
K
1.342
K
2.994
K
Reaction
Right End:
6.938
K
2.426
K
2.426
K
3.235
K
6.938
K
Load Combin tion # 10:
1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R
Load Combination# 11:
0.900 x Dead Load - 1.600 x W
Load Combination ft 12:
0.900xDeadLofld-I.400xE
LOAD COMB 10
LOAD COMB 11
LOAD COMB 12
LOAD COMB 13
LOAD comB74-
Shear
Left End:
2.994
K
1.007
K
1.007
K
Moment
Left End:
-8.220
K -Ft
-2.767
K -Ft
-2.767
K -Ft
Shear
Right End:
-6.938
K
-2.426
K
-2.426
K
Moment
Right End:
-13.525
K -Ft
4.631
K -Ft
4.631
K -Ft
Maximum Moment
9.745
K -Ft
3.273
K -Ft
3.273
K -Ft
Located at:
6.000
Ft
6.000
Ft
6.000
Ft
Max Deflection
-0.003
In
-0.001
In
-0.001
In
Located at:
5.490
Ft
5.498
Ft
5.498
Ft
Dead Part:
-0.001
In
-0.001
In
-0.001
In
Inflection Points:
2.745
Ft
2.749
Ft
.2,749
Ft
7.867
t
7.883
Ft
7.883
Ft
Reaction
Left End:
2.994
K
1.007
K
1.007
K
Reaction
Right End:
6.938
K
2,426
K
2.426
K
SECTION DESIGN INFORMATION
SECTION FLEXURAL DESIGN
Mid -Span Region -
Cross -Section Information:
Total Depth
22.000 In
Distance to Centroid As:
18.38 In
Top Width:
8.000 In
Distance to Centroid A's:
2.13 In
Flange or Recess Depth
12.000 In
Bottom Width:
12.000 In
For Design Moment, Mu
12.974 K -Ft
Required As
0.340 In2 (p 0.002)
Required A's
0.000 In' (p 0.000)
Provided As:
0.400 In' (p 0.003)
Provided A's:
0.000 ln2 (p 0.000)
Reduction Factor, Phi :
0.90
L: Project FilesCustom HomeslO 8th Ave N, Edmonds- Lot 4/12/2017 2:42:43 PM
26th Ave N - PC1.rtf
Concrete Beam Design Report
16/17
Page 3
Moment Capacity, *Mn
31.804 K -Ft
Gross Area :
216.000 In2
Gross Moment of Inertia:
8,605.333 In'
Neutral Axis Location:
9.89 In
N (Es/Ec):
10.17
Modulus, Ec:
2,851.20 K /In2
Cracked Moment of Inertia:
1,010.523 In'
Neutral Axis Location
18.16 In
Cracking Moment:
27.194 K -Ft
At Left Support:
Cross -Section Information:
Total Depth
22.000 In
Distance to Centroid As:
19.88 In
Top Width:
8.000 In
Distance to Centroid A's:
2.13 In
Flange or Recess Depth:
12.000 In
Bottom Width:
12.000 In
For Design Moment Mu:
-10.275 K -Ft
Required As
0.530 In 2 (p : 0.002)
Required A's
0.000 In 2 (p: 0.000)
Provided As
0.600 In' ( : 0.003)
Provided A's:
0.000 In' (p: 0.000)
Reduction Factor, Phi :
0.90
Moment Capacity, *Mn:
-51.757 K -Ft
Gross Area :
216.000 In'
Gross Moment of Inertia -
8,605.333 ln2
Neutral Axis Location:
12.11 In
N (Es/Ec)
10.17
Modulus, Ec:
2,851.20 K/Inz
Cracked Moment of Inertia:
1,793.960 In2
Neutral Axis Location -
17.98 In
Cracking Moment:
22.204 K -Ft
At Right Support:
Cross -Section Information:
Total Depth
22.000 In
Distance to Centroid As:
19.88 hi
Top Width:
8.000 In
Distance to Centroid A's:
2.13 In
Flange or Recess Depth
12.000 In
Bottom Width :
12.000 In
For Design Moment, Mu:
-16.419 K-Ft
Required As:
0.530 In 2 (p 0.002)
Required Xs :
0.000 In' (P 0.000)
Provided As:
0.600 In' (p 0. 003)
Provided Xs
0.000 In' (p: 0.000)
Reduction Factor, Phi:
0.90
Moment Capacity, *Mn
-51.757 K -Ft
Gross Area:
216.000 In'
Gross Moment of Inertia:
8,605.333 h12
Neutral Axis Location:
12.11 In
N (Es/Ec):
10.17
Modulus, Ec:
2,851.20 K /In 2
Cracked Moment of Inertia:
1,793.960 In'
Neutral Axis Location:
17.98 In
Cracking Moment:
22.204 K -Ft
* Indicates That Nominal Resistance Includes Appropriate Phi Factor
BOTTOM BARS
Mid -Span Region:
Design Moment, Mu 12.97 K-Ft I As Required 0.340 In 2 As Provided = 0.400 In' d 18.375 In
Bar Size 44 Number of Layers I Layer Spacing 0.00 In
Number of Bars 2 Bars in Lower Layer 2 Ld 14.40 In
At Left Support:
Percent ofBars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) 0.00 In :J
At Right Support:
Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) 0.00 In
L: Project FilesCustom Homes10 8th Ave N, Edmonds- Lot
28th Ave N - PCI.rtf 4/12/2017 2:42:43 PM
Concrete Beam Design Report
TOP BARS - LEFT SUPPORT
17/13
Page 4
Design Moment, Mu
-10,27K-Ft/
I As Requkired 0.530 In' As Provided
0.600 In' rd
19-875 In--]
141
1
Bar Size
J#4'
I Number of Layers
Layer Spacing
0.00 In
Number of Bars
3
Bars in Lower Layer
3
Ld
18.72 In
Suggested Bar Cutoff
53.00 In F-
TOP BARS - RIGHT SUPPORT
Design Moment, Mu
16.42 lf Ft
As Required 0.530 In' As Provided
0,600 In 2 --Fd
19.875 In=
Bar Size
#4
�Number
of Layers
I
Eyer Spacing
0.00 In
Number of Bars
3
Bars in Lower Layer
3
Ld
18.72 Tn
Suggested Bar Cutoff
45.75 In
MAXU14UM DEFLECTIONS
Span
Load Comb
Short Total
Long Total
Max Allow
Short Live
Load
Max Allow
leffective
In
in
In
In
In
-Ift4
MAIN
Dead
-0.001
0.500 OK
8,605.33
1
-0.003
-0.005
0.500 OK
-0.002
0.333 OK
8,605.33
2
-0.003
-0.005
0.500 OK
-0.002
0.333 OK
8,605.33
3
-0.001
-0.002
0.500 OK
0.000
0.333 OK
8,605.33
4
-0.003
-0.005
0.500 OK
-0.002
0.333 OK
8,605.33
5
-0.003
-0.005
0.500 OK
-0.002
0.333 OK
8,605.33
6
-0.001
-0.002
0.500 OK
0.000
0.333 OK
8,605.33
7
-0.001
-0.002
0.500 OK
0.000
0.333 OK
8,605.33
8
-0.001
-0.002
0.500 OK
0.000
0.333 OK
8,605.33
9
-0.003
-0.005
0.500 OK
-0.002
0.333 OK
8,605.33
10
-0.003
-0.005
0.500 OK
-0.002
0.333 OK
8,605.33
I 1
-0.001
-0.002
0.500 OK
0.000
0.333 OK
8,605.33
12
-0.001
-0.002
0.500 OK
0.000
0.333 OK
8,605.33
SHEAR DESIGN - MAIN SPAN
------ - ------------- Left Side ---------------------
--------------------- Right Side - -------------------
Number @ Spacing Al
N ,@, acing
-amber 5p At
In'
2
In
Spacing starts from face of support ....
None Required
1.750,fn
4
1 5 @ 9.000 In
I
I Bgond 3,8�6 Ft From Face None i�equired
Use #3 Stirrups - 2 Vertical Legs
L: Project FilesCustom Homes10 8th Ave N, Edmonds- Lot
28th Ave N - PC1.rtf 4/12/2017 2:42:43 PM
Illy, WON
CONSTRUCTION SEQUENCE NOTES 1 �"fjH 10 2018
,V$&ftmw
1 - SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION
AT 425-771-0220, EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED.
2. REVIEW TENTORARY EROSION AND SEDIMENT CONTROLNOTES.
3. CALL FOR UTILITY LOCATES.
4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING
DISTURBANCE OF ANY AREAS OF VEGETATIONOUTSIDE THE CONSTRUCTION
ZONE.
5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS
CITY ENGINEERING INSPECTOR. ALL TEWORARY SEDIMENTATION AND
EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO
ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION
CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL
PERMANENT VEGETATION IS ESTABLISHED.
6. DEMOLISH EXISTING STRUCTURES
7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES.
8. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE
DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE
MlfvMDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE
STABILIZED PER EROSION CONTROL NOTES BELOW)
9. INSTALL UTILITIES AND OTHER SITE EMPROVEMENTS, INCLUDING FRONTAGE
IMPROVEMENTS.
13. STABILIZE AND CONTOST AMEND ALL EXPOSED SOILS PRIOR TO
REVEGETATION OF ENTIRE SITE.
14. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEWORARY
EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE
STABILIZATION AND APPROVAL BY CITY INSPECTOR.
Revised 11/30/2012
APPROVED
PLANS MUST BE
ON JOB SITE
W(-
0
/1-T
'T
D]AFR'1A
�T
T_
T=�
iA
-A
/.A\.-TRI- H.-Ifi 11.-AI-1- 1-1 GA-131]
. i
ALL WORK SUBJECT CITY OF EDMONDS
TO FIELD I
BUILDING DIVISION
INSPECTION FOR
CODE COMPLIANCE APPROVED PLAP
05/28/2020 Eric Carter
APPROVED BY PLANNING
M.� 26 202D
U=,==
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REVISION
"',v, 4 �10�
R—SED
M�-W20
4
1. FOLTNDA71ON CRAWL SPACE,
�=I-NOTRS
CONSTRUCTION SEQUMCE NOTES
ALLOW 18' MINIMUM CLEARANCE UNDER FLOOR JOISTS AND 12' MINIMUM
20151sameratirmalResiderrial Cod, (IRC)
1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY
UNDER GIRDER BEAMS. 1/2"MIN SPACE ATGIRDER ENDS AT CONCEPTS.
2015 Imemetweal Bradlee Cod, (IBC)
ENGIN BRING DIVISION AT 425-771-02W, TEXT. 1326. TWO DAY (48 MR)
PROVIDE AN UNDER FLOOR ACCESS WITH IS".24MINIMUM OPENING
2. VAPOR BARRIER:
2015 WA Sts. Eergy Cod. (WSEQ
NOTICE IS REQUIRED.
� MIT. BLACK POLYETHYLENE GROUND COVER IN CRAWL SPACE TO BE
PROVIDED. LAP JOINTS IT AND EXTEND UP FOUNDATIONWALL.
GENERAL
2. REVIEWTEMPORARY EROSION ANDSEDIMENT CONTROINOTES.
3. FOUNDATIONVENTILATION: PROVIDE I SQ. Yr. (144 SO, TN.) OF NE3` FREE
THE CONTRACTOR SHALL INSPECT
UNDER -FLOOR VENTILATION FOR EACH 150 SQ Fr. OF UNDER -FLOOR AREA
THE SITE AND SOIL CONDITIONS AND
3. CALL FOR U1ILrrY LOCATES.
4. ROOF DRAINAGE SYSTEM.
VER ITY SITE AND BUILDING
CONNECT DOWNSPOUTS TO 4"DIA. RIGID, NON -PERFORATED DRAIN PIPE.
DIMENSIONS BEFORE C MENCrNGWORK.
4. INSTALLTESC MEASURES AND MAINIAM DUST CONTROL WHILE
ROUTE SYSTEM INDEPENDENTLY FROM FOOTING DRAIN SYSTEM.
PROW E TEMPORARY BRACING AS
PREVENTING DISTURBANCE OF ANY AREAS OFVEGETATIONOITTSIDE
S. FOOTING DRAIN SYSTEM!
REQUIRED D RING ERECTION.
THE CONSTRUCTION ZONE
4- OR 6* DIA, RIG D, PERFORATED PVC DRAINPIPE. COVER WITH MINIMUM
11
VERIFY SIZE AND LOCA71ON OF ALL
OF 4- WASHED ROCK ON ALL SIDES USING 3/4' MINIMUM ROCK. COVER
OPENINGS IN FLOOR. ROOF AND
ROCK WITH APPROVED SILT BARRIER. BOTTOM OF DRAIN PIPE ID BE AT
WALLS wnw MECHANICAL & ELECTRICAL WORK.
5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF
OR BELOW BOTTOM OF FOOTING.
PREFABRICATE TfRMSSHALLBE
EDMONDS CITY ENGINEERING INSPECDOR AILTEMPORARY
6 HOUSEIGARAGE SEPA ON.
HANDLED AND INSTALLED PER
SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN
WALLS BETWEEN HOUSE AND GARAGE SHALL BE MINIMUM 117 GWB ON
MANUFACTURE 'S RECOMMENDATION.
PLACE AND INSPECTED PRIOR TO ANY CONSTIL . UCTION OR SITE
GARAGE SIDE WITH 1 aW SOLID WOOD DOOR OR 20-MMM DOOR WHERE
FOUNDAII NS;
CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES ANDI
A LIVING AREA IS ABOVE THE GARAGE, THE CEILING SHALL BE 5/8. TYPE X
1. EXTEND ALL FOOTINGS DOWN TO
OR DEVICES SHALL BE MAINTAINED LRML PERMANENT VEGETATION
GWEI AND ALL SUPPORTING AND POSTS MUST BE FIRE PROTECTED WITH I
FIRMUNDISTURBE SOIL18INCHES
HOURASSEMBLY.
BELOW ADJACENT GRADE.
IS ESTABLISHED.
7. EGRESS WINDCW-.
2. CENTER FOOTINGS ON COLUMNS
EVERY SLEEPING ROOM SHALL BE PROVIDED WITH A DOD OR
&WALLS EXCEPTWHEN DIM IONEDOTHERWISE.
6. DEMOLISH EXISTING STRUCTURES
EMERGENCY EGRESS WINDOW. NET CLEAR OPENING SIZE TO BE A MINIMUM
3. WIDEN FOUNDATION AND FOOTINGS
OF 5.7 SQ FT. OPENABIE AREASHALLBE 24- MINIMUM INHEIGHTAND20'
41NCHESTOSUP RTMASONRY
7. ROUGH GRADE SITE AS REQUIREDTO INSTALL DRAINAGE FEATURES,
MINIMUM IN WIDTH. OPENING SILL HEIGHT TO BEA MAXIMUM OF 44- ABOVE
VFNEERWH EAPPLICABLEVERITYLOCA71IONS.
THE FLOOR.
CONCRM-
8. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED
8. SMOKE DETECTORS:
1. CONCRETE DESIGN SHALL BE 5
AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE
PROVIDE INTERCONNECTED SMOKE DETECTORS IN EACH SLEEPING AREA,
SACK MIX 2500 PSI AT 28 DAYS
IMMEDIATELY AFTER ROUGH GRAV.NG. (OTHER EXPOSED AREAS
OUTSIDE EACH SLEEPING AREA IN IMMEDIATE VICINITY OF BEDROOMS AND
ON EACH STORY OF DWELLING. WERE DIRECT TO POWER SUPPLY WITH
UNO. TO BE AIR -ENTRAINED (5% -
7%) 3000 PSI AT 28 DAYS WHERE
SHALLBE STABILIZED PER EROSIONCUNTROL NOTES BELOW)
BATTERY BACK-UP.
EXPOSED TO WEATHER FOR DURABILITY.
9. CARBON MONOXIDEALARMS:
2. SLAB ON GRADE (HEATED
9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING
AL,RMSARE REQUIRED AND MUST BE LOCATED OUTSIDE OF EACH
SPACES) 4' CONCRETE SLAB WITH
FRONTAGEIMPROVEMENTS.
SEPERATE SLEEPING AREA, IN THE IMMEDIATE VICINITY Oil THE BEDROOM.
IA 6.6 W. W. MESH. 1" SAND OVER 6
10. ATTIC VENITILAnON.-
MIL VAPOR BARRIER OVER V'
13. STABILIZE AND COMPOST AMEND Al.t. EXPOSED SOILS PRIOR TO
PROVIDE I So, Yr. OF NET FREE CROSS VENTILATION FOR EACH 150 SQ Fr.
COARSE GRADE GRAVEL FILL R-10
REVEGETATION OF ENTIRE SITE.
OF ATTIC AREA OR 1/300 IF 50% OF VENTING IS 3 Fr. ABOVE EAVE. USE A
. 24- RIGID INSULATION AT PERIMETER
COMBINATION OF RIDGE. ROOF AND EAVE VENTS AS REAZIRRED. COVER
WHERE SLABISLESSTHAN TBELOWGRADE
OPENINGS WITH 1/4' NON- RROSIVEMESIL
STEEI.
14. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. AM.
11. TURSHOWERAREAS:
SHALL BE FINISHED WITH A SMOOTH, HARD FINISH TO A HEIGHT OF 72 IN.
1. REINFORCING STEEL SHALL BE #4,
GRADE 40. ALL BARS SHALL BE
TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED
UPON FINAL SITE STABILIZATION AND APPROVAL By CITY INSPRaPOR
ABOVE DRAIN.
CLEAN,DRYAND JEDINPLACE.
12 ' GYPSUM WALLBOARD:
LAP SPLICES 15 INCHES MINIMUM.
A. Ilr GWO TYPICAL AT WALLS AND CEILING, EXCEPT WHERE INDICATED
2. ANCHOR BOLTS SHALL BE 1/2"
OTHERWISE.
DIA. x Irr WITH 0.22T X 3"X 3'
B. 5W TYPE X' GWII WHERE I HOUR FIRE SEPARATION IS REQUIRED.
SQUARE PLATE WASHERS. SPAC
C. WATER RESISTANT TYPE GWB AT TUB /SHOWER ENCLOSURES.
AT 12- MAXIMUM AND 7 BOLT
D. FIRE -RATED WALLS IN GARAGE SHALL BE FIRE TAPED.
DIAMETERS MINIMUM FROM
13. STAIRWAYS:
CORNERS, SPLICES AND PLATE
STAIRS SHALL BE CONSTRUCTED PERPLANS AND BUILDING CODE R311-7.
ENDS SPACEANCHORBOLTSAT6
MIN TREAD DEPTH 10 ' AND MAX RISE 7 3/4. HANDRAILS SHALLBE
FELT 0. C. FOR SINGLE STORY AND
34'-38-ABOVETREAD NOSING WITH ENDS RETURNED To WALLS. HANDGRIP
4FMO.C.FORTWOSTORY. SEE
2015-VVW,-:.
SHALLBE 1 IN'-2' DIA.
SHEAR SCHEDULE FOR GAT
INSULATION AND FENESTRATION RZQ�Jl M.11NIS BY COMPCNENT(�)
STAIR CONSTRUCTION.
SHEAR WALLS. ANCHOR BOLTS SHALL
HAVE 7' MINIMUM EMBEDMENT 5/8"THREADED ROD,
CLIMATE ZONE 5 AND MARINE 4
2.12 STRINGERS 16" 0. C. MAX.
:5/4 12TREAD
ISPDXIEDA IMMUMOF4"INTO
FENESTRATION U-FACFOR(b,' 0.30
1.8 RISERS
CONCRE178, OR 112"STRONG BOLT
SKYUGHT(b) U-FACTOR (150
2.4 FIRESTOP
WIT114'EMBEDMENTCANITE
GLAZED TINESTRATION SHGC(b), (el NR
112"GWB
SUBSTITUTED FOR CAST IN PLACE ANCHOR BOLTS
CEILING R-VALUE(k) 49
STAIRS HANDRAIL PER R311.73
WOODFRAMING
WOOD FRAME WALL(g). R-VALUE 2 1.
14. UNDER STAIR SPACE:
DFIL#2 4./6.13EAMS, HEADERS. POSTS
Mass Wall R-V.I..(i) MI
ENCLOSED USABLE SPACE UNDER STAIRS SHALL HAVE 1/2* GWR
HE #2 EXTERIOR AND BEARING STUDS,
FLOOR R-VALUE 30
15. GUARDRAILS:
PLATE% JOISTS, RAFrERS AND LIGHT FRAMING.
BELOW-GRADE(r), (.) WALL R-VALJR 10/15/21 im.TB
SMALL NOT BE LESS THAN 36"IMIGH WITH MAXIMUM OPENING OF LESS T14AN
4".
HFSTD. NON-BEAIUNG , INTERIOR STUDS, PLATES.
GLUED LAMINATED MEMBERS:
SLAB(d) R-VALTM & DEPTH 10,2ft
16. MASON FIREPLACES:
GLU-LAM MEMBERS SHALL BE A.I.T.C. CERTIFIED.
MASONRY FIREPLACES AND CHIMNEYS SHALL BE CONSTRUCTED AND
DF/DF-24F-V4 OR SIMPLE SPAN BEAMS.
11, 51. 1 liot � 304.8 mat ci = am on ame, mmladre, m t - i-rasedi- Immme
REINFORCED PER IRCCHAPTER 10.
DF/DF 24F-V8 FOR CANTILEVERED
R-losserammuseners. U-Ac--dSHGC-m-umms Whea-adkrme
17.FACPORY-BUT FIREPLACES;
BRAMSANDCONTINUO SSPANS
SMALL BE LISTED AND INSTALLED IN ACCORDANCE WITH THE
W11ERENOTED ONTHE PLANS.
k 1- th- the 1, W or dedg, ahkk ... efheireulstim. the cmup-t[R-1-
MANUFACTURERS INSTRUCTIONS AND IRC CHAPEER 10.
APPLY ONE COAT OF END SEALER
flhemudmas Im.
ULFACTCRY-ITUI CHIMNEYS.
IMMEDIATELY AFTER TRIMMING
SHEATHING.
Appsadi� Tkhd� A191. 4.h.Lt - be L-hm, he R-,alm,,qedBd j. the .25k.
SHALL BE LISTED AND INSTALLED IN ACCORDANCE WITH THE
MANUFACTURERS INSTRUCTI S.
ROOF AND WALL SHEATHING SHALL
b Th. fissarmass, U Actor C.1-m -),d. skyllgh. Th. SHGC -Ims. ppbe,
19. CHI YS/FLUES:
BE 7/16- APA RATED SHEATHING
roallt]-dii-dou.
MAIL PROJECT MINIMUM 2 Yr. ABOVE ANY PORTION OF ROOF OR BUILDING
TING. MAIL WITH 8d @ 6- 0. C. @
c '14,75121 �TB'-- R-10 comimme, i-selallm, - he -d- f1he -14
WITHIN 10 FT HORIZONTA
EDGES, 12- 0. C . @ FIELD. FLOOR
A-15-mrsomr-haso.
20. SAFETY GLAZING R308A
SHEATHfNGSHA BES/4-NOMINAL
ou the maejo-fthe Paff, m-R-21 cav*imulauraplus a Messes] bmak
ALLGLASS IN DOORS, TUB/SHOWER ENCLADSURES� WITHIN 24' OF A DOOR,
T8,G APA RATED SHEATHING GLUED
&-theshb-dobe
LESETHAN IS* FLOOR OR OTHER HAZARDOUS LOCATION SUBJECT
AND NAILED WITH Ed 6' 01 C. @
0
Istsemeat ,flat the Inuenor ofth, '14`75121 TB',hff be
IMABOVE
TOHUMAN PACTSHALL BE SAFETY GLAZING ' SAFETY GLAZING AND
TEMPERED GLASS SHALL BE FACTORY LABELED F�Elt BUILDING CODE.
EDGES, 12' 0- C. AT FIELD. SUPPORT
PANEL EDGES PER ALA RECOMMENDATIONS.
Permitted . be aset akh
21. EXHAUST FANS:
PREFABRICATED JOISTS / TRUSSES:
R-13 ca �ky meakdo. - the maemr ",/,. hammeal -11jults R-5 caud....
RANGE, CLOTHES DRYER AND MECHANICAL EXHAUST FANS SMALL BE
PREFAB JOISTS AND TRUSSES SHALL
i .. brear - ch-samirs-
VENTED TO THE OUTSLYE WITH APPROVED DUCTS AND EQUIPPED WITH
SEDESIGNEDBYTHE
er-m�,ofth� -ff. 'TB'- rhm- b-k be.- B-,,Ib..d
BACK -DRAFT DAMPERS.
MANUFACTURER. ENGINEERED SHOP
hs-em-ail.
22. VIENUI ONSYSTEM:
DRAWINGS AND LAYOUT SHALL BE
aIR-10-dameari .. hdan A mquked del heated db - gmde B- S-
'OVIDEWHOLEHOU"' VEN77LA77ONSYSTEM.
SU13MNTED FOR APPROVAL.
R402.29. 1.
A 50 CFM SPOT FAN VTO.
B I00CFM[SPCTFANVT0
BRACING AND CONNECTIONS SHALL
BE DESIGNED & DETAILED BY MANUFA RE.
Men, SHGC.Vke..ms in d, Afsi- Zoee,
C 100 CFM WHOLE HOUSE FAN WITH 24 HOUR TIMER AND SWITCH. 1.5 SONES
TRUSS LOADING SHALL TAKE LIVE
fRe-d
MAX. R-4 DUCT INSULATION VTID.
LOADI G SPECIFIED INTABLE
gAese-d
23.APPLIANCES:
R301 1 5 INTO ACCOUNTFOR BOTTOM
h Rere-ed.
APPLIANCES INSTALLED IN GAP AGES SHALL BE PROTECTED FROM
CHORD LIVE LOADING FOR ATTICS
i 7he -ma!R-Ara ppN,, W- un-h.. lalfhe M-bures 1, on he
DAMAGE INSTALLED ON AN 18'HIGH PLATFORM. HOT WATER HEATER
W17HOUTORWITHLI ITEDSTORAGE.
immi-fthemasonafl.
SHALL BE INSTALLED VqTH ISMIC STRAPS LOCATED ON THE UPPER AND
HANGERS/FASTENERS:
jRere-d.
LOWERTHIRDS OFTHE APPLIANCE. THE LOWER STRAP SHALL BEAT LEAST
4- ABOVE THE APPLIANCE CONTROLS. PRESSURE RELIEF LINE SHALL BE
A HANGERS AND FRAMING
ANCHORS ARE TO BE SIMPSON OR
kF- dUk mfis, -jok-Paulted -?`jWs, the muslation may be mduccd to
PLUMBED TO OUTSIDE. ELECTRIC WATER HEATERS IN UNHEATED SPACES OR
EQUAL ALL METAL IN CONTACT WITH
B-39
ON CONCRETE FLOORS SHALL BE PLACED ON AN INCOMPRESSIBLE,
PRESSURE TREATED WOOD ARE TO
lReee-ed
INSULATED SURFACE R-10 OR GREATER.
BE ZMAK, HDG(GI85), STAINLESS
as It. (in - abse, fmiao den - -admd Jimeb" 16 !-he, ,kh
24. ELECTRICALUGHTING
STEEL, OR MEET ASTM A 153 OR A
hsd-j..hM uEch.
THE ELECTRICAL CONTRACTOR SHALL PROVIDE LAYOUT INDICATING
653 STANDARDS. REFER IND IRC
ammiumar, afR-10-trissom
OUTLETS, LIGHTING, SWITCHES, TV, ETC. FOR APPROVAL PRIOR TO
INSTALLATION TH ELECTRICAL AND LIGIFUNG WHEN SHOWN ON PLANS IS
R3173.1 ORIBC 2304.93.1.
nLrgnd,&iddbsr
SUGGESTED ONLY.
APPROVED
PROJECT GENERAL NOTES
OWNER. �i
PLANS MUSt BE
Thu"en Custom Homes
510 8th Ave N
Edmonds, WA
ON JOB SITE
425-772-9401
Eric Thuesen
LEGAL DESCRIMON.
Section 24 Township 27 Range 03 Qymmes,
NW - LOT 3 OF CITY OF REIM SP NO
S-07-76 REC AFN 201111145006 BEING A
PIN SEI/4 NW1/4
PROPERTYIM.
27032400225300
ALL WORK SUBJECT
EDMONDS MINING:
FIELD
RS-12
TO
lorsim*
INSPECTION FOR
12,034 S.F.
BIPERVIOUS'.
CODE COMPLIANCE
HOUSE - 2.998 (24.9%)
W.P. DECK - 225 (1.9%)
DRIVE - 1192(9.9%)
WALK - 245 (2.0%)
TOTAL - 4,660 (38.7%)
DESIGNLOADS-.
ROOF LIVE LOAD: 25pef
Approved. A resl fire sprinlder 'Ystem is
ROOF TOTAL LOAD: 40psf
A recommended flow -through design
FLOOR LIVE LOAD: 40pef
required.
meet specifications and reduce equipment
FLOOR TOTAL LOAD: 50psf
will
requirements.
WIND SPEED: 85roph
WIND EXPOSURE: B
and continuing maintenance
FCDC19-05.020B2. Provide a Minimum
SNOW LOAD: 25psf
combination water se" 1. of one inch (1-)
SEISMIC CAT. D2
one and one half (11/2.) service line,
meter and
or show that domestic End fire protection
need, can be met with a smaller service.
'�o
Qpd,m 2c ITS)
AIR LEAKAGE CONTROL AND EFFICIENT VENTILKIION
k:
Compliance based ou S-io, R402A.1.2: Rdre,a the mersd I,
leakage to 1.5 ai,,hags per ham, suraderma and All whole
h-. vrmilmi.. q.tresummum dmenamed W Serdm
M15G7.3 of the Irs-tional Residemml Code shall be mat
,Alb a hen -my vrmilstim, system
with remanum semible heat recovery efficieucy of
0.85.
HIGH EFFICIENCY HVAC EQUIPMENT 3-;
Gas, pmp,,e or ofl-firad finarce with minimum AFUE f94%,
.1
Gas, Prop ... otmled-fired Imiler irh let .. APUEf92%
Option 5a a
EFFICIENT WATER HEATING 5.:
All.h-erh..d..d kih-.ik famers Installed i-he home
d.11 be rated., 1.75 GPM or 1- All orl- 1-1my far-.
,hall be led at 1.0 GPM or less.
Opfl- 5h (1.01
EFFICIENT WATER HENTING 5b-.
Watc, hrmmgyaam,lmII loclude the folloAring;
RESUB
Gas, pmpa- -oil water hearm �Uh a trial- EF of 0.74
APR 19 2018
SINGLE STAGE GAS FURNACE
607.5 Sq Fr GLAZING / 3734 Sq Fr Living = 16.2%
" 5
"we slao-%
CITY COPY
CITY OF EDMONDS
BUILDING DEPARTMENT
WORK C-�
ADDRESS -A K1
OWNER ft, xs-15;E)� -�
APPROVED DAT'E 11 71DI
13LDG. OFFICIAL =Z
PERrAIT NUMBER
I �5an-L�a�LA � -
A
15-H
� '0' "
cu
Cd
CA
Q)
00
Lr)
11-26-2016
REVISED
04-25-2017
GENERAL
NOTES I
E. GRADE
98.22
P. GRADE
102.5
SLAB
103
E. C
120
P. c
114.
5:12 PITCH
TYPICAL
NON-STRUCTURAL POSTS
AESTHETICS ONLY EAST ELEVATION SCALE 1/4" = 1FT
'UPPERFLOOR
PLf-HT 10--0-
=4"H H
UPPER FLOOR
RA 12 '1",
LOWER FLOOR
PLT HT 10'-0"
E. GRADE
LOWER FLOOR
120.95
4" CONCRETE
P. GRADE
SLAB
114.0
E. GRADE
NORTH ELEVATION SCALE 1/8" 1FT
98.22
P. GRADE
MAX RIDGE 134.59 — 102.5
ACTUAL RIDGE 131.45
EXISTING -
AVG GRADE 109.59
SLAB AT 103 -
(12) AF50 ROOF
VENTS REQUIRED
SOUTH ELEVATION SCALE 1/8" � 1FT
WEST ELEVATION SCALE 1/8" = IFT
RADE
)5
1ADE
114.0
16x8 GARAGE DOOR
E. GRADE
111.45
P. GRADE
108
SLAB
108
E-4
(11)FOUNDATION E.GRADE
VENTS REQUIRED 120
P. GRADE
114.3
�D
u
Z
RESUB
�D
Z
E-
OC)
c:>
APR 10 2018
��Tdmwfr
APPROXIMATE FOOTAGE SUMMARY
11-26-2016
REVISED
LOWER FLOOR 1407
04-25-2017
(INCLUDES ADD WITH 523)
UPPER FLOOR 2327
TOTAL LIVING 3734
GARAGEARFA 570
COVERED PORCH 32
50'-6 112"
16'-0' W-0—
F
NOW=
CRAWL SPACE
op".. S. H A
HIGH EFFICIENCY UVAC EQUIPMENT 3,:
MI 7.4
G s. p,,pm or oil -fired fisrsom with miimum
2 PERMANENT OPENINGS
A=94%,or
SHALL BE CONSTRUCTED,
Goa,pt.pa.—il.d-fired b-i's""Ith
ONE 12'OF CEILING
' IT
MWITHIN
�,fiaimumAFUJE,f92%
ANDWONE 12' OF
FLOOR
Qptbm 5, f0.5
M1307.
EFFICIENT WATER HEATING 5.:
2 STRAP AT UPPER AND
All sh—thead and kitche ik firucers
\-i", LOWER THIRD, WITH -
IM
i,stalledinth,h— ilbenW,tl.75GPM
I
CLEARANCE OF CONTROLS
s
cor I— All .,her I— my fis.—hall be .,ad
M1307.3
at 1.0 GPM or less.
IGNITTO SOURCETOBE
5b (I
MIN IS- OFF FLOOR
Q,kId—
EFFICIENT WATER HEATING 5b-
Water h"aigy— shall fisdude 1h
fiell.wintI:
F
tL- 1,
rat�
Gas, P'p .. —il—torha. th,
asinhours EF fO.74
I
R4DS
MIN I— CRAWL
R303.7
INTE ORSTAIRWAYS SHALL HAVE
ARTIFICIAL LIGHT SOURCE NOT LESS
6069
SPACE ACCESS.
THAN I FOOT-CANDLE AT THE CENTER
T-10-
OFTREADS DLANDINGSWTTHWAUL
SWITCH AT EACH FLOOR LEVEL
BONUS ROOM
—12'-101/12'—
BDR 4
.14 @
R114 @
R"o
-15
EGRESSWINDOW
4.10DF#2
M1507.4
50 CF
FAMILY ROOM
ZERO CLEARANCE GAS
FIR LACE. INSTALL
PER MFG SPECS
ADU'CA
W/
;R�
SHUTOFF
'CADET"WALLHE 'R
ATE
W/ THERMOSTAT
�E�m
I
><
VT
IT
7
Z Oao
-x
Ix
-
AMNGjLED A�CROSS-HATCI
CA�MR
INDI CATE S ADU =AREA
N
22
0 R
0
Q01
A
9060TS
6'-0. — 72'-6"7V4)' 2'-6-
X-4 14'-0"—
MSTA36 STRAPS REQUIRED AT
TOP AND BOTTOM OF OPENING
---------------
-------------- ---------------------------- A
-W112GLIB, 3V2.101/2GLB
LOWER FLOOR
SCALE 1/4" = IFT
TABLE M1507.3.3(l)
ADU
NUMBEROFBEDROO S
FLOOR AREA
0-1 2-3 4-5 6-7 �7
(aq— f-,)
Aa— I. CFM -u
'1'500
45 60 75 90 m
1,501-3,00
45 60 75 90 105 0
3,001� 5'
4:0
60 75 90 105 120 3'
4,501-6 -
1
7' - 1- 120 TE
6,W.-75M
90 105 120 135 150 ONM
,7500
105 120 135 150 165
TABLE M1507.3,3(2)
RUN TIME % OF 4 HOUR SEGMENT 25 33 66 75 100
FACTOR
4 3 1.5 1.3 1
In
WI DOWSCH7DU1r
QTY
FLOOR
SIZE
DESCRIEJON
AREA, STAN D (SO Fn
2
1
41JbQ�H
I eIlNcil � HUNG
27.0
1
1
50"OR5
RIGMT 5L
0
1
1
9060TS
TRIPLE SLIDING
5 !0
2
2
1080FX
FIXED GLASS
8.0
7
2
2020FX
FIXED GLASS
4.0
1
2
20506H
SINGLE HUNG
12.0
2
2
26608H
SINGLE HUNG
15.0
4
2
3660SH
SINGLE HUNG
21.0
1
2
4040OU
GARDEN
16.0
3
2
4680SH
SINGLE HUNG
27.0
1
2
503ORS
RIGHT SLIDING
15.0
1
2
5046RS
RIGHT SLIDING
22,5
FX
FIXED GLASE
12.0
1
12
1606ORS
RIGHT SLIDING
36.0
2
2
1111-IS
TRIPLE SLIDING
140
4..RS
RIGHTSLIDING
16.0
2_OFX
FIXED GLASS
4"
0
TOTAL
A�u
p.
0
0
0
z
P4
�D 00
0
11-26-2016
REVISED
BUS
04-25-2017
APR 10 2018
2
IT-10"
R310
EGRESSWINDOW
BDR 3
R314
BDR 2
13'4 11r
7
B314
21
6
4069
12'-10
R807
MIN 22,30
ATTIC ACCESS
5�6' 2'.6-1
T-0—
6
OPEN TO
R314
BELOW
R315
Fe
77
M1507.4
50 CFM VTO
2'-11)'
E)
246
4
6--l-
71
T-2
IMIT-e
507.4
50 CFM
6-31/2"-
2468 L
5068
EXTERI.R.EADERSTO
BE4.8DF#2U.N.O.
R314
LIVING RO(
MASTER
BEDROOM
R310
EGRESSWINDOW
4660SH 4660SH
4.12DF*2
3'-4-
M1507.3
Iffiffi. WHOLE HOUSE R302.6
FAN TO RIJN 2 OUT OF V2"GYPSUM BOARD ON GARAGE
EVEW'4 HOURS SIDE OF WARM WALLS, ATTIC AREA
M1507.4 AND SUPPORTING WAILS ,
50 CFM VTO W7YP XGWBUNDERANY
HABITABLE ROOMS
R302.5.1
S IF CLOSING
61
T-31/2' T-6— '-6 1/ SOLID OR HO--
STEEL DOOR, OR 2D MIN.
FIRE RATED DOOR
4'-11/2"
211. -4�53�0(rR�� 2'-91/2'
)EN 10'-61/2" GARAGE
W.
9
c'J
PORCH:
ENTRY
110'-91/2'
Ivy
C)
7:1
TABLE M1507.3.3(l)
DWELLING UNIT NU 0
0_1 2_3 SMB R OF BEDROOMS
FLOOR AREA -1 11
...CIFM
�1'sw 30 45 6D 75 90 0
1,501-3 0 45 60 75 90 105
.00
3'001 4,500 60 7' M) 105 20
4.501-61000 75 90 105 120 135
6,001-71500 10 115 120 135 150
2'-W� � 7,500 105 120 135 150 165
TABLEM1507.3.3 (2)
RUN TIME % OF 4 HOUR SEGMENT 25 33 66 75 100
FACTOR 4 3 1 .5 1.3 1 cn 'cl
DINING
b
RESUB �j oo
906US
FI
UPPER FLOOR
SCALE 1/4,, = 1FT
WINDOWSCHEDULE
OTY
FLO R
SIZE
D RIULIOM
AREA STANDARD (SQ Fn
I
4680SH
S-Nl- � HUNG
27.0
1
1
QRS
36.0
1
1
9NOTS
TRIPLE SLIDING
54.0
2
2
1080FX
FIXED GLASS
8.0
7
2
2020FX
FIXED G S
4.0
1
2
2 SH
SINGLE HUNG
12.0
2
2
2 SH
SINGLE HUNG
15.0
4
2
3660SH
SINGLE HUNG
21.0
1
2
4040CU
GARDEN
16.0
3
2
4660SH
SINGLE HUNG
27.0
1
2-
503ORS
RIGHT SLIDING
15.0
1
2
5046RS
RIGHTSLIDING
225
1
12
R020FX
FIXED GLASS
12.0
1�:::�2
6
RIGHT SLIDING
2
90BOTS
TRIPLE SLIDING
0
..- _12
- -----
RIGHTSLIDING
15
116.0
FIXED GLASS
14.0
1624.5
AM 10 2018
I`-LI
—I
Ln
WAS
11-26-2016
REVISED
cc
LU
04-25-2017
0 ku
34
rl
61 T .
11 ofl-+
F-1
r-- - - — — — — — — — — — — — ---
6* . 18' DIA.
CONCRETE
4XB4DF #2 ON 4X4 POSTS PADSTyPICAt
— — — — — — — — — — — — — — — — OR X6 POSTS AT SPLICES
WON
20`6
--------- r ------------------ t ---------------------
— — — — — — — — — — — —
— — — —
F2'_w
R 11,2
4
NET FREE VENTING AREA TO BE
5. -V 5.
1/150 OF AREA VENTED. ONE
VENT WITHIN 3FT OF CORNER
R317.1
SX16 VENT PROVIDES 70 SO, IN. NFV
[(AREA�144)/1501170
JOISTS MIN 18' ABOVE GRADE
GIRDERS MIN 12"ABOVE GRADE
(H)VENTSREQUIRED
APPROX. myr LOCATION
R408 4
MIN 18.24 CRAWL
SPACE ACCESS
ABOVEWALL
6 MIL BLACK POLYErHYLEME GROUND
COVER OVERLAPPED MIN 12
THROUGHOUT CRAWL SPACE
-------------
HATCHED FOUNDATION WALLS TO /'F
BE 6' WITH 12' FOOTINGS PER E 0 R
ALL OTHER FOUNDIATIONWALLS TO
BE 8"WITH 16'FOC...S P.B.....
— — — — — — — — — — — — — — — — — — — — — — -
— — — — — — — — — — — — — — — — — — — — - - I ------ -----------------
NS —INS -4INS INS —INS INS — INS — INS
I" THICKENED 1-11
11 .11EI.14 AT BOTTOM
ST.
RS
WSEC R402.1.1
Sib-m-gmd, iee�hti,, (R-10),hfl be plm
6. ide f he f—d.d— " — the
imid, fth, fmd,ti,, �11. The Ib
.h.fl —d de—e—M Rem the top f the s
E., di.... f 24 i-h...
INS — INS INS — INS INS
INSINS — — — — — — — — — — 4 - — — — — — — — — — — — — — — — — — — —
L------------------
F---------------------
16'-6 U2'
R4..2
NEP—VENTINGA A -BE
1/150OFAREA VENTED. ONE
VENT WITHIN 3FT OF CORNER
8X16 VENT PROVIDES 70 SO, IN. NFV
[(AREA.144Y150VO
(II)VENnRECILTIRED
-APPROX. VENT LOCATION
R317.1
JOISTS MIN IW ABOVE GRADE
GIRDERS MIN 12"ABOVE GRADE
R4.4
MIN 11,24 CRAWL
SPACE ACCE
INWALL
--
Fjp3
— — — — — — — — — —
UM4 b6m
I
L- - - - - - -
— - - - - - - - - - - - - - - - - - - -- - - - - -
6 MIL BLACK POLYETHYLENE GROUND
THROUGHOUT CRAWL PACE
COVER OVERLAPPED YIN 12'
L------------------- �Jjr L - - - - - - - - - - - - - - -
GRADE BEAMS PER E.O.R. DETAILS ON PAGE 8
WITH 12"
I I - - - - - - - - - - - - --- - - - - -
=3* PILE LOCATION
4' PILE LOCATION
FOUNDATION
SCALE 1/4" = 1F'r
R309.1 S, R506
e CONCRETE
SLAB AT GARAGE
5R9A%A_Sl"*j
OW Ls -
APR 10 2018
I-wwlmnffff
11, 0_01_011
�M n M�
AlYZ11
NETFREEVENIINGAREATORE
1_/I50,0FARRA VENTED. ONE
VENT WITHIN 3Fr OF CORNER
EX16 VENT PROVIDES 70 SO, IN. NFV
[(AREAxI44Yl50Y70
(11) VENTS REQUIRED
LOCATION
6 IML BLACK POLYETHYLENE GROUND
COVER OVERLAPPED MIN 12'
THROUGHOUT CRAWL SPACE
F- - - - - - - - - - - -
I , \
HATCHED FOUNDATION wALIS To r
BE 6' V11TH 12' FOOTINGS PER B.O.R.
R408 1
MIN 18.24 CRAWL ALL OTHERFOUNDATION WALLS TO
SPACE ACCESS BE I WITH 16� FOOTINGS . E.0 �11_
B`?Y'LwAlj� . . . . . . . . . . Iw_6 tir
L - - - - - - - - - - - - - - - - L - - - - - - - - - - - - -
r- - - - - - - - - - - - - -- - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - -
rm -INS -INs -m -w --ms -INS -ms
W/(2).4ATBOTTOM
'ERSTADS,
WSECR402-1.1
Slb---gd. (R-10) d.B b
imid,,f th, fm.&ti,. �ML T� i�
12"' dfl-.ddd tb..p.
I I i V_w
2 �INS -INS --INS -INS -INS -j 1 11
[INS _IM -,S - - - - - - - - - - I - - - - - - - - - - - - - -
IL--- - - - - - - - - - - - - - - - -
--------------------
- - - - - - - - - - - - - - - - - - - - - - - I-
23�5112'
R408.2
NET FREE VENTING AREA TO BE
1/150 OFAREA VENTED. ONE
VENT WrrH]N3Fr OF CORNER
8XII VENT PROVIDE' 10 50, IN. NFV
I(AREA.144YISOY70
(11) VENTS REQUIRIED
APPROX VENT LOCATION
R317.1
4- - 44 JOISTS MIN 18 ABOVE GRADE
GIRDERS MIN Ir ABOVE GRADE
I-N.-CE 6 NUL BUCK POLYETHYLENE GROUND
RE LA
F -------- jWg:�4A - - - - - - - - - - COVER OVERLAPPED MIN 12"
T nM OU
HROUGHrOUT CRAWL SPACE
LL - - - - - - - - - - - - - - - - -
L - - - - - - - - 9
- - - - - - - - - ji F Z,
L N *ON JOOm:W :j" I I . T I a
PIUS WITH ir
GRADE REAMS PER E.0 R. DETAILS ON PAGE 8
T
M =3'PILEIIOCALTION
EU -4'PJLEL0CATION
FOUNDATTON
SCALE 1/4"= lFr
MC19- &R506
Ir CO
SLAB AT GARAGE
REVISED PLAN APPROVED
CIIT OF EDMONDS BUILDING DIVISION
PLANS
DATE
0,
rA
�p
cd
CU
A7PX
!(OV
!E!D! fBYPL NNING
cn
0
0
0
0' 5145
E-1
cu
11TY COPY
Z
V3
IWO
REVISPON
AUG 2 8 2010
In
"br,ft �r.AOQWT
11-26-2016
REVISED
08-29-2018
CROSS SECTION
SCALE 1/4" = 1FT
D D..
WA
CC
LU
0
34
Ts
NAL
[INS INS INS - - - - - - - - - - --- - - - - - - - - - - - - - - - - -
---------------------- - ------------- ----------------------- -------------------------
:L - - - - - - - -
------------------------------ LRDGERTOFOO WALL
RETE
FLOOR JOISTS TO BE
117/8' TJI-210 AT 16" O.C.
UN.O.
RIM TO BE PROVIDED BY
0
AND INSTALLED PER MFG SPECS.
..... ..... ..... ..
7
�.G
F - - - - - --- - - - - - - - - - -
�R L ....
- -- ----- ---
--- ----- -- - ---- ------
------ LN 2: 7
CANTILEVERE
FLOOR JOISTS
FLOOR FRAMING
SCALE 1/4"= 1FT
APR 10 2018
11-26-2016
REVISED
04-25-2017
5
R502.7
SOLID
BLOCKING
]R
T
R317.1
JOISTS
MIN
Ir
ABOVE GRADE
E-11WIME
=I
SEEN
NAWWAMAI W
Wiwi NJ m
......
... . ---
-----
LIVA, WIS, 19, m
00
11
R502.7
w OWN
SOLID
"NG
----------- I --------------------------------
OVER
mill
--------------------------------------------------
F
0
START FRAMING
LAYOUT HERE
-------------------
(u
ECS.
0
0
0
cn
�D
u u
z
W
cn
rSIDE w
CKING RESUB �p
D ROD
APR 10 2018
8%L SMM- A
LOCIR FRAMING
SCALE IN = lFr
11-26-2016
REVISED
04-25-2017
6
TYPICAL OVERHANG
AT GABLES: 12"
0
H 0.
�,�
� j�il
M -ROOF VENT WAN T-O" VERTICALLYOF RIDGE
TYPICALOVERH G
AT EAVES. 18"
ROOF FRAMING
SCALE 1/4" = 1FT
R806.2
TOTAL NET FREB VENTILATING AREA TO BE
lrM OF THE AREA OF SPACE VENTILATED
IF 40-50% OF VENTS ARE NO MORE THAN
3._(r (VERTICALLY) BELOW RIDGE AND
REMAINDER OF VENTING IS PROVIDED
By RAVE VENTS.
AF50 VENTS PROVIDE 50 SQ. IN. NFV
GABLE END VENTS PROVIDE 75 Sq. IN. NFV.
2' HOLE IN BIRD BLOCKS PROVIDE 3.14 SC� IN NFV
(3 HOLES PER BIRD BLOCK)
(34%312) Sq
(1151) Sq m�hfdg qi�.d
Requi-ts m. by:
(12
(61�AF50V...
Bird Bl.&.
RESUB
APR 10 2018
3uAlamm"
COVERED DECK ROOF TO BE
2,61 FIF #2 RA RS
AT24'O.C.
2:12 PITCH TYPICAL
i;T-CM SHEATHING ------
EE i WALL
RIM
LEDGER JOIST
DECK FLOO
JO J\y
JOM�T DIST J%CK
0ST
'I.
LARIOI R..
D'12 -THRU DTT2-THRU
ROD AT EACH END ROD AT EACH END
OF DECK LEDGER OF DECK LEDGER
F--o,-- _ERS�HAL]L
I- -.' ..ITS
NOT OVERLA
DTTI FROM FLOOR
JOISITTO DECK JOIST AT
EACH END OF LEDGE
SEE DETAIL D3 ABOVE
R507.2.1
PT 2.8 LEDGER BOLTED TO RIM WITH 1/2* LAG BOLTS STAGGERED
IS* O.C. AND MIN 2FROM TOP, MIN We FROM BOTTOM, YMAX
SPACING VERTICALLY AND MIN 2"FROM END
R312 3
1'6� 4" SPHERE MAY NOT
DyTrT2 I ' PASS THOUGH RAIL
PARALLEL 2.4 Top
RAIT.Wl
LAYOUT 1.
EACH
A FITE.DICIRAR 'ICEXT
I poSTS LAYOUT
.4 _��IF
TO E MAX
&-O-O.C. F
1/4""LAG BOLTS
LA DECK DETAILS PER R507
F
L
7
ADECK POST FOOTINGS
PERIMETER GRADE BEAM
NOT TO 8CALE
NJ6� �.M 6
OF
H.
PIN
CAP DETAIL
MENT
R Q__ _O
E C.N.
CORNER REINFORCEMENT
N.ENT
N�
TEE REINFORCEMENT
L
[ATTIC __G
I
3/8' - 112' ..1' SB
NAILEDEdAT6"O.0
AND 12* O.C. FIELD -
HURRICANECLIP
RAFTER
1 -1
RAFTERS AND TRUSSSES
PER PLAN ORTRUSS MFG
VAULTED (RAFTER) CEILING
TO HAVE R-38 BATTS
CEILING TO HAVE R-49
BLOWN IN INSULATION
TOENAIL (3) 16d BOX
3/8' I1r WALL OBB IL-'�'-�INSUIATED WALLS TO BE
NAILED 8d AT 6"O.C. EDGE 2.6 FIF #2 AT 16' O.0
AND 12� 0. C. FIELD - WITH R-21 RAM
[ALL CONNECTIONS PER TA13LE R602.3(l
LE.O.R GRADE BEAM DETAILS
I
LA
TRUSS OR RAFTER
IA14' - I-
IAA. ITRHANDRAIL
C
PLYWCOD F-.R DIAT'll
GLUED NAI EDW` H '?'M
0 L I , � :�
AT 16 OC SOLE I�N
or
PING SCRLEWSHANKTM
F 16d AT 16' O.C.
SOLE PLYWOOD FLOOR DIAPHRAGM]
REQUIRED ON AT LEAST Z
ONE SIDE AND To BE ZZ DOUBLE JOIST
BETWEEN34"AND38" ISC CONNECTOR ATTOPOF
VERTICA ABOVE ST,
OREQUAL AIRS
TREADS
MIN 1/2. GWB
JZ STRING..
STRINGER
WITH �KA
WITH 2x4 SPACER
R31L7.
-RISER SHALL BE NO MORE THAN 7.75"
-TREAD SHALL BE NO MORE THAN 10'
-GREATEST RISER OR TREAD �HALL NOT
EXCEED THE SMALLEST BY MORE THAN 3/9"
�L
[TA.BL.
O.C. FROM SC
BLOCKINGTOBEAM
OR GLUE ANDNAILED
PLATE TO JOISTS OR 12.5 g. (0.0"') SHANK DIA. BLOCKING - RING OR SCREW SHANK MIN
BLOCKING - -ENDNAIL(2)16d 12.5 ga (0.0991) SHANK DIA.
-ENDNAIL(2)16d SOLEPLATE
SOLEPLATE . TO EACH STUD
TO EACH STUI)
FLOORJOISTS
SOFFIT BOARD PER PLAN
Wt
R-3wo T
RAIC
DOUBLE TOP PLATE WITH (�2)16.d TO EACH STUD
OR MUD SILL WITH (3) Ed TOENAILED EACH JOIST
RIM JOIST TOE NAILED
To Top PLATE WITH
BdATIS"O.C.'
FLO-OR JOISTS PER PLAN
S BARWALL
SHEATHING LAPS
DOUBLE TOP PLATE
RIMJOIST'
Wrjr`H (2) 16d TO
.�l _
EACH STUD'
I I A, WALLS TO FLOOR
. __1
EATED SILL PLATE
R403.1.6.1
1/2* CASTAN-PLACE
ANCHOR DOLT r
WALL
R404.1.4.2-
-96"MAX WALL HT WITH
UNRALANC DBACKFILLNOT
TO EXCEED 49"
:014 HORIZONTAL IN UPPER IT
1. UNDER 54"OR BY TA
R404 .1.2(2), OTHERWISERES
I B AND E P1405 LAB SYSTEM
ER AFN 10
...... EC R402.1. . I
PROTECTBOTTO WSEC TABLE 402A.1.1 DRAINAG VAPOR BARM
GI
OF POSTS WITH CLASS I BLACKVAPOR TYPIAL FOUNDATION SYSTEM D RIO INSULATION FOOTING
901b FELT BARRIER THROUGH- WALLANDFOOTING' FOOTING EXTEND DOWN MI 24' R403.1.1
R403 1.1 ORTOFROSTLJNE 19
R,IIG. .4 OUT CRAWL SPACE MIN&12(IMRY)&15(2SMRY)&M(3MRY)�NCM. MR16.12 (I STOF�) ftl6(2 STORY) ftl9(3STORY)..mw
, MR11 'BEMWUNDISTURMDSOIL WITH APEDOVERLAP R03.13 R403.1.3
OR FROSTUNE (WHICHEVER IS DEEPER) AT JOINTS (1) WITH N. 4. ODNITNUDIJS MIN Y - e FROM BOTTOM OF FIG (I)W N04.0ONTINUOUSMINY-eFROMBOTTOMOFFIG
R463.1A
R40.IA MUM 12-BELOWUNDISTURBEDSOILORFROSTUN7
MMMITEIRLOWUNDISTURBEDSOILORFROSTLINE
L
/\�(AICREVER ISS DREIER) Z�7IQIEVEEIIDEEPERI
I LA INTERIOR BEARING IN CRAWL SPACE I LA FLOOR AND WALL AT GARAGE. [Lt2�, FOUNDATION WITH SLAB FLOOR] FOUNDATION WITH CRAWL SPAC�
4.IODF#2BEAMI
i A,, TYPICAL STAIRS i iA,) TYPICAL CANTILEVER
INSULATED WALLS TO BE
PLYWOOD FLOOR DIAPHRA M r2,lHl*lATIl'O_ FR,3,1
GLUED AND NAILED WITH I -Ilr [TABLE 602.31 WITH R-21 BATTS C I N.. 4 BAR NOT
RING OR SCREWSHANKM_ - TOENAIL (3) Ed EACH MORETHAN 41 O-C
12.5 ga (0.0991 SHANK DIA. jOlSTTOlILL* THEVERICALRAR
_I.AT�6- O.C. SOLE PLYWOOD FLOOR SHALL EXTEND TO THE
FLOOR joisTs PLATE TO JOISTS OR DIA HRAGM GLUED ANT) 130TTOM OF FOOTING,
PERPLANWITH BLOCKING - NAILED WITH 1-1/2"RING WITH STANDARD HO
R-30 BATTS -ENDNAIL(2)16d ORSCREW SHANK MIN EXTENDING MIN 14' OK
SOLE PLATE 12.5 g. (0.099*) SHANK DIA. INTO STEM WALL.
2.4 GUSSET EACH SIDE OF TO EACH STUD
POST NAILED WITH (3) 10d
TO EACH MEMBER R403.1.3 (WALL)
R317 TREATED SILL PLATE -(1)#4 HOR. IN
R3 7 JOISTS PER UPPER12"
PT 4.4 POSTS OR 4_�6 TYPIAL SLAB PLAN WITH R-30 BATTS
AT SPLIT N RAMS
W
R317 TREATED S'LL PLATE
R4:03(lj)3N, R403.1.3.1
TABLE R403.1.6.1
M .4 BARNOT
-1/2' CAST -IN -PLACE
MORE THAN 48' O.C.
ANCHOR BOLT 7' INTO
THE VERICAL BAR
CONCRETE MAX 72' O.C.
SHALL EXTEND TO THE
R506.3
BOTTOM OF FOOTING,
C CONCRETE SLAB
WITH STANDARD HOOK
EXTENDING MIN 14'
R506.2 INTO STEM WALL
MIN 4" BASE
COURSE AND
6.. VAPOR
RETARDER
BETWEEN R405
BASE AND DRAINAGE
INRIL PIECE OF SEATING MUST
up TO & DOGEM PUTS TO (HEIRS
SHEAR Is TRANCERRED.
NAL PER LOWER SHDR WALL CAU.HJT
'SIMP DN" STRAP HE
PER RUN. SEE 's PSON'
I All. REQU REMENTS
SHEAR LAN
DEL M CIS
Is
PsLAMSTS
P
�m SON, UND . EA. E., 3.5 PSL ll� �D
�p 'i" ps� ED
EA. END (4) TOTAL' IST RUDGKING
SHEAR WALL
'R IAN
AkIlt
T-V I
SOLD LOCKING (GLUE)
(0 MISTS PERPENDI-
CW�AR 70 SHE
A-35 PER coL 6
MIELE XIST OR BLOOKS WH�E DOUBUS PLATE NAIING RED D
GREAR
... N-22,
DO
IN TOE NAILS.
SEA. TO TOP PUT
TOONAL EA. SHE 6 sr
O.C. STAGGERED
SHEAR HALL
BEYOND
0 (i) 0
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o
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45 ON OU's HER
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ST6236
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(40) IN �G
Ra a
A KC.R �, I.
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(2) SHICS PER
NOT HOLDS
EWED NAIL PLYWOOD
TO DRL $TJI) (TYP).
REM OF (SEE RUN)
2X4 TOP RUE OF PMY WALL ABO�
GARAGE DOOR NOR. MIR 3.11.25
F (SEE FINE. PLAN FOR sm)
a 3.
NAL ..&G. TO -DREY&
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,E/ R GO IF F,, SGPWS 4.3.6.4.a. Nm h.ld-d.., prAdld d nil ,d, I,,
LRU S DIAPHRAM
ERIOR STRAP TIE
e LAlftAL ffSTRAINT PANEL "LRP"
BLOCKED WINDOW SHEAR
("T K,7 TO PERPENDICULAR ROOF TRUSSES)
1. HEAR AlL AIR.. UPPER 7707)'
P .. L AR (REF: APA TT-100)
I
WALL DETAIL
400F SHEATHING. IN IN Us
To TRIESES 6 Id" D.Q
-ROOr TRUSSES
,(2]HOWE IN
NA S 0 S* GO, 3/4' PLYWOOD
TO OR PUT 2. OR 2M E,
W Ed 'NUS
4 WALLIS
IN HAI 0 6' O.C.
TO ON CHORD
IN KAI 0 6' O.C.
PLYWOOD TR -
HALER
SHEAR WALL PER RUN L ATE
M PLAN
ROKI' SHEATHING
REG OVER SHEAR WALI_S DR. RARE S
P m TOR,
OR COLUMN 6
ROWN' sHEATHING 3-16D TOENAIL EACH TRUSS
EDGE NAILING
2 . CST I.c MsTS
OR TRUSS BOTTOM
CROWD
BIRD BLOCKS BY Simpsm's HI
muss 4
SEISMI 71ES
Q 48" D.C. U.N.O.
SH A7HING ON
No FACE PER
COL. ISOF SH AR
EDGE RAILING WA L NODULE (TYP.)
RE COL 3 OF IF REQUIRED
W
"' AR "A"'
SCHEDULE (TYP.) 16d NAILING TO BOTTOM
GPLA E PER COL. 5 OF
T
HEAR — SCHEDULE
ALT RIM
P AM NAL FISH DETAIL
COL 3 �5 PER COL 6 WHERE
SHEATHING DOSCON"Nuous..
16 ENE NAJUNG SIDE DETAL A ROAR
* RIM TO TOP CONTINUOUS REQUIRMENIRE SIMPSO A35
PLUMS . 1G," FRAMING ANCHOR
POR ML 6 OF
8 OWING AT ALL SHEA WALL �ERDULE
PANEL EDGES
SHEATHING OR
IsT FA PER .1
, I OF sHEAR
_UU (;;) PER
AND N0ME2ULE WALL SCHEDULEIIIEWM
CONTINUOUS SKEETHNG
FROM , P A_T HIM
WH
UM To DO BLUE RIM ME BETAL
DOUR HOW
UDGLL. NAIL MUDSUL D
UT 0AJ_
PER COL. 3 FOR MAN P PL 'LS
UL
FLOOR, NEAR WAmUA
CALLOUT R SON
X PER
A SHE.
X PER SNE:F INISON An
FONOTNOT SORE
(GO WS
ANC OR DOLTS FRAWIN. A"I"'
PER COL. 6
PER
P R COL. 7 OF A. S, SHEAR LU SCHEDULE
CRAWL SPACE
SHEAR WALL A
sC*EDUl.E
PLYWOOD 2 - 2 TOP PLATES
NAL4 �.GGGE
X
'I PLYWOOD
P
G__U
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2 X MIN. MUD-G_G� OR
BLOCKIRI AT EDGE IN AT BKO
A ON , 0
,I ONE �GC
KHOO
SHILE SE�RMN END
ff�P_ NEG�LE
RIGS
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PLmGG EDGEs PLAIRE NAILING
—
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NKUD.m
*SIMPSM' MS748
STRAP
_(�') IWT2�1/;/NAILS.
FILL ALL N_ w/ HAL&
11
PER RUN. BUICK AT STRAP
P
2-1/2-.V SMPSON STRONG DOLTS
11 1 -mP_
INTO M F To
�'-EASRNG FOUNDATION
IRU ��S DIAPHRAM
SHE;R ALL TO PARAILLEL ROOF IRUGGES)
RECESS STRAR
GOT MIER
OR LAST BLOCK
& NAI� MAX 1/4-.
BLOCKING
OF ...
END a
TYPICAL SHEAR WALL NAILING
X"'K.
H r 0" "'U"
"A- -A. -
"'T"ED Up "'I WUl
11 111LER III I THAIISI
KOWOWN 70 BE — TK
ORP, PLW,, , UPPIT
HHE§INIJT,,NA *)AU.
,,,p Kr C,
S" ", 11 MIAMIUA
- �, ON . �Zl.
.1 WTANDARD NOT. TO ME RIED
U..A.. 1. .1-1
TO EXISTING FOUNDATION
___��AP
8d 0 6' D.C.
ROOF BOUNDARY
UNDARY
CLIP (REE) Q 2e
R C, 0 e
D.C. OR SHR SCH
SHR SER
Ed 0 6" D.C.
C
HH CLIP EA
HI CLIP @EA.
RAF TR 'S
RAFT/ TRU
T 6 Ur
2� d
2- 6d SOS 16" o, RESUS
,ER
BIRD BLOC LEDGER/BLOCKS
TIT WA
To WALL STUDS APR 10 2018
"D
DISCONTINUITY OF DIAPHRAM/
(D E-ENTRANT CORNER
�ALL
SHEATHIN END TUNOS
Do oM PI HIT NAILED
IT LATE ED END STUDS
OLT
DIAMETER PER
HGLD D 1414
ARCHo RAG
KAH W/ PLA SCHEDUNUE
AT T, s ON
BOTTOM HIMPS no RD (3,3x
OLD N '-PLATE 3/:
SEE PLAN
FOR HD15 5.5x /8
1-3
0 DOWN TO BEAM CONNECTIaN
n�.�L SHEAR WALL AILING WALL TO FLOOR
S�,AP.AT tONY WALL - CONTINUTY
ALS
.7A L TO ROOF TO WALL SHEAR TRANSFER
%et 61 of l_j
..T�GALE
ALE
TL
TO SCALE
(T-6- RETAINUNG WALL)
NET FREE VENTING AREA TO BE
'OF
VI-50 AREA VENTED. ONE
VENT WITHIN 3FT OF CORNER
SK16 VENT PROVIDES 70 SQ. IN. NFV
[(AREA.144)1150YM
(11) VENTS REQUIRED
APPROX. VKNT LOCATION
R408
NUN 18x24 CRAWL
SPACE ACCESS
ABOVEWALL
-------------
rINS
— INS
INS — INS — INS
IT THICKENED SLAB
W/ (2) *4 AT BOTTOM
aDE STAIRS
(5--e RETABMG WALL)
6 MIL BLACK POLYETHYLENE GROUND
COVER OVERLAPPED AIIN IT
THROUGHOUrCRAWL SPACE
F-- — — — — — — — — — — — — — —
HA DID 10 A;�=.7Z F
RET
, WITH=.
ALL OTHER FOUNDATIONWAUS TO
BE S'WnH 16'FOOTINGS PER E.O.R.
. . . . . . . . . . . . . . . . . .
----_j
i—INS —INS —
Im _mS _wS I — — — — — — — — — —
L--- ------------
ir— — — — — — — — — — — — — — — — — — — — —
R408.2
NETFREE—ARFATOBE
1/150 OF AREA VENTED. ONE
VENT WITHIN 3FT OF CORNER
W6 VENT PROVIDES 70 SQ. IN. NFV
l(AREA.I44Y1501/70
(II)VENTSREQUI
APPROX. VENT LOCATION
R317.1
JO]STS MIN 18 ABOVE GRADE
GIRDERS MIN ITABOVE GRADE
..4
MIN IW4 CRAWL
SPACEAC SS
INWALL FgT _pg�m — — — —
I ----------
- — — — — — — — — — — — — — — — — — — — j
— -----------------
-INS —INS —INS—
WSECR402.1.1
Slabgmde xt�twn (R-10),hA be pl, ed
the mui& f tI, fo=&ti,, m m the
—I& f d. f.—&-. -At Th. b..b—
.hall --d d.--d fi— ft� p fh. db
fl�—diFZ4 1-l"'.
— INS — INS INS
------------------
I
L- - - - - - -
---- - - - - - - - - - - - - - - - - - - -
23`5 IM
6 MIL BLACK POLYETHYLENE GROUND
IT CUM OVERLAPPED WN 12'
L— — — — — — — — — — — — — — — —
DECK
GRADE REAM PER KO.R. DETAILS ON PAGE 8
3"PRE LOCATION
4Pn.E LOCATION
FOUNDATION
SCALE IN= 1Fr
�J & R506
4'CONCRETE
SLABATGARAGE
EFREM=
6-6" and Wall Detafl
C1W OF EDMONDS BUUI;WG
PLANS EXAMDWR
DATE
Lis
5,
K,
7-/
0
0
0
F2Q>701-7- 05L45
CITY Copy
ER Ev 18 i DIN
�D
00
AUG 2 8 2016,
LI
"WI-ITIRK-ow-
Ln
WA
11-26-2016
REVISED
08-28-2018
is
;L
W
NAL
&..d
S.�,J_t I. D-8. IY_
I Flo-
A
—.
m_
R� Me
A —al
L-d
25 Pf
ND
STRUCTUIII NOTES
Applicable codso;
205 It—d-141 �Aldwtlll �dl (IRC�
20 5 M-11-1 15WIdim 0 d. (IBC)
20� 5 WA Stats rwgg C,d, (WSECU
GENERAL:
THE C TRACTOR SHALL INSPECT THE SIM AND SOIL
CONDITIONS AMID VERIFY SITE AND BUILDING DIMEI
BEFORE C.MMMNCfNC,
PROVIDE TEMPORARY 15RACING AS REQUIRED DURING
ERECTION.
VERFY SIZE AND LOCATION OF ALL OPFI IN FLOOR, ROOF
AND WALLS WITH MECHANICAL AND ELECTRICAL WI
PREFABRICATED ITEMS SHALL BE HANDLED AND INSTALLED
PER MANUFACTURERS RECOMMENDATION.
FOUNDATIONS:
1. EXTEND ALL FOOTINGS DOWN TO FIRM UNDISTURBED WIL IS
INCHES BELOW ADJACENT GRACE.
2. CENTER FOOTINGS ON COLUMNS AND WALLS EXCEPT WHEN
DMEN61ONED OTHERWISE.
, WIDEN FOUNDATION AMID FOOTINGS 4 INCHES TO SUPPORT
MASONRY VENEER WWI APPLICABLE. VERIFY LOCATIONS.
CONCRETE:
I. CONCRETE DESIGN BASED ON 25W F-51 NO SPECIAL
N5 CTIM RECUIRED. SUPPLIED CONCRETE TO BE SHALL 159
5.5 SACK MIX, 3000 P61 AT 28 DAYS UNO. TO 50 AIR-11INTRAINED
?6% - 1%� 30M PS, AT 20 DAYS WHERE EXPOSED TO MATHER
FOR DURABILITY.
2.6LA5 ON GRADE (HEATED 61-AC 5) 4" COMCRETE SLAIS WITH
I� S,& A W MESH. I.. SAND OVER & MIL VAPOR BARRIER OVER
*' WARSE RACE GRAVELPILL. R-10 K 24" RIGID INSULATION
AT PERIMETER WHERE ISLAS �6 LESS THAN 2'5ELOW GRADE.
STEEL:
1. INFDF=� STEEL SHALL ISE -4, GRADE 40, ALL MARE SHALL
BE CLEAN , DRY AND TIED IN PLACE. LAP 5PLICE8 IS, INCHES
M NIMUM.
2. ANCHOR SOLT$ $14A, L BE W' VIA 1 10" WITH 022S�� X 3" X 3"
SQUARE LATE WASHERS. SPACE AT V MAXIMUM AND 1 SOLT
DIAMETERS MINIMUM FROM CORNERS, SPLICES AND PLATE ENDS.
$PAC ANCHOR SOLT$ AT & FEET 0. SINGLE STORY AND
4 Per 0. a FOR TWO STORY. SEE SHEAR SCHEDULE FOR
SPACING AT SWAR WALLS. ANCHOR BOLTS SHALL HAVE 7
M NIMUM EMBEDMENT. I" THREADED ROD, EPDXIED A MINIMUM OF
*� INTO CONCRETE, OR j- STRZNG SOLT WITH *'EMECIOMENT CAN
BE SUBSTITUTED FOSt CAST IN PLACE ANCHOR IEI
S. STRUCTURAL STEEL PLATE 15 TO 59 ASS LIND AND FOR SEAMS
16 TO BE A512C-50 UNO
WOOD FRAMING:
1,F/L n 4� 6. BEAMS, WrADERS, POSM
w n EXTERIOR AMID MAKING STUDS, MATES, JOISTS,
RAFTER5 AMID LIGHT FRAMING,
LF STV. NCN�SEARING, INTERIOR STUDS, PLATES.
GLUED LAMINATED MEMBERS,
GLU-L MEMBERS SMALL BE AILT� CERTIFIED.
PF/P -24F-V4 OR SIMPLE $PAN SEAMS.
OF/DF 24P V8 FOR CANTILEvTifM0 MEAM6 AND CONTINUOUS
$PANS LWfoe NOTED ON THE PLANS.
AF'PLY ONE COAT OF END SEALER IMMEDIATELY AFTER
TRIMMING
ENGINEERED LUMBER:
LSL TO BE IBM LINO
LVL TO ME ME OR BE TER UNO
PSL TO SE 2Zr OR BETTER LIND
SWEAT14ING:
ROOF ND WALL SWATHING SHALL BE IA&" APA RATED
614EAT ING UNO. MAIL WITH Sd - &'� O� 0. - EDGE!6 '
FIEL , FLOOR SHEATHING SHALL BE 5/*� NOMINAL TIC, APA
RATED SWATHING GLUED AND NAILED XITH Sd - W 0. C, -
MPGr6, 12- 0. C. AT FIELD. SUPPORT PANEL EDGES PER APA
RECOMMENDATIONS.
FREF:A5RiOATED JOISTS / TRUSSES;
PREFAB JOISTS AND TRUSSES SHALL ME DESIGNED BY THE
MANUFAC
. TURER ENGIN ERED SHOP DRAWINGS AND LAYOUT
84ALL BE SUBMITTED FOR APPRCVAL� BRACING AND
CONNECTIONS SHALL BE DESIGNED AND DETAILED 15Y T14E
MANUFACTURER
TRUSO LOADING SHALL TAKE LIVE LOADING SPECFED IN TABLE
-0.5 INTO ACCOUNT FOR BOTTOM CHORD _IVE LOADING OF 20
PSF. IF TRUSSES RE DESIGNED FOR ATTI� WITHOUT STORAGE,
OR DO N T MEET THE LIMITED STORAGE REQUIREMENTS, THE
BOTTOM CHORD CAN BE PrOIrNSP FOR 10 PSF.
PANGER6/rA6TENER5:
ALL HANCE" AM FRAMING, ANCHORS ARE TO 59 SIMPSON OR
EQUAL. LL METAL IN CONTACT WITH PRESSURE TREATED WOOD
ARE TO BE 2MAK MIDG(GI55). STAINLESS STEEL, OR MEET ASTM A
55 OR A 653 STANDARDS. REFER TO IRC R3113.1 OR SC
2304.S5.1.
(2)-4
r>
(�) FOUNDATION STEII DETAIL
V IAR _ZXLE
T-
WALL
HOUSE FOUNDATION DETAIL
— _.FL�sy.TEm.LBFSRm_ —
1. VILL 1--
A. . -1 - I I,
MN.
2�
MAIL. . — I
SEAM .1
,M' POST MIN.
4
r A- -AR �ILL
5 - APE - SIM
.1U-
1� F" 7
-T
GARAI.EISLAB FOZATION PETAIL
FORY
ABOVE
Z�,IONAI
L=
-4 1& — HOR.
—
EZI
�—A VERT.
A-11
CRAIN MAT
OR,
CLEAR
ED=-
111ILL WOLIREP LI—
L2
L-------
P06. I-- RE..
4 LONG,
L. — EARSZ
.. h.11,
I .� — IF— 14- NO — —
FIEFS L—MR TMAN . T4 BE - 11. .
CRAWL BEAM DETAIL
COMDREM
REINFORCI TBIfPf
� IA. &�d. 40
Md Lag., G-1.
053� L.�
A.",. —1 P,. . P.1
(�) 5OUNDATION STEM WALL OVER 4'TALL
A --
ILL
_TT NAW_
FL__
I.EE F —1
_E. L ;�
LAI V
21--TAIL.
HOUSE rOUNDATION DETAIL
DECK GRADE BEAM AND POST DETAIL
IAI;B
L
TABLE "C"
SPECIAL E613N REOUIRED
Pw�-Zvzr
DESIGN C:RITERIA
M _r
BASEMENT FOU14DATION UZC_UTAIL BASEMENT rOUNDATION WALL TABLES
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INSTALL AND MAINTAIN ALL
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APPROVED PLANS, CITY OF
EDMONDS STANDARD DETAILS,
AND ALL OTHER MEASURES
THAT MAY BE REQUIRED
DURING CONSTRUCTION
N
ml
EDMONDS ZONING RS-12
FILTER FENCE BETWEEN LOTS
2 AND 3 TO BE INSTALLED AFTER lot L-t--,,
25'MAX HEIGHT
FINALGRA INGANDSTORM eh'ci-� C'R Pwcp- 0'�
35% MAX IMPERVIOUS
DRAINAGE IS COMPLETE. 94.19'
N90.E
SEE EDMONDS DETAIL FL1 El A
LOT SIZE: 12,034
IMPERVIOUS:
------------------- -- --- -- ------ ----
0.
&
HOUSE - 2,998 (24.9%)
4).
W.P. DECK - 225 (1.9%)
tF
FILTRATION SOCK ON U
DRIVE %)
-1503 (12.5-
CB ON LOT 3 ell
4F/l
WALK - 245 (2.0%)
INV 92.75' C;
TOTAL - 4,971 (41.3%)
RIM 95.25'
/ 46.,
FILTRATION SOCKS ON
ANY DOWNSTREAM CATCH BASINS.
SEE EDMONDS DETAIL EI.3
COVER SOIL STOCK
PILE WITHIN 24 HOURS
24'UTILITY EASEMENT D<
00
THROUGHLOT3TO
SOIL
FILTRATION SOCK ON
PROPERTY LINE OF LOT 2 STOCK
CRUSHED ROCK SD EX CB, #2
CONSTRUCTION ENTRANCE TOP 101.9'
ILE
SEE EDMONDS DETAIL E1.2 INV 98.00
-�'�14.30'
�N89 51'53" E
-- - - - - - - -
-J
17 ------
e----
PRIVATE INGRESS & EGRESS
EASEMENT THROUGH LOT 3 PER
P
SHORT PLAT EXTENDED INTO LOT 2
110.00 ......
fit
EG:130
# 02.0 TW S8 9- 51' 53"W EG: 1 121 FG.. 119
113+/- TW EG I
DATUM PT 96.0 TW 97.0 EG I0I.0EG+/- 10 FG: 14
RIMTOP 94.0 EG +/ 108.0 FG 11 TW:120
SS MANHOLE 2 100.OTW EG+/-
2 FG
9L
'(91�7 EIG +/- RETAINING 105.0 EG
95.5 BEGIN WEST WALL I I BEGIN EAST WALL 121.0 EG+/- WCUMG GRADE-CA10
ON 8th Ave 94.0 TW 98.0 TW -ISTING 107.0 +/- FG 1 15.0 TW EG+/- 112.0 FG
94.0 EG+/- 109.0 FG A: 97.53
122 0 EG +/- B: 121.70
WALL END WEST WALL ALI. DISTURBED EXISTING 112'.OFG C: 120.06
It 1 Soils TO RETAINING
BE COMPOST WALL PLANNING D, 99.0
AMENDED A?ROVEI) 6� 0 438.37 / 4 = 109.59 = AVG GRADE
PER BMP T5.13 134-59 MAX RIDGE
28.45 RIDGE ABOVE SLAB
Zone �S- D- Conte,
_j1_Fl.g_L 0
Setbgcks Reguired Actual SLAB AT 103
RIDGE AT 131.45
Front 0
Re. C) "I
Other vJ RESUB F-4
APR 10 2018
CITY COPY -1101amm-
SCALE LEGAL DESCRIPTION
1" = 15ft Section 24 Township 27 Range �D 00
-me co t� OWNER 03 Quarter NW - LOT 3 OF Ln
gq� Thuesen CITY OF EDM S NO S
Custom Homes REC AFN 2011
14�
-04 �ING
514 8th Ave N A PTN SEI/4 NW1
ov "'qSION RESUB
Edmonds, WA PROPERTYID 16 2018
As No
-D ate 425-772-9401 27032400225300
CITY OF EDMONDS CITY OF EDMONDS CITYOFEDMONDS \j I
Eric Thuesen EDMONDS ZONIN
TESC, EXIST.�
RS-12 GRADES
PIPE USE, SIZE AND MATERIAL EDMONDS ZONING RS-12 FILTRATION SOCK ON
WATER - I 1/2"20OPSI POLY 25'MAX HEIGHT CB ON LOT 3 102' 94.19' 10T 106' 108' 110.
SEWER - 6" SEWER PIPE 35% MAX IMPERVIOUS INV 92.75' -
STORM\ RIM 95.25' SIMTEENCE - - - - - - I — - - - - - - NOT -__CB #4
FOOTING DRAINS - 4"SCH 40 pVC LOT SIZE: 12,034 A__Y INV 100.0,
STORM WATER RIM 103.0'
TIGHTLINES /
------------
IMPERVIOUS: 20-6" SW STUB Z 112'
A.0
HOUSE - 2,998 (24.9%) S=2.00%
W.P. DECK - 225 (1.9%) INV=101.5
IF RIM TO INVERT 61"
DRIVE - 1192 (9.9%)
ELEVATION 114' CB #3
WALK - 245 (2.00/6) MINIMUM TOF HORIZONTAL
EXCEEDS 5% TYPE II INV 109.0
MANHOLE WILL BE TOTAL - 4,660 (38.7%) SEPARATION BETWEEN WATER
SERVICE AND DRY UTILITIES. RIM 106.0
REQUIRED.
MIN 10'H. SEP. BETWEEN d
WATER AND SEWER
-MIN TH. SEP B��EEN
CB #2
WATER AND S�O M 116'
INV 108.5'
2TUTILITY EASEMENT B RIM I 11.0'
6' CLEANOUT W/I
THROUGH LOT 3Mr TOF HOUSE CB #1
PROPERTY LINE OF LOT 2
6LQLEA,��S INV 110.0'
V)
1"WATER METER IN SS It= RIM 1125
SIDE SEWER
CITY R.O.W. WITH -s 20'-6"SS STU 111 /.� , . ....
00 1 1/2"WATER SUPPLY B PATIO
METER AZTAQHED wr
S=2.00%
LINE TO HOUSE TO BE FIL11SRAT "IOSPOICM G PAD
IT
-T& PROPERTY LINE 200 PSI POLY WITH X INV=98.76 �AT 107.5'
\SD EX CB #2
TRACER)VIRE Top 10 9
7 �4�SLOPE
TOP 1019 UTILITY PEDESTAL
'7�
9, ,0
Ell 94'
43P CV,
Cd co
895V!5�
CABLE DATA N8951'53"E
GAS
zZ7_ �GAS.'
ELECTRICAL/ W
PRIVATE INGRESS, EGRESS &
CURBI�
SHE)Rff P"T OT 3 STORM*
STORM SEWER
MANHOLE
DATUM PT i . ....... ... ........... ......... S99'51'53"W
9/, 1 102' 104' 106' 110- 112- lIV 116'
RIM TOP: 95.5 6 00
-Fa 00 Zon J11q5-(P 100 30'DRIV 25'DRIVEWAY
GR�D
SSH #2 DES -106 GRADES 1 6-108 GRADES 108-108
SEWER (10'17ROMW)�
SEWER 6" CLEANOUT AT P/L ll%SLOP 7% SLOPE 2% SLOPE
MANHOLE W/ 12" CAST IRON LAMPHOLE
ON 8th AVE COVER WITH 1/2" HEXBOLTS W A: 10
(0 it STORM WATER TIGHT LINE AND FOOTING B, 116.1
INV 98.00 (102- FROM HOUSE IS 3.4% SLOPE)
(1'/ F*
or DRAINS DIRECTED TO STORMI WATER STUB C: 113.9
FOR L07 3 INSTEAD OF ACROSS LOT 2. D: 1
STORMWATERDUEENIM
BY DON FIEM M70M 108 '98 GRADE
Refer to 05-05-2009 discharge directly into 133.98 MAXRI E
regioml detention facility just West of site MINIMUMOF'T FC VERI REQUIRED FCR ALL PIPES LOCATED UNDER
which discharges directly into Puget Sound. DRIVRABLE SURFACES AND 'OF COVER UNDER LANDSCAPE AREAS. 28.45 RIDGE ABOVE SLAB
ENGW42-FRING L-AVISiON
CIVE AS NOTED
SLAB AT 103
RIDGE AT 131.45
0
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0
0
F11 "Drou'Ntl d%rzck4
THE CITY OF EDMCRF_,
FINAL RESTORATION SHAU
BE COMPLETED BY THE CONTRACTOR, NOT
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LEGAL DESCRIPTION
EDMONDS ZONI
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1" = 15ft
Section 24 Township 27 Range
RS-12
RESUB
00
ti,00"'U") L;vv6.+C,
OWNER
03 Quarter NW - LOT 3 OF
LOT SIZE PR 1 2018
I Ji
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Thuesen
CITY OF EDM SP NO S-07-76
12,034 S.F. ONX
Custom Homes
REC AFN 201111145006 BEING
IMPERRVTC)
!M OUS�
pfc-cow ktyiird
514 8th Ave N
A PTN SE1/4 NW1/4
HOUST 2,998 ( .
11-16-1116
4-d dt`c�ckm C",Ayouhbn
Edmonds, WA
PROPERTYID
W.P. DECK - 225 (1.9%)
425-772-9401
27032400225300
DRIVE - 1192 (9.9%)
REVISED
04-04-2018
Eric Thuesen
SCANNED
EDMONDS ZONING JUN 0 12820
WALK - 245 (2.0%)
DRAINAGE
UTILITY
RS-12
TOTAL - 4,660 (38.7%)
AND
FINAL
GRADING
IN SE1/4, NW1/4, SECTION 24, T.27N., R.3E., W.M.
0+15.71; 147.14 1 RT
T0P=1Ee.5:b(AT GRADE) 101.50(AB)
NV=91-89, B"SW-OUT 92.11(AB)
NV=94-9G-8-N-IN 92.21(AB)
PER CITY STD DETAIL
#E6.1-SEE SHT 4
Lovell—Sauerland
& Associates, Inc.
E..in/Suq/PI
oulte 6u
Lyn..d, WA 98036
phone: (425)775-1591
fax: (425)672-7998
e-mail: info@lsaengineering.com
web: Isaengineering.com
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490,P.21
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DEVELOPMENT SERVIC
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1 or
CITY OFFnUnn
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FATERTAT, EDMONDS ZONING RS-12 FILTRATION SOCK ON
WATER - 1 1/2"20OPSI POLY 25'MAX HEIGHT CB ON LOT 3 9 102' 94.19' 104' 1 106' 108' 110,
FENCE CB #4
STORM RIM 95.25' a
SEWER - 6"SEWER PIPE 35% MAX IMPERVIOUS INV 92.75'
FOOTING DRAINS - 4"SCH 40 PVC LOT SIZE: 12,034 S.F. Y INV 100 0,
TIGHTLINES/ IMPERVIOUS STORMWATER RIM 103.0' 13
BUILDING - 3,360 (27.9%) 2&-6" SW STUB 112' -2
0*
W.P. DECK - 225 (1.9%) S=2.00%
N IF RIM TO INVERT DRIVE - 1,337 (11.1%) INV=101.5
WALK - 254 (2.60/6)
ELEVATION TOTAL - 5,176 (43.0%) - MINIMUM TOF HORIZONTAL 114� CB #3
EXCEEDS 5', TYPE U SEPARATION BETWEEN WATE
MANHOLEWILLBE SERVICE AND DRY UTILITIES. INV 109.0'
REQUIRED. 6 RIM 106.0-
- MIN IO'H. SEP. BETWEEN
WATER AND SEWER
- MIN TH. SEP. BETWEEN PROPOSED CB #2
WATER AND STORM STRUCTURE 116' INV 117.0'
24'UrILITY EASEMENT RIM 118.5'
ff CLEAANOUT W/1
Z THROUGH LOT 3 TO
0) PROPERTY LINE OF LOT 2 TOF HOUSE CB #1
6"CLEANOUT BETWEEN BENDS INV 115.01
I"WATER METER IN Ss 141-�. RIM 116.5'
CITY R.O.W. WITH SIDE SEWER 101.5,
1 1/2'WATER SUPPLY 20'-6SS STUB PATIO.
METERATTACHED LINE TO HOUSE TO BE S=2.00%
TO PROPERTY LINE FILTRATION SOCK ON
200 PSI POLY WITH SD EX CB #2 INV--98.76
TRACER WIRE
TOP 101.91 UTILITY PEDESTAL
INV 98.
CB#3
EB
- \ D
W 14.30' PROPOSE
CABLE DATA\, \1 .11yrt 1+ GARAGE cgg
—N8951'53"E-4 66-23
GAS ---- - —
ELECTR[CAL/ /1�6'PRIVATE INGRESS, EGRESS &
ILITY EASEMENT THROUGH
Un
C� �o
STORM SEWER N 3 PER SHORT PLAT LOT 3
MANHOLE z
PT
DATUM
RIM TOP: 95.5 961 100, 104' IW SW5]'53W 110' 112' 114' 116'
100'DRIVEWAY 30'DRIVEWAY 25'DRIVEWAY
SSH #2 SEWER (10'FROM W) GRADES 96-106 GRADES 106-108 GRADES 108-108
SEWER 6" CLEANOUT AT P/L II%SLOPE 7% SLOPE 2% SLOPE
MANHOLE W/ 12" CAST IRON LAMPHOLE
ON 8th AVE COVER WITH 1/2'HEXBOLTS
INV 98.00 (102'FROM HOUSE IS 3.4% SLOPE) STORIM WIATER TIGHT LINE AND FOOTING
IM C
[DRA:IM DIRECTED TO STORM WATER STUB ofAJ)A
a IN
STORM WATER DETENTION WAIVER FOR LOT 731NSTEAD OF ACROSS LOT 2.
RY DON FIENT 07/1712007
Refer to 05-05-2009 discharge directly into
regional detention facility just West ofaite MINIMUM OF TOF COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER
which discharges directly into Puget Sound. DRIVEABLE SURFACES AND POF COVER UNDER LANDSCAPE AREAS.
0
0
0
IFINAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOR, NOT THE CITY OF EDMOND
7S. E-
z
cu
Z
SCALE TEGAT, DESCRIPTION EDMONDS ZONING
1" = 15ft Section 24 Township 27 Range RS-12 00
OMMER 03 Quarter NW - LOT 3 OF LOT SIZE
Thuesen CITY OF EDM SP NO S-07-76 12,034 S.F. feli'Ll 13 2021't-q
Custom Homes REC AFN 201111145006 BEING IWERX401JS
514 8th Ave N A PTN SEI/4 NWI/4 BUILDING - 3,360 (27.9%)
Edmonds, WA PROPERIM W.P. DECK - 225 (1.9%) 11-26-2016
REVISED
425-772-9401 27032400225300 DRIVE - 1,337 (11.1%) 03-W2020
DRAINAGE
Eric Thuesen EDMONDS ZONING WALK - 254 (2.6%) UTILITY
RS-12 TOTAL - 5,176 (43.0%) AND,
FINAL
GRADING
INSTALL AND MAINTAIN ALL
TESC MEASURES ACCORDING TO
APPROVED PLANS, CITY OF
EDMONDS STANDARD DETAILS,
AND ALL OTHER MEASURES
THAT MAY BE REQUIRED
DURING CONSTRUCTION
N
00
EDMONDS ZONING RS-12 FILTER FENCE BETWEEN LOTS
2AND3TOBEINSTALLRDAFTER
25'MAX HEIGI-rr FINAL GRADING AND STORM 94.19'
35% MAX IMPERVIOUS DRAINAGE IS COWLETE. -N9OoE
SEE EDMONDS DETAIL ELI El
LOT SIZE: 12,034 S.F. A
IMPERVIOUS --------------- -- -------- --------------------------- ---------------
BUILDING - 3,360 (27.9%) 0'
W.P. DECK - 225 (1.9%)
DRIVE - 1,337 (11.1%)
WALK - 254 (2.6%) FILTRATION SOCK ON
CB ON LOT 3
TOTAL - 5,176 (43.00%) INV 92.75'
RIM 95.25'
FILTRATION SOCKS ON
ANY DOWNSTREAM CATCH BASINS.
SEE EDMONDS DETAIL E13
COVER SOIL STOCK
PILE VATHIN 24 HOURS
24'UTILITY EASEMENT
D P no.
THROUGH LOT 3 TO
SOIL
FILTRATION SOCK ON
PROPERTY LINE OF LOT 2
STOCK
CRUSHED ROCK SD EX CB #2
TOP 101.91
CONSTRUCTION ENTRANCE PROPOSEDF
SEE EDMONDS DETAIL E1.2 INV 98.00
EE GARAGE
�4W
9 51'53" E N
�16'PRIVATE INGRESS & EGRESS
ao
EASEMENT THROUGH LOT 3 PER
SHORT PLAT EXTENDED INTO LOT 2
SS MANHOLE #2
100.0 TW
DATUM PT 96.0
97.0 EG
RIM TOP 94.0
95.5
EGIN WEST WALL
ON 8th Ave 94.0 TW
98.0 TW EXISTING
94.0 EG+/-
94.7 EG +/- RETAIIIIING
WALL
CITY OF EDMONDS
102.0 TW 107.5+/- TW
101.0 EG+/- 105.0 EG
BEGIN EAST WALL
107.0 +/- FG
105.0 EG
END WEST WALL ALL DISTURBED
Soils TO
BE CDMPOST
AMENDED
PER SMP 15.13
W- lb,
= WPM
ft
1114,
PROPOSED
STRUCTURE
cu
EXISTING GR ADR CAICS - HOT ISE
CU
EG.130
S89- 51- 53-W 0 1 A. 97.2
121.0 TW EG,/- EG., 121 FG.- 119 B: 11&75
112.0 FG FG. 114 TWJ25 C: 117.5 -
109.0 FG TW.120 D-982
121 * 0 EG+/- 431.7 / 4 = 107.93 = AVG GRADE
115.017W EG+l- 112.0 FG 132-93 MAX RIDGE
109.0 FG
122.0 EG +/- PROPOSED RIDGE AT 130-75
EXIS�TNG 112.0 FG SLAB AT 103
RETAINING 27.75 RIDGE ABOVE SLAB
WALL
'0
z-
Z
SCALF, LEGAL DESCRIPTION
1" = 15ft Section 24 Township 27 Range
00
CIAMNER 03 Quarter NW - LOT 3 OF
z
F-4
-14
V-q
Thuesen CITY OF EDM SP NO S-07-76
Custom Homes REC AFN 201111145006 BEING
514 8th Ave N A PTN SEI/4 NW1/4
Edmonds, WA PROPERTYM
11-26-2016
REVISED
0 4
425-772-9401 27032400225300 RevialfA103-04-2020
Eric Thuesen 'EDMONDS 70WING P 7 011F
SITE / PLCrr
RS-12 hAR 13 202g
TESC, MST.
cu;,_M�
ci,.YRAM
GRADES
i�.N7
,
INSTALL AND MAINTAIN ALL
TESC MEASURES ACCORDING TO
APPROVED PLANS, CITY OF
EDMONDS STANDARD DETAILS,
AND ALL OTHER MEASURES
THAT MAY BE REQUIRED
DURING CONSTRUCTION
N
00
CRUSHED ROCK
CONSTRUCTION ENTRANCE
SEE EDMONDS DETAIL E1.2
SS MAMFIOLE #2 - i -
DATUM PT %.OTW
RIM TOP 94.0 EG
95.5
ON 8th Ave
94.0 TW
94.0 EG+/-
CITY OFEDMONDS
-A. -L
-C -CE -� rjoN s�rme
EDMONDS ZONING RS-12
I IlTER FENCE BETWEEN LOTS k'- C, e �k . &"k
25'MAX HEIGHT
2 NYD 3 TO BE INSTALLED AFTER eclt�"� Au�
35% MAX IMPERVIOUS
NNAL GRADING AND STORM
!RAINAGETSCOMPLETE. Od'Qt3-
LOT SIZE: 12,034
,1S,E EDMONDS DETAIL E1.1
IMPERVIOUS:
0
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%)
FILTRATION SOCK ON
DRIVE - 1503 (12.5%)
CB bN LOT 3
WALK - 245 (2.0%)
IN\: 92.75' 0
TOTAL - 4,971 (41.3%)
FUR 95.25'
FILTRATION SOCKS ON
ANY DOWNSTREAM CATCH 3ASINS.
SEE EDMONDS DETAIL EL3
COVER SOIL STOCK
PILE WITHIN 24 HOURS
D
2,V UTILITY EASEMENT
THROUGH LOT 3 TO
FILTRATION SOCK ON SOIL
PROPERTY LINE OF LOT 2 STOCK
SD EX CB #2
TOP 101.9' ILE
INV 98. pro
--:r�Z.�-k�'PRIV-ATE -INGR-ESS &-EGRESS
EASEMENT THROUGH LOT 3 PER
SHORT PLAT EXTENDED INTO LOT 2
97.0 EG +/-
BEGIN WEST WALL
TW -SrING
EG RETAINING
WALL
rer WO 2.0tl til 460*
T- CITYOFEDAIONDS
A
14.30'
_189 51'53" E
-----------
Co "P G
41
L
- fjlj7j�/�iW
101.0 EG+/- 105.0 EG
BEGIN EAST WALLL
107.0 +/- FG
105.0 EG
END WEST WALL ALT, DISTURBED
SOILS TO
BE cbMPosT
AMF,NDED
PER BMP T5.13
0/1
0
0,21 T
t:L0
rn
bjD
C's cd
7�
- IlU.UU
h
I
EG:13
t
S8 9*51'53"W
FG: 119
121.0 IW EG +'-
- l'W
13+/- TW EG
11
08.0 FG
12'0 FG
1 .
�
FG: 1 14
TW:120
121 * 0 EG+/-
EXL%WG GRADE
1 15.0 TW
EG+/-
112.0 FG
109.0 FG
A, 97.53
EXISTING
122.0 EG +/-
112.0 FG AR7,0vEfD B)4LANNING
B: 121.70
RETAINING
C: 120.06
99.08
WALL
D,
438.37 4 = 109.59 AVG GRADE
Comer fJ FIR&Y
134.59 MAX RIDGE
Setbacks RNtfired -A=AL-
28.45 RIDGE ABOVE SLAB
Front 10 J(
Sides 10 -IL
. SLAB AT 103
CITY OF EDMONDS
U ac.
-?Pe 11W
-ar r I ___L2_
Otherv,/ 10
RIDGE AT 131.45
0
0
F.-I
EMINEERR40 CAVISION
WORRY SUB
Cn
S NOTEP
A%eRO ;2018
SCALE
LEGAL DESCRIPTION
1" = 15ft
Section 24 Township 27 Range
00
OWNER
Quart�r/NW - LOT 3 OF N,
MAR
OnUU-1
Thuesen
CITY OF EDM SP NO S-07-7qulLDlNc'
Custom Homes
ITYCITEMAUIZ'�*
Y 0
REC AFN 2011111a45OON
DERAFQTV'j�
514 8th Ave N
A PTN SE1/4 NW1/4
Edmonds, WAr
PROPERTYID
11-2 016
'Vl'
R U8
U8
V
PV
BE i I
RE' r
�D
D118
425-772-9401
27032400225300
013-11.2
Eric Thuesen
APR I
EDMONDSZO N
0
%bE PLOT
'OT
P
RS-12
ST.
TES EXIST.
I
FS
RA DES
ov
CITY OF EDMONDS
PLAN REVIEW COMMENTS
PLANNING DIVISION SCANNED
C. ,%qo
425.771.0220 DEC 19L i 2019
An
DATE: August 19, 2019
TO: Eric Thuesen
cau
eicthuesen@frontier.com
DEC 15 2%
FROM: Kernen Lien, Environmental Programs Manager
W1
0 �
Cft%A..WTWW
kernen.lien@edmond wa.gov
E%kQ
RE: REVISION Plan Check BLD201700545
514 — 8t�'Avenue North
New Single Family Residence
On behalf of the Planning Division, I have reviewed the proposed revisions to the above building permit
application. During review of the subject submittal, it was found that the following information,
corrections, or clarifications need to be addressed. Please respond to the following items, so that I can
complete my review:
1. Height Calculations:
�2- a. Pursuant to ECDC 21.40.030.A, height is measured from the average level of the undisturbed soil
p)04f the site. For properties that have a subdivision, the contours that existed prior to any site
ork is considered the undisturbed soils of the site. The elevations used in the height
calculations do not appear to match the contours of the subdivision and note that are the
proposed final grade. Please revise the height calculations so the basis of average level is the
undisturbed soil prior to any site work associated with the subdivision.
ZCalculate each building separately: Since the garage is now proposed to be detached, the
I or3 maximum allowable height must be calculated separately for the residence and the garage.
q04t4%04 Please update the height calculation providing separate height recta ngles for the residence on
ga ra ge.
P5 2� Accessory Structure Limited to 15 feet: Please note that a detached garage is an accessory
jr)c4,� structure and is limited to a maximum allowable height of 15 feet pursuant to ECDC
16.20.050.8.
d. Elevation views: Please update the elevation views showing the 6isting average grade,
maximum height and proposed height on both the residence and the detached garage.
t--�72. Missing Plan Sheets: The cover sheet for the submitted revisions reference a site plant, Sheets 1, 2,
3, 4, 5, 6, 7, 8, and 9 as well as a retaining wall revision. However, only the site plan, Sheets 3, 4, and
9 where included with the revision. Please submit full size plan sheets for all sheets related to the
revision. More comments may follow once all of the revised sheets are provided.
I,— P-0
f�t% 3 Garage Living Space: While living space above the garage may be permitted (provided the garage is
FtO -
within the allowable height); please note the living space cannot be designed or permitted as an
(K) ADU under existing code.
�bsm
I
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REFERENCE DEIAIL L FOR CONNECTION HARDWARE
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n r � d u, Is. If 5. w] A al Idu el son. one,
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ALL
r :E
OSB= BOL N ARWAUL LINES TO HAVE 3*X3'M.22V WASHERS 2308.3.2, r From MudsIi edge on ',us with
if sh�IIO 2 PLIF Iner SDPWS 4.3.6.43.. unless, hold-dowas proMed at wall ends par exceprion.
(2) STUDS PER
i*MST HOLD-DOWN
'SIMPSON' ST6236
STRAP HOLDOWN 11
(40) 16d x 2-1/r NAILS.
FILL ALL HOLES W/ NAILS.
JOISTS PER PLAN
(2) STUDS PER
MST HOUDOWN
EDGE NAIL PLYWOOD
TO DBL STUD (TYP).
/-F'\ EXTERIOR STRAP TIE
`,Q� (EXT- SHEAR WALL ACROSS UPPER FLOOR)
ROOF SHEATH NG
RBC OVER SH WALLS
PER COLUMN 6
x RAFTERS
OR TRUSS TOP
CHORD
ROOF SHEATHING
3-16D TOENAIL EACH TRUSS
EDGE NAILING
2 x CEILING JOISTS
OR TRUSS BOTTOM
CHORD
BIRD BLOCKS BY
SIMPSON'S HI
I S
RUS
SEISMIC 71ES
MANU CTURER
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SHEATHING ON
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FACE PER
EDGE NAILING
PER Ol 3 OF
COL I OF HEAR
WALL SCHEDULE
IF REOUIRED
SHEAR WALL
SCHEDULE (TYP.)
16d NAILING TO BOTTOM
P TE PER COL. 5 OF
SHEAR WALL SCHEDULE
A T RIM
PLATE NAIL PER LA35 PER COL 6 WHERE DETAIL
COL 3 Ll
16d TOE NAILING SHEATHING DISCONTINUOUS.
To SEE DETAIL A FOR
0 RIM TOP CONTINUOUS REQUIRMENTS. U77
PLATES 0 12" O.C.
'M.
F R
' S�
C: IMPSON A35
S
BLOCKING AT ALL FR MING ANCHOR
P PER COL 6 OF
ANEL EDGES SHEAR WALL SCHEDULE
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AGE PER
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COL 1 .1 SHEAR P NEIL PLATE NAILING
WALL SCHEDULE PER COL 5 OF SHEAR
AND NOTE 2 WALL SCHEDULE (TYP.) ALT RIM
CONTINUOUS SHEETING D UBLE RIM WHERE DETAIL
FROM TOP PLATE TO
MUDSILL_ NAIL MUDSILL DOUBLE ROW OF
PER OL 3 FOR MAIN PLATE NAILS
FLOOR SHEAR WALL
Rl AFPA SDPWS Section 4Z52 Deses 1b, Fanen Tracts,
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an
WA WNS �11 4.1.3
BLOCKED WINDOW SHEAR
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ou
EXTENT OF -VARIES (SEE PLAN)
MIN.
HEADER 2X4 TOP PLATE OR PONY WALL ABOVE
eARAGE DOOR NOR MIN. 301.25
SEE FRMG. PLAN FOR SIZE)
imp
8�11, 4S.B. TO HDR. jWl 0 3 O.C.
1 STPILS @ 2.5 C. TYR
Q)
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N NA
AIL 0 'LTIS,"IR
STUDS . G r
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DY IVOWEON' I
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D14 OR PLAN N07E CALL -OUT.
A INSTALL PER MANF. RECOMMENDATION.
VITINUO 2-2X4 PLATES, % SHTG.
T'E'ni 12 L2 MINI TO EA. PLATE _ E NOTE BE OW
L
AID
Q)
z
)57
Ill AM 'ROG BOLTS
r All
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N U-15",
2k
LU
or a
or a J111t the h g
or a
or a
or a .sUn th. Inn
which cal take the 11.. the second plol Log bolts are to
replace anchor bolts Into 4x 0 RIM. The STHID14's are to be
replaced with STHD14RJs or added to with MST 60's at a pony
-11. MST 60'. .. to repI... STHD14!O at a second floor
application.
/-G'\ LATERAL RESTRAINT PANEL "LRP"
TLRP SIMILAR l APA TT-iol
VARIES
1,H RU 1011 SHEATHING
LLJ
/_NIl
TO 2X4 BLOCKS (TYP)
r:
n
2X4 BRACE
k, 7Z
-"2X4 BLOCKS ABOVE
(3) 12d(1YPl
_-MFG'D TRUSSES
<
0 2e D.C.
45' MAX --,A35 CUPS PER
Q�
SHEAR WALL SCHED.
11 I41l SHEAl 1--1 TOP PLATE
_j
CALLOUT
ANCHOR Bul
r
SNAPS N A35
PER COL 7 OF
FRAMING ANCHOR
SHEAR WALL
PER cOL 6 OF
SCHEDULE
CRAWL SPACE
SHEAR WALL SCHEDULE
TYPICAL SHEAR WALL NAILING WALL TO FLOOR
G NOT TO SCALE
TRUSS DIAPHRAM
(INT. SHEAR WALL TO PERPENDICULAR ROOF
IZZ!
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Q
Q
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NOTES
Applicable Codes:
2015 1-11-1 IISPI-1i C,,d, (IRO)
2os 1-t-I -ldmg CI,d, (MC)
205 WA ftl. E-gg CPd. (WIMIC;
GENERAL:
TIM CONTRAPTOR 514ALL INSPECT THE SIM AND SO11-
CONDITIONS � �ERIFY SITE AND BUILDING DrEMONS
� cclmrahlc�m �
PR0vIPM TmMPoRA BRACING AS REQUIRED CuRING
ERECTION,
� PY 01= AND LOOATION OF ALL OPM411,136 IN FLOOR, ROOF
AND WALL W17H MEC14ANICAL AND MI-MOTRICAl- WORK.
PREFABRICATED 11SMS SAALL BE HANDLED � INSTALLED
FSQ MANXACTURERS WOO-IMENDATICNi.
FOUNDATIONS:
1. 9�TIENP ALL POO13,11alS DOWN TO FIRM WIL 18
No4ms BELOW ADJACENT cm,"DE.
2. CENTER FOOI ON COL AND WALLS E-EPT XLEN
DIMMASIoNED of�mwl�
. WIDEN PWROATION ANC, FOOT � .4c"Ea TO SJPPPRT
MASONRY VENEER �RE APPLICABLE. �RIFY LOCATION&
CONCRETE!
LCONICRETEDESI BASED CH25- PSI NO SPECIAl-
INSPEPTION WWI-. SUPPLIED CONICRETE TO SLALL BE
55 SAoIC MIX BV,�O PSI AT 20 PAYS LNO. TO ME AIR-ENTRAINE.
(S� - 1%) 3000 PSI AT 28 DAYS UaFM EXPOSED TO WEAT�MR
FOR DURABILITY.
2. SLAB ONI GRAPE (WEA715D SPACES A' CD,41RINTE SI-A35 WIT14
14 S� W. W. M50lL 1. UND �R & MIL VAPOR 5ARRIER OVER
4" COARSH &RADE GRAVEL FILL. M-10 1 2 " RIGID INSULATION
AT PERIMETER WERE SLAZ 16 LEW �AN 2- BELOW GRAPE.
STEEL;
1. REINFORCING STEEL 51�1- BE 14, GRAPE 40. ALL BARS --HALL
BE CLEAN, DRY AND TIED IN PLACE. LAP SPLICES IS INCHES
HNIMPt
� AN.401lt BOLTS 014ALL. 1"� DIA ' lo" WITW 0229'. X 3" X
S=AW PLATE WASHMe. SPACE AT 12- MAXi� ANZ, I WILT
.1AMETERS MINIMI'M FROM WILI.E. AND PLATE ENDS.
SPACE ANC-401"t BOLTS AT & FEET 0. � FOR, SINGLE STOR, AND
4 FEET 0. C. FOR TWO STORY. SEE SWEAR SPAIEDULE FOR
.P-fNG AT �AR WALLS. AN� BOLTS SWAI-L 'AE 'Ll
M]N`M`M EMEEDMENT. ii�' TkWAO5D ROD, MPDXED A M1NfMLM OF
4" INTO CONCRETE, OR I" STRONG BOILT WIT 4- EMBEDMIMIT C-
ME SI.eSTITLTED FOR PAST IN PLA� AN04OR BOLTS
3. STRJCTU� STEEL PLATE 15 TO ME - NO AND FOR BEAMS
1,
S TO BE AeW-W LNO
WOOD FRAMING:
OFAL I - .. BEAMS. HFADEFe. POSTS
wv EXTERIOR AND BEARING STUDS, PLA�71E., IDI.T.,
RAFTERS, � LIGNT FRAMING.
W SIP. INTERIOR SWO6, PLATE..
GLUED LAMINATED MEMIBERS,
-U-L MEMBERS SWALL. ME AILTZ. CERTIFIED.
0 4-4 OR SIMPLE SPAN SEAMS.
SPANS -MW NOTED ON TLE PLANS.
APPLY ONE COAT OF END SEALER �PIATM-Y AFTER
TRIMMING
ENGINEERED LUMEER:
L TOMIS5E"
L�TOMI,IIEORM IXG
PSL TO ME 2,OE OR DETTERIXO
SHEATHING:
ROOF � WA-1- 8141E THING 64ALL ME IA&" APA RATED
&'O-EPGESIV'O--
FIELD. FI-00K SHEATHING Sl4A- M3/4-NCM1NALT4GAPA
RATED �EATHING GLUED AND INAILED WITH � - 6" 0, C. -
EDGED, 12" 0. C. AT FIELD. WPPORt PANEL BOOM PER APIA
RECOMMENDATION..
PREFAEPICATED JOISTS / TRUSSES:
PREFAB JOISTS AND TR.ISSES SHALL ME DESIGNED BY THE
MANUFAOTURM, �INEERMD Sl� DRAZI� AND LAY01T
51�1-1- BE BA5MITTEV FOR APPROVAL. BRACING AND
CONINECTION5 OHAL ME DESIGNED � DETAILED BY THE
TRZ5 LOADING 014AL TA� LIvE LOADIN3 SPECIFIED N TABLE
FDO 5 INTO AOO-NT � 50TTOM! O40RD Ll- LOADING OF 2G
F15F. IF E5 AM DESIGNED FOR ATTICS WIT� STORAGE,
IWMMNTaTLM
TYPIM ME OESI�P FOR 1. POP.
HANGERS/rASTENER6:
ALL HANGERS AND FRAMING AN ARE TO 5r SIMPSON OR
S=AL. L METAI- N CONTACT WjT� FWSWRE TREATED WOOP
ARE TO ME XMAK NDCI(GIW), STAINLESS STMML� OR MET A07M A
53 OR A 653 STANDARD& ROPER TO IISO PUTIA1 OR ISO
2"4251
(2)
(F) FOUNDATION STEP-DOUN DETAIL
Ml-
NA.-
ILA
GARAGE/SLAB FOUNDATION DETAIL
I
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E
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PRAN MAY
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2- PUZA,",
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MOSILL MR �R �L �IEDJLE
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DFSIGN CRITERIA
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ml—"FILEsu�
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A—R�TS,
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UPPER
ROOF F"AMNG
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UPPER FLOOR
SCALEW.IFf
V3 Al
z
Ln
r11
EM
im
y'll4illm-
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MAR 13 2029
UPPER FLOOR
UPPER FLOOR JOISTS
PER PLAN
OWER FLOOR
LAP TOP & BOTTOM PLATES & NAIL TO COMMON
MEMBER TO INSURE SHEAR IS TRANSFERRED.
NAIL PER LOWER FLOOR SHEAR WALL CALLOUT
REFERENCE DETAIL L FOR CONNECTOR HARDWARE
ACROSS UPPER FLOOR
ra"M o.
To
lanni-
1. 1 -
rL
To
__Na_ TER14ATE
Q MU Dl��HRAM
'Nr !6 7 ra - _-)
PER PLAN. SEE 'SIMPSON'
NAIL REQUIREMENTS
-SHEAR WALL
PER PLAN
__-JN '1�;p ---,
Gg' PLATE
Ch.
PER ULE
DBIL
JOISTS
DEL JOSTS OR FED SCUD L T(GWE)
(0 JOI
(0 JOIST PARAUEL CU)_AR TO SHEAR WALL)
PS. JOI STS PERPENDI-
ST
'Sim SON' L9 0 EAL 0 'I'M WAL& W A_35 PER ODL 6
0 f, TO SIDE PL SOU A- PER 6 PLA
Ar 0 EA. END TAL�-, Ir BLOCK NO GT%BLE JOIST OR BLOCKS WHERE DOUBLE TE NAILING REC`D
INTERIOR STRAP TIE INMR'OE HEAR WALLS TO
(INT. SHEAR WALL TO FLOOR BEAM) FL-11-R BEILIF
(D (D (�) (�) 0 0 0 0
DnrcFn 5ulld Services, la: (360) 1921-13"S - Shear Wall Schedule - Renr ED - 7/2/2016
SHEATHING
NAIUNG
END STUDS
QIIIO
PLAIIE NAUNG
12d
12d
AN/RBC
-P PL
1/2* AS.
VACII.
"C"a
L-m
F-_7
1/2* Slietrack
ad -11wardl 0 7' a.
X4
I U4
1 ft' 0 14'
1 ft. Is 14
1 -
Is.
i-_4
1 /2* Shss�
M Wallboard 0 47
I 2X4
.4
1 Raw 'I.
I Raw 0 il-
k.4
I-
Isp
31�.
51W Shw,�k
ad ftubocrd Or
1 20
1-20
1
1 Raw 0 a-
U,
/2' Sheetack
U ftilhowd 07'
1 2X4
2 X I_
1-240
I as B
1 Raw S*
I
,Nd.
42_211t!I;N�:�:'.
/rnir. 4. Need,
ANT
r-W or show
LATERAL RIEM�NT PANEL
515 La/ H.
,,Do
Beesol on VA 120011-56
& Onat IN datsd &,, V. III Mein, wAns � dowed InIski an H.D. delp
ALL WALLS BLOCKED
W-6
Z/161
Edge N.Rhq
00l or 16a Steals OC
2-20/1-2M
Raw 07*
HF Saming
2'-01..
HF -
215
HF IIND
300 1
11
7 /16* ON ad
is
W&M a, 16 Slo 11 02.5'2
ar
2M/001
Raw W
0 4'
alp
1 4u
ar_�
7 il-osei ad
2-2101 n4i
1 Raw 04
5
0 I.r
a,_s
7 II'M led
W",
1-DFn-4"
2
5/9'
0 15
S'S
WO:SBSd
a,- ad
or... arna. stopl. Ge
�W/2-2.61
1
5
"a IN
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7 Is- M ad
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a
171.
as
S2-3
7 18' M ad
0.3"mm
is
I
am
I.S-
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11 25
_52-2
d dul. - .D.. or Ecad
wind Uerl, Onclaid
AM
AM - Delos 4 1, Nrpeal catolpe
Go. 60 lb 0 1.6
HI
H1 - I'm to W oct, lateral
41
415 lb 0 1.0
MITHIS
-THIAMIDIBRI-V we] M57-12'. 1. cartud. a-.,
ilegn
IUD
lb 0 1.6
I.Salrits
LSD`TH8AAP1HaRk6* wou M5`1
200
1.1.
la 0 1.5
MTHB
LeallasAM111MIr was 02-1 �,wtedk
3115
U50
lb 0 1.6
0111-6 Idl 1. outside ocriner
2050
14M
I..
ff- f. bid.
310
2175
ib 0 1.6
L Wide surn,
4755
340a
Ib I..
STHDl4
D!!�E2-Mla -I .a - I carner
bed.
3200
2685
lb .6
1-
SIDDID14.erflal)InD,W�F
+ touside own,
w,,I:
410
Wool
sDa
i0D _
4/e 6 4NJ_B. ; i;��
- + �1� co'ns'
W45
M5
Ib 0 1.6
NDU5
HDU5 W - 5* End11
=5
Ib XB./bF
.DU5
pUs �/ e% R21 -_ 2- 2 4e one
_�M
a.5
VQ
1. F
HDUB
�B r Wou en
HDIAB w/ 71W 5" Town Did I
W15
1 6395
11, A.B./bF
HDU8
HDUS w/ 71W S57925 6' wall MIn ST firani Endne
-a
D
P. _
ST24
err Gn4 to lonst - MDnIMI I/ dre
`�p
5-0 -180
,,_
ST am - MST a ./ ft
W95
W95 111
0 1.20
SjWD__
Nelda 0 %!M
�30 111,
0 1.00
Sjn_
MST72 as ft
VW
I VW jib
0 1.00
NOTES.- Ba ad an 2015 IBC and Industry Standard, assume HF for wood moterfal u.n..
It IM4, MI - Iswsn� M. M 71 Is . 1. , 0.
HW:j.t M �AW � d �l N aw 01. �A d h E
norn. _ � b. A:�
1- .1 1�.s 1- 1. 24- .1
u, Ab-dwL
I. se s
Id. t�_ A
7- IVA ani esef/ft I. lo, I. n . On. II I. Ut &N an be esN. I,
ALL ANCHOR BOLTS ON SHEAR WALL LINES TO HAVE YXYXO.229w WASHERS 2308.3.2, r From Mudell edge on elde with
OSS/Plywoad if shear over 200 PLF per SDPWS 4.3.6.4.3.. unless hold -dons provided at wall ends per exceptlion.
_i
(2) STUDS PER
4 MST HOLD-DOWN
*SIMPSON' ST6236
AP H 'WN/"W/.
(40 16d OLD 2� , -
Fj� ALL H.L / Al..
JOISTS PER PLAN
(2
MSTSTUDS PER
HOMAN
EDGE NAIL PLYWOOD
TO DBL STUD (TYP).
/-F"\ EXTERIOR STRAP TIE
(EXT. SHEAR WALL ACROSS UPPER FLOOR)
ROOF SHEATHING
R C OVER SHEAR WALLS x RAFTERS
PER COLUMN 6 OR TRUSS TOP
CHORD
ROOF SHEATHING 3-16D TOENAIL EACH TRUSS
EDGE NAILING
2 x CEILING JOISTS
OR TRUSS BOTTOM
CHORD
BIRD BLOCKS By
TRUSS SIMPSON'S Hit
MANUFACTURER SEISMIC TIES
0 48" D.C. U.N.O.
SHEATHING ON
2ND FACE PER
EDGE NAI NG COL 1 OF SHEAR
PER COL 3 OF WALL SCHEDULE (TYP.)
SHEAR WALL IF REQUIRED
SCHEDULE (TYP.) 16d HAWING TO BOTTOM
PLATE PER COL 5 OF
SHEAR WAU. SCHEDULE
(TYP-) j
PLATE NAIL PER DE
L 3 A35 PER COL 6 WHERE
SHEATHING DISCONTINUOUS
16d TOE NAILING SEE DETAIL A FOR
a RIM To TOP CONTINUOUS REQUIRMENTS.
D.C.
PLATES 0 12" D.C.
1� �� SIMPSON AM
FRIA ING ANCHOR
4G AT ALL PERM
GES 6 or
ED SHEACOWALL SCHEDULE
(TYP.)
WALL SCHEDULE (TYP.)
PER COL 5 OF SHE
AND NOTE 2
WALL SCHEDULE (TY
IV
CONTINUOUS SHEETING
FROM TOP PLATE TO
MUDSILL NAIL MUDSILL
DOUBLE M WHERE
DOUBLE ROW OF
PER C L 3 FOR MAIN
PLATE NAILS
FLOORO SHEAR WALL
CALLOUT
ANCHOR BOLTS
PER COL 7 OF
SHEAR WALL
SCHEDULE
CRAVIIII. SPACE
/T"\ TYPICAL SHEAR WALL NAILING WALL TO FLOOR
\,L/ NOT TO SCALE
Ref APPA WE section t&542 DwIr for Farce T-slo
acting at At PaaI DIM Rqd
48! 48,
Full Pa: Width
d e- Full Pard Width
9 (TIP. 4 Loc"ar.)
Bildho Ian.
\-2,4(orhplat,)�Sh
�IUI; To B�
a.,
2-2. Cwthaic, StroppW Ri, 0- Thin �t
P.f- Sh- Wall Mal.. N. Nofl-h.1 siop, � "�Idn
Not to be shwei th irg� cut and all WW aid Ps
AMA SDPWS �Uan 4.3A3
L CKED IININDOW SHEAR
(D
NO. DETAIL
EXTENT OF 'VARIES (SEE PLAN)
MIN.
H ADER
EAD 2X4 TOP PLATE OR PONY WALL ABOVE
GARAGE DOOR iR. MIN. JxIl.25
(SEE FRMO. PLI FOR SIZE)
-NAIL O.S.B. &0 gC11S.W6!� V D.C.
OR 159 STP
�12 ROW 2-2X4 STUDS MIN
16D
F, 3. D.C. LSTA24 VERTICAL STRAP
@ 13PP13SITE OF SHEETING
NAIL 0 A� PrLTS HDRS. &
ST D W Ed 3 C
7501C.
OFUWS11 ,
S� ST P� Sb 2 TYP.
16DOY...
&NT
W�$IMI
71le O.S.B. (5/8' T1-lI 0 TILRP)
THD14 OR PLAN NOTE CALL -OUT.
INSTALL PER MANF. RECOMMENDATION.
'a
0�_)
NI �:---2-2M PLAT NAIL SIATC.
PLATES,
TO EA. E _ SEE NOTE BELOW
9TE
14 I w 2 MIN
C' ' "'T' W/ "
r GPENii AN INASHER
Q)
_�k
)57
M A 2 AD MIN)
I I. 'r -EEMENT ". S B the rim
No a: Whei 1h -Ll.g Ill. I
f
LU 1,.
. c..g
whl h amid take the cc, of th a ae. .B b.L
mpace anchor bolts Into 4x 0 RIM. The STHD14�9 am to be
replaced with STHD14RJ's or added to with MST 150`9 at a pony
-11 MST 60'. cure to mi.. STHID14'. at . saccrid IT...
.Ppil..tlon.
(J�
/'G'\ LATERAL RESTRAINT PANEL 'LRP'
\,!� TLRP SIMILAR (REF: APA TT-100)
VARIES
ROOF SWATHING
TO 2X4 BLOCKS (TYP)
LLJ
,,_-NAIIIIHII
2X4 BRACE
1Z
__'2X4 BLOCKS ABOVE
(3) 12d(TYP)-
--SHEAR WALL
--MFG ' D TRUSSE S
<
0 24� D.C.
45a MAX '�,AM CUPS PER
SHEAR WALL SCHED.
LLJ
jjIN.jjSHEA ALLT-DBLTDPPITI
I /-E'\ TRUSS DIAPHRAM
ALT RIM (INT. SHEAR WALL TO PERPENDICULAR ROOF TRUSSE�
DETAIL
=1:
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27034
lig
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t4AR 13 2020
GUIMNIN2
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5TRUCTURAL NOTES
Applicable cod..:
2.15 V-1 -- 1.1 -d. (IRCI
2,0115 �Ildlg C�d. (18C)
205 WA �. ar—ag _d. ewsl
GENERAL:
THE CONTRACTOR SHALL NSMOT THE SIM AND SOIL
CONDITI S AND vERIFT' SIM AND Vl DIMENSI"
m
—ICS, M"ll- — MR,Cm A. SsOulmlD vu�
ERECTION.
vER SIZE AND LOCATION OF ALL OPENINGS IN PI ROOF
AND WALLS WITH MECHANICAL AND ELECTRICAL WOP`K
PREFABRICATED ITEM Sl BE HANDLED AND INSTALLED
MR MANLFACTJRER-S RECOMMENDATION.
FOUNDATIONS:
1. EXTEND ALL FOOTINGS DOM TO FIRM t,KDiSTJRSED SCIL 1.
.�S BELOW ADJACENT GRACE.
2. IE4MR FOOTINGS ON CO. AND WALLIS I�CEFT WHEN
DIMENSIONED OTHERWISE.
� WIDEN POINDATION AND FOOT 4 INCHES TO WPP-OPT
MASONRY �ER WHERE Af'PLICAISLE. VERIFY LOCATIONS.
CONCRETE:
1. CONCRETE DESIGN BASED, ON 25SC, ml NO SPECIAL
NSPEOVON W=IRED. SUPPLIED CONGIZETE TO BE SHALL BE
Sa MIX SPOO ftl AT 29 DA" MO. TO Or AIR-EN17RAINEC,
MS - IX) � " AT 26 DAYS LHERE EXFOSEED TO WEATHER
FOSt OUFSA511�.
2. AB ON GRACE (HEATED SPACES) 4" CONCRETE SLAS WITH
1.4 *� W. W. MESH. P SAND OVER 6 MIL VAPGR BARRIER O',UR
4� COARSE BRAD GRAVEL FILL. R-10 x 24' RIGID N�ATION
AT PERIMETER WHERE SLAB 15 LESS THAN 2' BELOW GRACE.
STEEL:
IS CLEAR DW AND TIED N MADE L� SPLICES 5 INCHES
m ".
SQUANE ATE WASHERG SPACE AT 2- MAXIVNN AND I SCILT
DIAMETERS MKIMM FROM COFSERS, SPLICES, AND PLATE ENDS.
SPACE ANCHOR BOLTS AT 6 POST a a FOR II "`CR` A�
4 MET 0. C. " TWO STORY. E SHEAR SCHEDULE FOR
SPACING AT SHEAR UAL S. ANCH� BOLTS SHALL HAVE V
MINIMIJN EMBEDMENT. I'- THREADED ROD EFOXED A HNIM" OF
4" INTO CONCRETE, OR J� STRONG BOLT WITH 4- EMBE�T CAN
, Wal FOR CAST IN PLACE ANCHOR BOLTS
STRUCTWSA_ STEEL FL 15 TO ME AS6 LNO AND FOR ISI
IS TO BE ASW.DV NO
WOOD IORAMING,
DFA. V 4V 6x BEAPS, HEAPIUP21. POSM
LIP -2 EXTERIOR AND BEARING STLIPS, PLATES, JOISTS,
RAFTERS AND LIGHT PP�1143.
HIP STC. NON-129ARINS, NTERIOR 5T.D5, PLATES.
GLUED LAMINATED MEM5ERS%
GLU-LAM MM49MRS IIHALL BE Ar.T�
DF/PF �4F4 OR SIMPLE SPAN BEAMS.
DIPA�P 4F-V9 FOR CANTILrvtFSP ONAMS AND CVNTNWXS
SPARS "m NOTED ON THE PLANS.
APPLY ONE COAT OF END SEALER IMMEDIATELY AFTEIZ
TRIMMM
ENGINEERED LUMBER:
L L TO BE IME �
_- TO OR ISO OR BETTER UNO
POL TO BE 2.02 OR BETTER IN0
SPEATHINIS:
ROOF AND WALL " HIS $HALL BE I"" APA RATED
SHEATHN3 IN . MAIL WITH ad 0 6- 0, C. - 6PGOS, 12' 0. C. 0
FIELD. FLOM SHFA1NING L BE 3- NOMINAL T. APIA
RATED SHEATHING GLUED AND RAILEC, WITH - . V- C. a .
EC*96, 1V 0. C. AT FIELD. SUPPORT PANEL BOGIES PER APA
RECOMMENDATIONS
PREFABRICATED JOISTS / TRUSSES:
Pjl JOISTS AND TRIBES $WALL BE DESIOl BY THE
M�Tuwm ENGINESI SHOP DRAWNGS AND "Y0JT
SHALL BE WOMITTED FOR APPFIOVAL. BRACING AND
�CTICNS flHALL 13S OESI&MP AND DETAILED BY THE
MAPLF4CTURER
TRM LOADING SHAL TAil LIvE LOADING SPECIFIED IN TABLE
POOLS NTO ACCOI FOR E017014 CHORD LIvE LOADING OF 20
POP. * 6 ARE DESIGNED FOR ATTICS WITHOUT STORAGE,
OR 00 NOT MEET THE LIMITED STORAGE REQUIREMENTS, THE
BOTTOM CHORD CAN BE DESIGNED FOR w FOR.
HANGERS/rASTENEIRS;
ALL WANG*RS AND FRAMING ANCHORS Ape To BE SIMPSON OR
EQUAL ALL METAL IN CONTACT WITH PRESSURE TREATED WOOD
ARE TO 59 ZMAK �GW5), STAINLESS STEEL, OR MET AST-1 A
*3 OR A 653 STANDARDS,. REFER To I� 3.1 OR Ea
2�GSJ.
(2) P4
E
Su__
c
L
RE15
C—AVATION CUT
11 _� q,1
FOOTINds
eFOUNDATION STEP-DOWN DETAIL
GAR4GE/SLA5 FOUNDATION DETAIL
'M
L
;t"otf,
D-IN MAT
_E AN—'
�. 11 FEO.
LIS ._ _y 41
nmk_iiwmmmm��
sFOUNPATICN STEM WALL OVER 4' TALL
— —KIII—III.-PIPLAN —
Eg
CRAWL BEAM DETAIL
L.1-1 P, . F.,
HOUSE FOUNDATION DETAlL
IMMM M_1=
P,
HOUSE FOUNDATION DETAIL
44
"ECK 02 BEAM AND POST AIL
.E.
E
P
10—
P
sFOUNPATICN STEM WALL OVER 4' TALL
— —KIII—III.-PIPLAN —
Eg
CRAWL BEAM DETAIL
L.1-1 P, . F.,
HOUSE FOUNDATION DETAlL
IMMM M_1=
P,
HOUSE FOUNDATION DETAIL
44
"ECK 02 BEAM AND POST AIL
.E.
E
P
10—
P
.W
W" 0
_P
PIUM, 117-
P P_
P T I—)
EERItIETER
GRADP BEAM
1/2. 1 - �P l�
"IN PILP CA"
IP-11
SO
PPIII �E AT
I RE.P.
co`�e
EINFoRcEmENT
I TAZLE "All
L
M
- M. L
Al
5
P mz nmr..
NOTES: Twit= M-.
MAKI
- 9
DESIGN CRITERIA
12
e
5AGWIENT Ill ON UMNETAIL BASEMENT FOUNDATION UAIL TABLES
Q)
Mir—
r-D 2 T
,D
::3 U
l2
w-t
Cn
0
Cf)
_�3
6�mt 5-2 or 3
EU7,ou,m, ,
MAR 13 2020
StnI,P,Y1N'S LEPPRT",17771
C , (
OF LM%1,,,;:
FXIOTM
FC%=ATI-
"16
0
FOUNDATION TIE-IN TO EX FND. DETAIL
CONCRETE F-2500rif
'- STE
REINFORC =EL.
TL'
FRAMING
ACKFILL A.. OR
ANCHOR BOL
MR SHR SCH!
A4 10" -.WOR
-A VERT,
12" CLEAR
MIL
I -XI TITEN
/-10
VAPOR
-
st.ge- .6
�i FEW-
R
4-4LONG.-I!1
I
POS. DRAIN REO.
tI
I W
V
LI I
L2
I L3
1[:::A
W.
1 5.5-1
I
I 20"1
r.1- 1
30"1
�, -12'
1
W.
1B,
:01-
I-
1 3V 1
12" 1
30"
1 -5 -12"
1 -, -12"
1 -. -12-
Cantilever R(stainiri!@ Wall
Thussen Lot 2 2.1 5ackslope
LILE SUPPORTED SLAB
TO SCALE
=NTIMUCKA SHESTING HAILED TO
,6IL- FER OWISAR LWLL �1-1!
WHO ISLOCKW. 0 24' =
.. NATI-. S� ft�
mn U�TH � "18T
PARALLEL TO WLL
W
M =18T . W 2.2d TC4MNAILS-
�IGT W HAVE RIM MATEFSA. ON EACH
6.9 FCF, CLIP
-1. �..
SLAr, , - -
"g=LAE,
ELLINSLAS
DESIGN CRITERIA
(a) � -� - t "I 21m, 1 -
.RADE .. RM� PSI ..A -
SEISMIC (SH, PILE eu�m
NOTES:
PO � 0-MLL UNTIL K-
�THNG 15 _LED
-L",
PIA . V
mN. V SM1,1DmSNT
MN. I �" PER
- SIL- 1AM
MU U' LMA - BAR �I= - -4
4
outFarTMAM
10' 5aeement Wall
0 -6
SIZE SPACNC,
LT)
I'll
mo,
—N.
HCWWNT4- . A.
SPACNd - W
2- C-�M
9" �ATICN LAW-
WIDTH
Lu
0�14 FWMAR
C3
wc-w�
-+—
Q)
WAR W.
SI," C-FtEtm L�
0
7D
6i
M
6�eet
5-3
of L I
-.�00*6
L:�
NAR 13 2020
p N
,vakon c
'mm
l'WATER METER IN
CrIYR.O.W WITH
METERATTACHED
TO PROPERTY LINE
CABLE /
STORM SEWER
MANHOLE
DATUM PT
RIM TOP: 95.5
RIEE IJSE- S17F AND MATERIAL
EDMONDS ZONING RS-12
FILTRATION SOCK ON
WATER - I 1/2'20OPSI POLY
25'MAX HEIGHT
CBONLOT3
SEWER - W SEWER PIPE
35% MAX IMPERVIOUS
INV 92.75'
STORM \
RIM 95.25'
FOOTING DRAINS - 4SCH 40 PVC
LOT SIZE: 12,034 S.F.
TIGHTLINES
IMPERVIOUS
STORMWATER
BUILDING - 3,360 (27.9%)
20-6- SW STUB
W.P. DECK - 225 (1.9%)
S=2.00%
IF RIM TO INVERT
DRIVE - 1,337 (11.1%)
INV=101.5
ELEVATION
WALK - 254 (2.6%)
EXCEEDS 5' TYPE 11
TOTAL - 5,176 (43.0%)
- MINIMUM TOF HORIZONTAL
MANHOLE WILL BE
REQUIRED.
24'UTILITY EASEMENT
Z
THROUGHLOT3TO
4)
5
PROPERTY LINE OF LOT 2
1 1/2"WATER SUPPLY
LINE TO HOUSE TO BE
200 PSI POLY WITH
TRACER VIM
IB
SEPARATION BETWEEN WAIT
SERVICE AND DRY UTILITIES.
- MIN IO'H. SEP. BETWEEN
WATER AND SEWER
- MIN TH. SEP. BETWEEN
WATER AND STORM
6"CLEANOUTW/I
TOFHOUSE
6" CLEANOUT BETWEEN BENDS
SIDE SEWER
20'-6'SS STUB
S=2.00%
FILTRATION SOCK ON
SD EX CB #2 INV=98.76
TOP 101.91 UTILITY PEDESTAL
INV 98.
102'
SILTFMCE
0.
PROPOSED
STRUCTURE
SSINLET
1015,
PATI�0
14.30' E 1, PROPOSED
GARAGE
951'53'E
3
/116'PRIVATE INGRESS, EGRESS &
UTILITY EASEMENT THROUGH b
LOT 3 PER SHORT PLAT 4/ LOT3STORM!
Z
9� 981 100, 102' 104' 106' S89'51'53-W 111 112- 114! 116'
9"
SSH #2 100'DRIVEWAY 30, DRIVEWAY 25'DRIVEWAY
SEWER SEWER (10'FROM W) GRADES 96-106 GRADES 106-108 GRADES 108-108
M,ANHOLE 6" CLEANOUT AT P/L Il%SLOPE 7% SLOPE 2% SLOPE
ON 8th AVE W/ 12"CAST IRON LAMPHOLE
COVER WITH 1/2' HEXBOLTS
98-00 (102'FROM HOUSE IS 3.4% SLOPE) STORM WATER TIGHT LINE AND FOOTING
DRAINS DIRECTED TO STORM WATER ST�
SMRM WATER DETENTION WAIVER FOR LOT 3 INSTEAD OF ACROSS LOT 2,
BY DON FEENE (V7/17/2007
Refer to 05-05-2009 discharge directly into
regional detention facility just West of site MINIMUM OF TOP COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER
which discharges directly into Puget Sound. DRIVFABLE SURFACES AND POF COVER UNDER LANDSCAPE AREAS.
104' lov 108, 110,
CB #4
#4
......
1
-INV 100.0-
00*0'z
I
103.0'
03,0
112'
Y
114� CB*3
Y/
INV 109.01
I RIM 106.0'
CB #2
116'
IN'
INV 117.0'
RIM 118.5'
CB #1
JNV115.0'
RIM 116.5'
F'NAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOP, NOT THE Crff OF
DM�ONDS.
SCALE
ill = 15ft
LEGAL DESCRIPTION
Section 24 Township 27 Range
QMEM
03 Quarter NW - LOT 3 OF
Thuesen
CITY OF EDM SP No S-07-76
Custom Homes
REC AFN 201111145006 BEING
514 8th Ave N
A PTN SE1/4 NWI/4
Edmonds, WA
PROPERTYID
425-772-9401
27032400225300
Eric Thuesen
RDMO
RS-12
cu
co
Z
C)
0
0
z
z
r1l
EDAiQNniZDMMG
RS-12 Revf oo
LOT lqTzF 2 � 't I
C) U Pq Ln
11-'va'k a.r. MAR 13
20
IMPERVIOUS
BUILDING - 3,360 (27.9%)
11-262016
W.P. DECK - 225 (1.9%)
REVISED
03-04-2020
DRIVE - 1,337 (11.1%)
WALK - 254 (2.6%) -6R-MNAGE
TOTAL - 5,176 (43.00/6)
UTILITY
AM
FINAL
GRAT)ING
INSTALL AND MAINTAIN ALL
EDMONDS ZONING RS-12
FILTER FENCE BETWEEN LOTS
2AND3TOBEINSTALLRDAFTER
TESC MEASURES ACCORDING TO
25'MAX HEIGFIT
35% MAX IMPERVIOUS
FINAL GRADING AND STORM ------
rRAINAGE IS COMPLETL
APPROVED PLANS, CITY OF
SEE EDMONDS DETAILE1.1
EDMONDS STANDARD DETAILS,
LOT SIZE: 12,034 S.F.
AND ALL OTHER MEASURES
IMPERVIOUS
BUILDING - 3,360 (27.9%)
THAT MAY BE REQUIRED
W.P. DECK - 225 (1.9%)
DURING CONSTRUCTION
DRIVE - 1,337 (11.1%)
FILTRATION SOCK ON
WALK - 254 (2.6%)
CB; ON LOT 3
N
TOTAL - 5,176 (43.0%)
INV 92.75'
RIM 95.25'
FILTRATION SOCKS ON
ANY DOWNSTREAM CATCH BASINS.
SEE EDMONDS DETAIL E1.3
z
COVER SOIL STOCK
PILE WITHIN 24 HOURS
2,V UTILITY EASEMENT
D
00
FILTRATION SOCK ON THROUGH LOT 3 TO
PROPERTY LINE OF LOT 2
S
STO
'PATIO
CRUSHED ROCK SD EX CB #2
CONSTRUCTION ENTRANCE TOP 101.91
PIL&
n
PROPOSED
SEE EDMONDS DETAIL E1.2 INV 98.00
14.30'
GARAGE
951'53'E
"�IGPRWATE INGRESS& EGRESS
EASEMENT THROUGH LOT 3 PER
SHORT PLAT EXTENDED INTO LOT 2
A
PROPOSED
STRUCTURE
VB
40
/z
EXISTINGGRADE CALCS- HOUSE '4
EG130 E--q
SS MANHOLE #2
S8��51` 53-W
N-S
FG: 119
A: 97.2
DATUM PT
100.0 TW
102.0 TW 107.5+/- TW
1
121.0 TWI
EG+/- EG: 121
TWJ25
B: 118.75
96.0 TW
RIM TOP
97.0 EG +/-
I
101.OEG+/- 105.0 EG
I
113+/- TW EG
112.0 FG
FG. 114
C: 117.5
94.0 EG +/-
95.5
BEGINWESTWALL
BEGIN EAST WALL
108.0 FG
TWA20
121.OEG+/-
431.7 / 4 = 107,93 = AVG GRADE
ON 8th Ave
94.0 TW
98.0 TW EXISTING
107.0 +/- FG
115.0 TW
EG+/-
112.OFG
132.93 MAX RIDGE
94.0 EG+/-
94.7 EG +/- RETAINING
105.0 EG
109.0 FG
WALL
ENDWESTWALL ALL DISTURBED
122.0 EG +/-
PROPOSED RIDGE AT 130 75
mas6G
112.0 FG
SLAB AT 103
SOILS TO
RETAINING
27.75 RIDGE ABOVE SLAB
pa
lb
CITY OF EDMONDS
BE COMPOST WALL
AMENDED
PER IMP T5.13
0
7�
9
0
0
�D
SCALE LEGAL DESCIRIPTTON
P4
I" = 15ft Section 24 Township 27 Range
00
OWNER 03 Quarter NW - LOT 3 OF
Thuesen CITY OF EDM SP NO S-07-76
Custom Homes REC AFN 201111145006 BEING
514 8th Ave N A PTN SE1/4 NWI/4
11-26-2016
Edmonds, WA PROPERTY IT)
REVISED
03-04-2020
425-772-9401 27032400225300
Eric Thuesen EDMONDS ZONING .:,,sITE
I PLOT
RS-12 MAR I
TESC, EXIST.
GRADES
EHT
INSTALL AND MAINTAIN ALL
TESC MEASURES ACCORDING TO
APPROVED PLANS, CITY OF
EDMONDS STANDARD DETAILS,
AND ALL OTHER MEASURES
THAT MAY BE REQUIRED
DURING CONSTRUCTION
N
z
00
IXER PENCE BETWEEN LOTS
2NNI)3TOBEINSTALLEDAFTER
NAL GRADING AND STORM 94.19'
RAINAGE IS COMPLETE. 7:
NX EDMONDS DETAIL Ell N901-E
El
IN
0'
�4,
FIL'RATION SOCK ON (i
CB )N LOT 3
INA 92.75' 0
RIX95.25'
FILTRATION SOCKS ON
F
ANY DOWNSTREAM CATCH 3ASINS..
SEE EDMONDS DETAIL E1.3 4�21
B
COVER SOIL STOCK
PILE WITHIN 24 HC:URS
24'UTIIJTY EASEMENT D'
THROUGHLOT3TO SOIL'
FILTRATION SOCK ON PROPERTY LINE OF LOT 2 cr,
CRUSHED ROCK SD EX CB #2 PILE
CONSTRUCTION ENTRANCE TOP 101.9
SEE EDMONDS DETAIL E1.2 INV 98.00
1,4j�30
4 44
FR 't I
P--�- 41
N I'53"E �'/- I . A,
I --.- V1,
z 76--Q�
. ......... . .....
RESS
EASEMENT THROUGH LOT 3 PER
,6 PARKING (U
SHORT PLAT EXrENDEI) INTO LOT 2 . .5
z
EDMONDS ZONING RS- 12
25'MAX HEIGHT
35% MAX IMPERVIOUS
LOT SIZE: 12,034
IMPERVIOUS:
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%)
DRIVE - 1503 (12,5%)
WALK - 245 (2.0%)
TOTAL - 4,971 (41.30%)
.001-
/t h
t- /
4 EG: 130
i 11-111
SS MANHOLE *2.
Z_---t
S�q- 51.
"', 11 1
;
! FG:: 119
I
DATUM PT
RIM TOP
96.0 �W
97.0 EG
101.0, EG./- 10;'0 EG
1 1 3+/- TW EG
12101 W
-
112.0 FG
1
EG./-
FG- 114
I -
95.5
94.0 EG
BEGIN WEST WALL
BEGIN EASTIA1,1L.
108.0 FG
TW 120
X
ON 8th Ave
94.0 TW
9 OTW EXISTING
107.0 +/- FG
115.0 TW
EG+/-
121 ' 0 EG+/-
112.0 FG
94.0 EG+/-
94. RETAINING
94. EG +/-
105.0 EG
109.0 FG
WALL
END WEST WALL
AT T )ISTURBED
EXISTING
122,0E'G +/-
112.0 ST R-OIWW�`
A: 97.53
B: 121.70
?
SOM TO
FG -�AMH5
C: 120.06
BE COMPOST
RETAINING
WALL
1199.08
AMENDED
438.37 4 109.59 -=.kVG GRADE
PER BMP T5.13
IM.59 MAX RIDGE
-- cn�OFED N
ciffoFED- M- 0-- N-- D-S
ST-ARD-1
28.45 RIDGE ABOVE SLAB
SLAB AT 103
Row
RIDGE AT 131,45 0
0
A
u4ftl J-
A4jl'lRWETyA-. NOTE'
P
SCALE LEGAL DESCRIFrI
ON
00
I" = 15ft Section 24 Township 27 Range �D
OWNER 03 Quarter NvV - LOT 3 OF
P E" Ln
Thuesen CITY OF EDM SP NO S-07-76
TM Q if. 5D
Custom Homes REC AFN 20111114500§-BEING--.�,
514 8th Ave N A PTN SEI/4 NWIA
Edmonds, WA PROPERTYID
- ---- -------- 425-772-9401 27032400225300
EDMONDS
PA,
ING , A
L PLOT
Eric Thuesen EDMONDS ZON !"WING; F:P,
SG'EXIST'
ITE,
RS
I RADES
i00E) 0
0
MAP
1 1-
21-;12)
; .1 1 - .. - --,! '. i w(Lp'o
OV EID L4 H0100,4b�§
CITY OF EDMONbS
L PLAN REVIEW COMMENTS
ENGINEERING DIVISION
(425) 771-0220
City Website: www.edmondswa.go
DATE: February 20, 2020
TO: Eric Thuesen
Thuesen Custom Homes LLC
ericthuesen@frontier.com
FROM: Jeanie McConnell
jeanie.mcconnell@edmondswa.gov
RE: Application #: BLD20170545 — REVISION (garage)
Project: Thuesen - Single Family Residence — Lot 2
Project Address: 514 8 th Ave N
During review of the above noted application, it was found that the following inforination,
corrections, or clarifications are needed. Reviews by other divisions, such as Planning, Building, or
Fire may result in additional comments. Please submit two (2) sets of revised plans/documents
including a written response to each item below.
Resubmittals can be made at the Development Services Department on the 2 d floor of City Hall.
Permit Center hours are M, T, Th & F from 8am-4:30pm and on Wednesdays from 8:30am-noon.
City of Edmonds handouts, standard details, application and other forms, and development code
may be referenced on the City website: www.edmondswa.gov under Services/Permits and
Development.
,e Xeb- T h single family residential plans were approved by the City engineering division on April 25,
e
2018. This approved set of plans included several red and purple line markups. Please include
this markups on the current revision plan set.
On the Drainage Utility and Final Grading plan sheet, a plan note stating "Parking Pad" has
been located on what appears to be the detached garage. Please move the parking pad note and
add a note that clearly indicates the location of the detached garage.
Label the width of the proposed concrete driveway which connects the main part of the
driveway to the parking pad.
Thank you.
CITY OF ]EDMONDS
PLAN REVIEW COMMENTS
PLANNING DIVISION
425.771.0220
DATE: January 13, 2020
TO: Eric Thuesen
eicthuesen@frontier.com
FROM: Kernen Lien, Environmental Programs Manager
kernen.lien@edmondswa.gov
RE: REVISION Plan Check BLD2017 0545
514 _ 8th Avenue North
New Single Family Residence
On behalf of the Planning Division, I have reviewed December 15 1h resubmittal on the proposed revisions
to the above building permit application. During review of the subject submittal, it was found that the
following information, corrections, or clarifications need to be addressed. Please respond to the following
items, so that I can complete my review: New comments are in red.
1. Height Calculations:
Partially Addressed. Pursuant to ECDC 21.40.030.A, height is measured from the average level of
the undisturbed soil of the site. For properties that have a subdivision, the contours that existed
prior to any site work is considered the undisturbed soils of the site. The elevations used in the
height calculations do not appear to match the contours of the subdivision and note that are the
proposed final grade. Please revise the height calculations so the basis of average level is the
undisturbed soil prior to any site work associated with the subdivision.
nuary 13, 2020 Comment: The existing grades have been added to the site plan for the height
lculations, but the height calculations have not been updated to reflect existing grades. For
instance point C of the height rectangle falls between the 115 and 120 foot contour lines while
the elevation used for point C in the height calculation is 111.23. All the other corners used in the
height calculation similarly do not match the contour lines. Please revise the height calculations
so the basis of average level is the undisturbed soil prior to any site work associated with the
subdivision.
b. Calculate each building separately: Not addressed. Since the garage is now proposed to be
detached, the maximum allowable height must be calculated separately for the residence and the
garage. Please update the height calculation providing separate height rectangles for the
residence on the garage.
tco-�January 13, 2020 Comment: The response to this comment suggests the garage is now attached.
The plans indicate that a trellis had been added over the patio between the residence and the
garage. This does not qualify as being attached pursuant to ECDC 21.40.030.C, which provides:
C. Accessory buildings that are attached to the main building by a breezeway, hallway, or other
similar connection so that the accessory building is separated by 10 feet or less from the main
building shall be considered to be part of the main building for purposes of determining the
average level. For the purposes of this section, in orderfor an accessory building to be considered
cc�to be attached to and a part of the main building, the connecting structure must have a roof
and be constructed of similar materiWs to both the main building and the accessory building
so that it appears to be a unified and consistently designed building.
The proposed trellis does not have a roof and is not constructed of similar materials as the house
and the garage so that it appears to be a unified and consistently designed structure. If the
proposal to connect the garage to the residence, the proposed connection must be compliant
with ECDC 21.40.030.0
Accessory Structure Limited to 15 feet: Please note that a detached garage is an accessory
structure and is limited to a maximum allowable height of 15 feet pursuant to ECDC 16.20.050.13.
January 13, 2020: Still a relevant comment unless the garage is connected to the primary
structure consistent with ECDC 24.40.030.0
d. Elevation views: Please update the elevation views showing the existing average grade, maximum
height and proposed height on both the residence and the detached garage.
L,A) 010-� January 13, 2020: Please update the elevation views to reflect the correct height calculations.
2. Missing Plan Sheets: Addressed.
3. Garage Living Space: While living space above the garage may be permitted (provided the garage is
within the allowable height); please note the living space cannot be designed or permitted as an ADU
under existing code.
If you have any questions, feel free to contact me at 425.771.0220 ext. 1223.
Please make all submittals to a Development Services Permit Coordinator, Monday, Tuesday, Thursday,
and Friday between 8:00 am 4:30 pm or Wednesday 8:30 am to 12:00 pm.
GIOMAT.
1. FOUNDATION CRAWLSPACE:
STRUCTURAL
Applicable Cmd�
ALLOW 18' ME91MUM CLEARANCE UNDER FLOOR JOISTS AND IT MINIMUM
2015 ImsmatiaQ R�idti,l Code (IRC)
UNDERGIRDERBEAMS. I/TMINSPACEATGIRDE ENDSATCONCRETE.
2015 Inmemational Building Code (IBC)
PROVIDE AN UNDER FLOOR ACCESS WTTH 18*_-a4"MINIMUM OPENING
2015 WA Som, Fcrgy Code (WSEC)
2. VAPOR BARRIER:
6 MIL BLACK POLYETHYLENE GROUND COVER IN CRAWL SPACE TO BE
PROVIDED. LAP JOINTS IT AND EXTEND UP ATION WALL.
GENERAL.
3. FOUNDATION VENTILATION. PROVIDE I SQ. Fr. (144 SO, IN.) OFNET FREE
THE CONTRACTOR SHALL INSPECT
UNDER -FLOOR VENTILATION MR EACH 150 SQ. Fr. OF UNDIER-FLOOR AREA
ME SHE AND SOIL CONDITIONS AND
4. ROOF DRAINAGE SYSTEM:
VERIFYSHEANDBUI ING
CONNECT DOWNSPOUTS TO 4' DIA. RIGID, NON -PERFORATED DRAIN PIPE.
DIMENSIONS BEFORE COMMENCING WORK.
ROUTE SYSTEM INDEPENDENTLY FROM FOOTING DRAIN SYSTEM-
PROVIDE TEMPORARY BRACING AS
5. FOOTING DRAIN SYSTEM
RECUBEED D G ERECTION.
4' OR 6'DV- RIGID, PERFORATED PVC DRAINPIPE. COVER WITH MINIMUM
VERIFY SIZE AND LOCATION OF ALL
OF 4. WASITED ROCK ON ALL SIDES USING atr MINIMUM ROCK. COVER
OPENINGS IN FLOOR, ROOF AND
ROCK 'A� APPROVED SILT BARRIER. BOTTOM OF DRAIN PIPE TO BE AT
WALLS WITH MECHANICAL & ELECTRICAL WORK.
OR BELOW BOTTOM OF FOOTING.
PREFABRICATED ITEMS SHALL BE
6. HOUSE/G�GE SEPARATION
FANIDLED AND INSTALLED PER
WALLS BETWEEN HOUSE AND GARAGE SEALL BE MINIMUM 1/2' OWE ON
MANUFACTURERS RECOMMENDATION
GARAGE SIDE WITH ISM" SOLID WOOD DOOR OR 20- INUTEDOOKWHERE
FOUNDATIONS '
A LIVINGAREA IS ABOVE THE GARAGE, THE CEILING STIALL BE 5/8' TYPE X
1. EXTEND ALL FOOTINGS DOWNTO
OWE AND ALL SUPPORTING AND POSTS MUST 13E FIRE PROTECTED WITH I
FIRM UNDI EDSOMISINCHES
HOURASSEMB .
BELOW ADJACENT GRADE.
7.EGRESSWINDO
2. CENTER FOOTINGS ONCOLUMNS
EVERY SLEEPING ROOM SHALL BE PROVIDED WITH A DOOR OR
& WALES EXCEPT WHEN DIMENSIONED OTHERWISE.
EMERGENCY EGRESS WINDOW. NET CLEAR OPENING SIZE TO BE A MINIMUM
3. WIDEN FOUNDATION AND FOOTINGS
OF53SCSFLOPENABIEAREASHALLBE 24- MINIMUM IN HEIGHT AND 20P
4 INCHES TO SUPPORT MASONRY
MINIMUM IN WIDTH. OPENING SILL HEIGHT TO BE A MAXIMUM OF 44' ABOVE
VENEER WHERE APPLICABLE. VERIFY LOCATIONS
THE FLOOR.
CONCRETE:
& SMOKE DETECTORS;
1. CONCRETE DESIGN SHALL BE 5
PROVIDE INTERCONNECTED SMOKE DETECMRS IN EACH SLEEPING ARIA,
SACK MIX. MOO PSI AT 28 DAYS
OUTSIDE EACH SLEEPING AREA IN IMMEDIATE VICINITY OF BEDROOMS AND
UNO. TO BE AIR -ENTRAINED (5% -
ON EACH STORY OF DWELLING. WIRE DIRECT TO POWER SUPPLY WITH
7%) 3M PSI AT 28 DAYS WHERE
RATEERYBACK-UP.
EXPOSED TO WEATHER FOR DURABILITY
9.CAREONM 0 DEALARMS.
2. SLAB ON GRADE (HEATED
ALARMS ARE REQUIRED AND MUST BE LOCATED OUTSIDE OF EACH
SPACES) 4� CONCRETE SLAB WITH
SEHRATE SLEEPING AREA, IN THE IMMEDIATE VICINITY OF THE BEDROOM.
IA 6.6 W. W. MESH. I"SAND OVER 6
10. ATLI VENTILATION
MILVAP RRARRIEROVERV
PROVIDE I SQ FT. DENSE FREE CROSSVENTHATION FOREACH 150SO, Fr.
COARSE GRADE GRAVEL FELL -10
OFATTIC AREA OR 1/300 IFSOEfi OF VENTINGIS 3 FT ABOVEEAVE.USEA
.24� RIGID INSULATION AT PERIMETER
COMBINATION OFRIDGE, ROOF AND RAVE VENTS AS REQUIRED. COVER
ERE BIBLE
OPENINGS WITH 114'NON- DELVE MESH.
S .
ILTUBISHOWERAREAS.-
I G STEEL SHALL BE #4,
SHALL BE FINISHED WITH A SMOOTH, HARD FINISH TO A MIGHT OF 72 IN.
LL BARS SHALL BE
AB DRAIN.
CLEAN DRY AND TIED IN PLACE.
12 ' GYPSUM WALLBOARD:
LAP SPLICES 15 INCHES MINIMUM
A. VT GWB TYPICAL AT WALLS AND CEILING. EXCEPT WHERE INDICATED
2. ANCHOR BOLTS SHALL 13E 1/2"
OTHERWISE
DIA. . 1(r WITH 0.229- X 3' X 3"
B.SWTYP -3r GWB WHERE 1 HOUR FIRE SEPARATION IS REQUIRED.
SQUARE PLATE WASHERS. SPACE
C. WATER RESISTANT TYPE GWB AT TUB /SHOWER ENCLOSURES.
AT IT MAXIMUM AND 7 BOLT
D. FIRE -RATED WALES IN GARAGE SHALL BE FIRE TAPED.
DIAMETERS MINIMUM FROM
13. STAIRWAY&
CORNERS, SPLICES AND PLATE
STAIRS SHAIL BE CONSTRUCTED PER PLANS AND BUILDING CODE R311.7.
ENDS ' SPACEANCHOR BOLTS AT 6
MINTREAD DEPTH 10' AND MAX ELSE 7 3/4. HANDRAIIS SHALL BE
FEET 0' C. FOR SINGLE STORY AND
34'-38- ABOVE TREAD NOSING WITH 04DS RETURNED TO WALLS. HANDGRIP
4FMO.r-FORTWOSTORY. SEE
SHALL BE I 114r-TDIA.
SHEAR SCHEDULE FOR SPACING AT
STAIR CONSTRUCTION
SHEAR WALLS. ANCHOR BOLTS SHALL
2s12 STRINGERS 16"0. r- MAX
HAVE T MINIMUM EMBEDMENT. SW THRLkDED ROD.
5/4 X 12TREAD
EPDXIED A MINIMUM OF f INTO
W RISERS
CONCRETE OR M� STRONG BOLT
2.4 FIRESTOP
WITH P EMBEDMENT CAN BE
1/TGWB
SUBSTITUTED FOR CAST IN PLACE ANCHOR BOLTS
STAIRS HANDRAI PER R311.7.8
WOOD FfAbl�G:
14. UNDER STAIR SPACE:
DF/L.2 � ft BEAMS, HEADERS. POSTS
ENCLOSED USABLE SPACE UNDER STAIRS SHALL HAVE 1/2' GWB.
HF.2 E)ITERIOR AND BEARINGSTIOM,
15. GUARDRAILS:
PLATES, JOISTS, RAFTERS AND EIGHT FRAMING.
SHALL NOT BE LESS THAN 36"HIGH WITH MAXIMUM OPENING OF LESS THAN
HFSM. NON-BEARINGTNTERIORSTUI)SPLATE§.,
41.
GLUED LAMINATED MEMBERS.
16. MASONRY FIREPLACES:
GLU-LAM MEMBERS SHALL BE A.I.T.C. CERTIFIED.
MASONRY RREPLACES AND CHIMNEYS SHALL BE CONSTRUCTED AND
DFIDF-24F-V4 OR SIMPLE SPAN BEAMS.
REINFORCED P R IRC CHAPTER 10.
DFIDF 24FV8 FOR CANTELEVERED
17.FACTORY-BUI FIREPLACES:
BEAMS AND CONTINUO S SPAM
BELAU BE LISTED AND INSTALLED IN ACCORDANCE WITH THE
WHERE NOTED ONTHE PLANS.
MANUFACTURER INSTRUCTIONS AND IRC CHAPTER 10.
APPLY ONE COAT OF END SEALER
I&FACTORY-BUT CHIMNEYS:
IMIMEDIATELYAFTERTRIMMENG
SMALL BE LISTED AND INSTALLED IN ACCORDANCE WITH THE
SHEATHING
MANUFACTURERS INSTRUCTIONS
ROOF ANI) WALL SHEATHING SHALL
19. CEH UES:
BE 7/16' APA RATED SHEATHING
SHALL PROJECT MINIMUM 2 FT. ABOVE ANY PORTION OF ROOF OR BUILDING
UNO. NAM WITH Sd @ 6"0. C. Sa
WITHIN 10 FF. HORIZONTALLY
EDGES, IT 0. C. @ FIELD. FLOOR
2D. S GLAZING R308.+
SHEATHING SHALL BE 3/4'NOMBNAL
ALL GLASS IN DOORS, TUB/SHOWIR ENCLOSURES, WITHIN 24' OF A DOOR,
T&G APA RATE D SHEATHING
LESS THAN IS- ABOVE FLOOR OR OTHER HAZARDOUS LOCATION SUBJECT
AND NAMED WITH 8d @ 6' 0. C . @
TO HUMAN IMPACT SHALL BE SAFETY GLAZING. SAFETY GLAZING AND
EDGES. IT 0. C. AT HELD. SUPPORT
TEMPERED GLASS S ALL BE FACIORY LABELED PER BUIIJ)jNG CODE.
PANEL EDGES PER APA RECOMMENDATIONS
21. EXHAUST FANS:
PREFABRICATED JOISTS / TRUSSES-.
RANGE, CLOTHE DRYER AND MECHANICAL EXHAUST - SMALL M
PRETAB JOISTS AND TRUSS S SHALL
VENTED TO THE OUTSIDE WITH APPROVED DUCTS AND EQUIPPED WITH
BEDESIGNEDBYTHE
RACK -DRAFT DAMPERS.
MANUFACTURER. ENGINEERED SHOP
22. VENTILATION SYSTEM:
DRAWINGS LAYOUTSHALLBE
PROVIDE VMOLE NO BE VENTILATION SYSTEM.
SUBMITTED FOR APPROVAL
A SO CEMSPOT FAN. TO.
BRACING AND CONNECTIONS SHALL
B IOOCFMSP(YrFANVT0
13E DESIGNED& DETAILED BYAL&NUFACTURE11
C 100 CFM WHOLE HOUSE FAN WITH 24 HOUR TIMER AND SWITCH. 1.5 BONES
TRUSS LOADING SHALL TAKE LIVE
MAX. R4 DUCT INSULAT ON VTO.
LOADING SPECIFIED IN TABLE
23. APPLIANCES:
R3015UMACCOUNT RBOTTOM
APPLIANCES INSTALLED IN GARAGES SELALLBE PROTECTED FROM
CHORD LIVE LOADINGFORATFICS
DAMAGE AND INSTALLED ONAN 18"HIGH LATFORM. HOT WATER HEATER
WITHOUT OR WITH LIMITED STORAGE.
SHALL BE INSTALLED WITH SEISMIC STRAPS LOCATED ON THE UPPER AND
HANGERS/FASTENERS:
LOWER THIRDS OF THE APPLIANCE. THE LOWER STRAP SHALL BE AT LEAST
All HANGERS AND FRAMING
eABOVE E APPIJANCE CONTROLS. PRESSURE BELIEF LINE SMALL BE
ANCHORS ARE TO BE S MPMN OR
PLUMBED TO OUTSIDE. ELECTRIC WATERHEATERS IN IN ATEDSPACESOR
EQUAL. ALL METAL IN CONTACrWITH
ON CONCRETE FLOORS SHALL BE PLACED ON AN INCOMPRESSIBLE,
PRESSURE TREATED WOOD ARE TO
INSULATEDSURFACER-IOORGREATER.
BE ZMAY HDG(GI85), STAINLESS
24. ELECTRICALUGHTING,
STEEL, OR MEET ASTM A 153 ORA
THE ELECTRICAL CONTRACTOR SHALL PROVIDE LAYOUTINDICATING
653 STANDARDS. REFER TO IRC
OUTLETS, LIGHTING SWITCHES, TV, ETC. MR APPROVAL PRIOR M
R317.3.1 OR IBC 2304.95.1.
INSTALLATION THE ELECTRICAL AND LIGHTING WHEN sHowNoN PLANS is
SUGGESTEDONLY
MSETIA7rONANDFMiESTRATIONREQU2MMMIYYCOMPONRU(a)
CLIMATE ZONE 5 AND MARINE 4
AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION
FENESTRATION U RACTOR(b) 0 30
2c�
SKYLIGHT(b) U-FACrOR 030
CornpRimm Insed on Section R402.4.1.2: Redun, the tested air
GLAZED FENESTRATION SHGC(b). (a) Nk
Ieabg. . 1.5 sir s ps, hoon anommun and An whole
CEILING RVAUUE(k) 49
hons, vemiltuRm "Inne"' usandetenamcdbysectic,
WOOD FRAME WALL(g), R-VALUE 2 in,
M1507.3,fthT,�tioOR,�d,,tiOCd,,hUbeme
Mass Wall R-Value(i) 21/21
with . hent y vemil.donysten,
FLOOR R-VALUE 30
with minimum scusiblu heatmooveny efficien,,y 40.85.
BELOW-GRADE(c), (m) WALL R -VALUE 10/ 5/21 in, TB
SLAB(d) RVALUF & DEPTH 10,2ft
HIGH EFFICIENCY HVAC EQUIPMENT 3.:
Gas, pmp-. ot ml-B-I Bounce with minimum AFUE f94%.
fen 51, 1 1but - 304.8 man d = onatimemes, J-116m, JIt - intecatI&Is, Jimulng.
. R-Itus - bd.- 17-15cum, -dSHGC- mumus. "- jinsubd-
Gas, propsm, on ofled-fited boiler with miniumm AFUT of92%
1, m-ffd 1. . cality ahich
is 1c. Man he IW - de,4p n&,knass &,he iasddun, the ocapnessad R-ealss
EFFICI TER HEATING 5.:
of,he'-slatmob-
Alllowathe-d and kitchen sink faccets imtH,d I, the house
Append& nbl, AIOL 4,hfl nor be lea than the R-,W,,,P-.Md in the mbk.
shall be mund at 1.75 GPM on 1- All the, Iwanny launce
b The knestmoon U tsom, colson, emludc, AyAghn, The SHGC column applies
sbsIl1,mtsdmLOGPMmIcnn
.0gla-dfin,eseniva
, '10115121 *7V'mcms R-10 c,urd- Imuladba on Me 16' f1hc waff,
EFFICIENT WATER HEATING 5b:
R-15cuumummin-hoo.
Waten heading Mtemhall include the foliawing:
- the in"ou"afnienalf, or R-21 -,* m..7.66. p] .. M-db,,-k
Gas, pmpane m, oil wma, hcant, with , minimum BE of 0.74
bn-nchc,kb-d,h�
70115121+T8�sIttlibe
pssmths,d.hsm*h
-&-oanbey-im-
,cfthen,sll '7B'hc.,Ibnsk6,B1,baad
bannaso, waU
Sce
R402.2.9.1.
SINGLE STAGE GAS FURNACE
e Then, sne no SHGCcqsimmnts in Me Md,, Zone
654.5 Sq R GLAZING 3890 Sq Ft Limg 16.9%
fAs-ecd
g Rese-d
A, Rese-ed
1 7he -od R-1- ppl,., whu. - hn hdfnhndo-,, on he
mseno, ofth, mass eaff
jR,,,-cd
k F., ogle afte, -Im. .dd ce&w be imadcm. m.,, be -dia-d
R-38.
IRe-.d
-Iol
hesd-ot.d.sed.ft.
nummom ofR- -bunst
. L., anda.Yd dsube,
CONITRUCTION SEQUENCE NOTES PROOMTGENERALNOTES
1. SCHEDULE A PRE -CONSTRUCTION MEEIMINGWITH CITY OVINML SHEATHING --------- �SID LUS ATTIC VENTING
-771-0220, EXr. 1326. TWO DAY (48 HR) Thu sen Cost- H " FROM MR N(
ENGINE G DIVISION AT 425 SET.M.101STAT
._O,__
NOTICE IS REQUIRED, Ave N FET�-'_'x
5148 LEDGER RIM
2 REVIEW TEMPORARY EROSION AND SEDIMENT CONTROINOTES. Edmonds, WA JOIsr RAITIRRSANI)TRUBISE,
SEE DETAIL D3 ABOVE .._'RUOp. PER PLAN ORTRUSS MFG
425-772-9401 DECK FLOOR DECK R507.2 I NAMED BdAT6"O.C. EDGE
3 CALL FOR UTILITY LOCATES. Eric Thuesen JOIST JOIST joj�r PT 2"1 LIDGER -IT- RIMWETH LAG - STAGGERED AND ITO.r_ 11-D VAULTED MAPPER) CEILING
"' &.AND MIC ' LFRW BOTTOM, 5"MAX TO HAVE R-38 RA77S
LECALDESCRWn0N-. SM V.. A _'
4. INSTALL TESC MEASURES AND MAINFAIN DUST CONTROL WHILE Section 24 Township 27 Range 03 Quaxter R312.3 CEILING TO HAVE R-49
PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATIONOUTSIDE NW-LOT30F=OFEDMSPNO R507 DTT2 4'SPHEREMAYNOT HURRICANE CLIP BLOWN IN INSULA17ON
THE CONSTRUCTION ZONE. S-07-76 REC AFN 201111145006 BEING A Pr W PASS THOUGH RAIL AT EACH RAFTER
TOENAIL (3)16d BOX
5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF PTN SEI/4 NWI/4 LA R507 R507 OR Uld COMMON
PROPERTYID DT WEEHTHRU DI72 WITH THRU 1,4 TOP
EDMONDS CrrYENGMMRINGINSPECrOR.ALLTEMPORARY ROD AT EACH END ROD AT EACH ;P PARA. EACH TRUSS OR
SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN 27032400225300 OFDECKLEDGER _I, Dg__jr LAYOUT L RAILW/ RAFTERTOPLATE'
PLACE AND INSPECTED PRIORTO ANY CONSTRUCTION OR SITE EDMONDS ZONDIG�. 16d TO
EACH HEADERPERPLAN
CLEARING. EROSION SEDIMENTATION CONTROL PRACTICES AND/ RS-12 PERPENDICULAR PICKET
E��
[��7 318' ITWALL
OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION lar SIZE: 4.4POSTS NAILED Ed 6 EDGE INSULATEDWALISTOBE
To
6. DEMOLISH EXISTING STRUCTURES 6'OBE MAX -IF AND IT 0.. 2x6HF#2AT168O.0
IS FSEABLISHED. 12,034 S.F. I.C. WITH R-21 RATES
DRUMOUS: 12
HOUSE - 2,281 (19%) 2X2 PICKETS WITH C2)
7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. W.P. DECK - 206 (1.7%) /4"x3"
GARAGE /6) 1 LACED L.17
-552(4.60 DECK DETAILS PER R507
8, CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED DRM - 1240 (10.3%) LA [A TRUSS OR RAFTER
AREASNOT SUBJECrTO ADDITIONAL SURFACE DRIEURRANCE WALK - 258 (2 1%)
IMMEDIATELY AFTER ROUGH GRADING (OTHER EXPOSED AREAS TOTAL - 4,537 (37.7%)
PLYWG�01) FLOOR GM SOLE
NU DM
S NAILED 1-1,12'] dTATT106" 0 C. PLYWOOD FLOOR DIA
9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING L O.C. SOLE RINGD C=
SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) DESIGNLOAD& "S 7.
ROOF LIVE LOAD: 25psf CO%-.- 2
DEAME. HANDEAL GLUE
ONAT 0 SEE 6 G
FRONTAGEIMPROVEMENTS. ROOF TOTAL LOAD: 40paf REQUIRED TOLEAST PLATE TO"j?ISTS OR 12.5 g. (0.0991) SHANK DIA. ;LA JOISTS OR GLUED AND NAILED WI -1�/2]
FLOOR LIVE LOAD: 40psf ONESIDEAND BE zl- . JOIST BLOCKING BLOCKING RING ORSCREWSHANKMIN
WALL
To'
KR
BE
OC .Gf'V"
FIELD
Ia. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO FLOOR TOTAL LOAD: 50paf BETWEEN 34' AND 38' ISC CONNECTOR ATTOPOF -ENDWAIL(2)16d -ENDNAIL(2)16d 12.5g.(0.099")SHANKDIA.
VAND - 95.ph VERTICALLYABOVE STAIRS SOLE PLATE , SOLE PLATE
REVEGETATION OF ENTIRE SHE. SPEED. TREADS �REQUAL MEACHSTUD. TO EACH STUD
WM EXPOSURE: B
14. ESTABLISH LANDSCAPING AND PERMANENTVEGLEATION. ALL SNOW LOAD: 25paf
TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED SEISMIC CAT. D2
UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR RIM JOIST T E NAILED
TO TOP PLATE WrrjH
ORJOISTS 8dATVO.C-
R302,7 SOFFIT BOARD V, 117ER PLAN FLOORJOISTS PER PLAN
=MEN IT GWIE
UNDER STAIRS SHEARWAIL
RE
2. GEL Do..
DOUBLE IT.
W2STRINGER SHEATHING LAPS DOUBLE TOP PLATE
AV.AM2.4SPACER. RIMJOIST'
Top PLATE WITH (2)16d TO EACH STUD - H I WITH(2)16dTO
R311.7. OR MUD BILLS WITH (3) 8d TOENAMED EACH JOIST EACH STUE)-
-RISER SHALL BE NO MORE THAN 7,75"
TREAD SHALL BE NO MORE THAN 10'
-GREATEST RISER OR TREAD SHALL NOT 1ALL CONNECTIONS PER TABLE R602.3(13 IAIJ. CONNECTIONS PER TABLE R602,303
EXCEED THE SMALLEST BY MORE THAN 3/8'
STANW
GRADE
LADECK POST FOOTINGS
LAS TYPICAL STAIRS
LA TYPICAL CANTILEVER
LAS WALLS TO FLOOR
F_.,-:�
-1
INSULATED WALIS TO BE
2.5 BF #2 AT 16* 0
WA-�
. I
;RX
R I.
-1
R317 TREATED SILL PLATE
R317TRFATEDSI- I LA;�
O.0 FROM SOLID G-LUED A-ND-NAMILED=
RAM
BLOCKING BEAM RING OR SCREW SHANK MEN
0 R SEE
12 ' ��EW
12.5 '0 b' 'HAN
(0.099) SHANK DIA.
TABLE .1
- TOIENAM3(3) EACH
JOIST TO Sin
(I N.ARARNUr
MORE THAN 48"0.
TABLE -.14.1
1/2"CAST-IN-PLACE
:Rrji)3N, R,,j 13. 1 R-3 6
BAR NOT
- I _PLAC.]
MORETHAN48'O.C.
g.
g'
16dATleO.C.S LE FLOOR
THE VERICAL BAR
ANCHOR BOLT T INTO
ANCHOR BOLT 7'
THE VERICAL BAR
LOOR JOISTS
F FE� I
PLATE TO JOISTS OR DIAPHRAGM GLUEL) AND
SHALL EXTEND TO THE
BOITOMOFFOOTENG,_ -
CONC IEMAX7TO.C_'
INTO CONCRETE
SHALL EXTEND TO THE
MAX7TO.G'
PER PLAN WITH
R-30 BATTS
BLOCKING NAILED WITH I -UT RING
S
-ENDNAIL(2)16d OR SC MIN
WITH STANDARD HOD K
R506.3
4'CONCRETR B
BOTTOMOF OTING,
FO
WITH STANDARD HOOX
4'AO UP #2 BEAM U.N.O. 2.4 GUSSET EACH SIDE OF
PA
SOLE PLATE 12.5 g. SHANKDIk
TO EACH STUD
EXTENDING MEN 1 4'
INTO STEM WALL
R506.2
EXTENDING NUN 14'
INTOSTEMWALL IMOCIAT
tRING
POSTNAMED (3) 10d
MIN 4BASE
COURSE AND
-96" MAX WALL EYE WITH
PCtSrTOPADCCNNECrION TOEACHMEMBER.
NNE
R317 TREATED SILL PLATE
R403.1.3 (WALL)
-(H#44IOR. IN
6.. POR
UNBALANCEDRACKFILLNOT
TO EXCEED 49'
A23WITH 1.5W' LAG B-01*115
7
.EST I,_ R3 OST
BE 4x4 POSTS OR 4-,,6
TYPIALSLAE )OISTS PER
UPPER
RETARDER
BETWEEN
:(1)#4 HORIZONTAL IN UPPER 12'
R405 6' UNDER 54'ORBYTABLE
SPLEE
AT SPLIT IN BEAMS
AND BASE PLANWITHR-30BATIS
R405
BASE AND
BEAR
DRAINAGE
SYSTEM -04.1.2(2, OTHERWISE 73'
7RCT I.
IROTECr BOTTOM WSEC TABLE 402.4.1.1
CLASS I BLACKVAPOR
OFMSTE EA
TYPIAL FOUNDATION
DRAINAGE
SYSTEM
WSBCR402.1.1
RIGID RIO INSULATION
u VAPOR BARRIER
WITH ._n. _
9011,FELT BARRIERTHROUG11-
WALLANDFOCTING'
M_
EXTEND DOWN MIN24�
R413.1.4 OUT CRAWL SPACE
HGNWIrBELOW WITH TAPED OVERLAP
UNDISTURBED SOIL
-i",
ORTOFROSTLINE
MEN .12 R STURY) &15 (2 STORY) ,na (3 MRy) CON, FIG.
R403.1.1
MIN fi,12 (I STORY) &16 (2 STORY) 6.19 (3 STORY) CoNa FIG.
k4aaIS
AT JOINTS
.13
H)WEDIN.4.00NIINUOUS�W-CFEOMBOTTOMOFM
(1)�N.4.W�OWMMr-4-�OMBO�MOFM
INTERIOR BEARING IN CRAWL SPACE
LAS
FLOOR AND WALL AT GARAGE
LAS
R403.1.4
FIGMINIrBELOWUNDISTORREDSOMORPROSTLESE
R IS DEEPER)
FOUNDATION WITH SLAB FLOO!
j
ft4nMA
FIGMWITBELOWUMD[SELIZEDSOMORFROSTIANE
Lg1Fm7UNND`AET'n10) N WITH CRAWL SPACE]
__1
__]
[4!-2�
J
DEC 15 2019
'UIL!J�NG DEPARTMENT
CA OFEDNIONDS
RESUB
DEC 15 200
BUILDING DEPARTMENT
CITYOFEDMONDS
f4
o
.
A
NUNN
-I 2U
bo
Cd
F-4
NOR&
0 '0�
0
0
4-J
00
REVISED
11-24-2019
1
- - - - - - - - - - --- - - - - - - - - - - - - - - - - - --
IMMIM MO MOM IM
MENEM
1 �n
MEN
107
A Non.
IME ME
Nil
MEN
IM
- -------- -
------------
----------------
SO IM MMUM
ON IM IMMEM
SM ME ON 01 MIMMMM
NO
XSE
IMIT--
Elm
I
CRAWL SPACE
EFFICIENCY HVAC E(ZLTIPMENT 3,-.
M1307.4
G.,V,,p,m, jIfimdf=,,,,dthmii
2 PE OPENINGS
AFUE.f94%
SHALL BE CONSTRUCTED,
G.,p.p.ikd-fi,�db.i]ilh
ONE Ir OF CEILING
— AFUE of92%
AND ONE WITHIN 12'OF FLOOR
EFFICIENT WATER HEATING 5.: M1301,1
2 STRAPS AT UPPER AND
All,hm ,d,,dkithmdk&wu LOWER THIRD, 4"
imt.U.d ft� lh� h.hlI b� —d . 1.75 GPM CLEARANCE OF CONTROLS
1. A" th�� l—,.,y fa.—h.11 b� —d M1307.3
IGNITIONSOURCETOBE
LOGPM.�I MIN 18"OFF FLOOR
EFFICIENT WATER HEATING 5b.
W hdg q.,— hff —1.& �h�
f.%-i-9
Gw,F%, fl�hvdth,
.i.i— EFfO.74 �(�)
R4DSA
R303.7
INTMERIO STAIRWAYS SHALL HAVE
6068
MIN 18.24 CRAWL
ARTIFICIAL UGHT SOURCE NOT LESS
SPACE AC
—THAN I FOOT-CANDLE AT THE CENTER
—V-10"
OFTREADS AND LANDINGS WITHWALL
SWITCH AT EACH FLOOR LEVEL
BONUSROOM
BDR4
R314 R314 wl
R310
EGRESSWINDOW
9�9 1.
T-2—Y-8—
040,
,
'Agar
leas
v )l I
//�,UESI
SAM REOUIRED AT TOP AND BOTTOM OF OF
10101X (9 201OIX 212OIX
,L3310'0'1—(393"�Z-O"I'T'�W12'-O'126WI2'-0'13"0.
T-----------
----------- --------------
-1,V-83/4"- -19-83/4'
TABLE M1507.3.3(l)
ADU NUMBER OF BEDROOMS
FLOOR AREA 0-1 2-3 4-5 6-7 �7
f-) AiHfi— I. CFM
11,500 30 45 60 75 90
IM-3,000 45 60 75 90 '05
3..11,5. 0 75 90 105 LZO
4.501-6,000 75 90 105 120 135
6,(MI-7, SOD 90 105 12D 135 150
,7= 105 120 135 1 50 165
TABLE M1507.3.3(2)
RUN TIM % OF 4 HOUR SEGMENT 25 33 66 75 loo
4 3 1.5 1
LOWER FLOOR
SCALE 1/4" = 1FT
WINDOWSCHEDULE
OTY
FLOOR
SIZE
DESCRIPTION
EA. DARD(SQFW
3
4
I
3 --90-50RS
UN.
21.0
20.0
1
3
30.0
2
1080FX
FIXED GLASS
8.0
s
2
_.-
I... .—
4.0
1
2_
3020—RS
RIGHT SLIU...
.1
2
2_
2660SH
SINGLE HU—NG
T9.0-
2
f—
36605H
SINGLE HUNG
T, —0
1
4040CU
GARDEN
ME _0
3
2
�OSH
bl—t HUNG
T7 _0
2
1
OSH
SINGLE HUNG
1
2
5046RS
RIGHT SLIDING
.5
1
-60SOR-8
FIXED GLASS
2
1
1 Y_
R SLIDI
IGHT
I La
2 12
Qn6GTS7_
TRIPLE SUDING
64.0
1
4036RE—IRI—GHTSLIDING
14.0
3
TOTALS
I
—
I d
.E. Q�Es
4.0
664.5
DEC IS 2QIfj
'_AJILDINGO P - NT
cl ,% A.11T_
.. N..
RESUB
DEC 15 2019
=Tl.lENT
E
P, RD
4
ISTZ..
t
SUNNI
CA
C13
zal
w
V) !�
C)
0
�D Z
PTI
�D 00
11-24-2019
3
11J27/1,9
13 1/2 x 111/4 2.OE PSL
lwl GX6 Poet ae Located 'j
LPCOZ .1
0.
29'-(r—TOP OF RETAINING WALL AT 119.OY WALL AT 117.00-
T 7 3T-6"-TOP OF
43'-0"
13�10' K 21-2-- — 81-0— N K
—2�7'-r3200RS-TT-5-
30
M15 3 nli�]
TORUN20UTOF
BY 4 HOURS
M1507A
b BDR 2 El 50 CFM VTO
BDR 3
Y-W DEN
ES'o Q� R314
EGRESSWINDOW
14'-1 1 6080
1507.4
CFM
R807
N I I �— 8.0.
MIN 22,50
ATTIC ACCES GARAGE
Q)
-6@- :112' 6
E
S
-6 DEN/
FORMAL DINING
OPEN TO R314
BELOW
R315 I�o
------------
T-6 W-1
"'X
M1507A
50 CFM VTO
P
12ft CEILING IN RPORCH:!
ENTRY
HATCHED AREA
'-7
5
101-9 in" L4T-r 44
A2. SOM68
EXTERIORURADERSTO F-D
BE4.8DF#2U.N.O.
R314
9 Z
TABLEM.507311)
DWELLING UNIT NUMBER OF BEDROOMS
Q FLOORAREA 0-1 2-3 �5 6-7 �7
LIVING ROOM (.q— f—) Aid—i.CFM
�1,50() 30 45 0 75 N
1,501-3,000 45 60 75 90 105
1
MASTER SLOB 4,500 60 75 [9 105 120
105 120 35
4.5014,00D 75 90
BEDROOM C�001-7, 90 105 20 135 150
7,500 105 120 135 150 65
TABLE M 5073.3(2)
RIJN TIME 91 OF 4 HOUR SEGMENT 15 13 75 1
DINING FACTOR 4 3 1665 1.3 100 0
0
906M
WINDOW SCHEDULE 7:1
OTY FLOOR SIZE DESCRIPTION AREA, STANDARD FT)
I R_
R310 3 1 4660SH SINGLE LING 27.0
EGRESSVANDOW SMUTS 4 3 40608H SINGLE HUNG 20.0
--1 1 3 605ORS RIGHTSUDING 30.0
2 2 1080FX FIXED GLASS 8.0
DECK 5 2 2020FX FIXEDGLASS 4.0
4660SH 4660SH 1 2 302ORS RIGHT SLIDING 6.0
T 2 2 2MOSH INGLE HUNG 150
2 2 3NUEH UINGLE HUNG 21.0
1 2 4CO40CU —UhN 16.0
4660SH SINGLE HUNG 27.0
4060SH SINGLE HUNG 14-0
4.12 DF 02 T04BR—S RIGHTSLIDING .225
-602-0FX DEC 15 4T!�� 00
FIXED""
UPPER FLOOR QORS R-G:H:T:S�L'-"R 4.1
W-60TS 111LE SLIMING e3UILDING 0�-PARTMEN)
1-6-- G 4-6- 31— —3?-W— —9'0'— 3'-W —2'-6'--g.-V SCALE 1/4"= 1FT 4036RS RIGHTSLIDING 'T4 .0 CITY OF E�,ZIONDS
-w 29-(r 2Wj 2020FX FIXED GLASS 14.0
654.5
RESUB
DEC 15 2019
BUILDM DEPARTMENT
CITYOFEDMONDS
V2
V�4
11-26-2016
REVISED
4 ll-Z7-19
/STE...
4
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START FRAMING
LAYOUT HERE T�.
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momigx6larli Eel f-v Wo
.................
R502.7
SOLID
OVER
BLOCKING
I'M MOORE=
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MFG TRUSSES AT 24� 0 C
REDANDDESGNED
BY TRUSS MFG AND INSTALLED
PER TRUSS MFG SPECS
4:12PITCHTYPICAL
806.2
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1/300OFTliHARl'AOFSPACEVENTIIATED
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REMAINDER OFVENTING IS PROVIDED,
BYEAVEVENTS.
7 ----
01: r AFSO VEM PROVI 50 SO, IN. NFV
GABLEENDVENTSDE SO, IN. NFV.
PROVIDE 75
2"HOIE IN BIRD BLOCKS PROVIDE &14 SQ IN NFV
(3 HOLM PER BIRD BLOCK)
HIPSKr GIRDER
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q—d 2 - 2 x 4 TYr. Post
HIPSET GIRDER R by:
TRUSS G-W SETBACK (1?
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L—dld (57) BW lld.
HIPSET JACKS PER :N C
HIPSETJACKSPER.
TRUSS MFG. TRUSS MFG.
----------------------- ------------- - E-
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SCALE 1/4" 1FT cu
ROOFVENT WAN Y-0- VERT[CALLYOF RIDGE z
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11-26-2016
REVISED
ll-Z7-19
4
11/27/19
R FLOOR
.R FLOOR JOISTS
PLAN
INFILL PIECE OF SHEATHING MUST
LAP TOP & BOTTOM PLATES & NAIL TO COMMON
MEMBER TO INSURE SHEAR IS TRANSFERRED.
NAIL PER LOWER FLOOR SHEAR WALL CALLOUT
REFERENCE DETAIL L FOR CONNECTION HARDWARE
EXT. SHEAR WALL TRANSFER
ACROSS UPPER FLOOR
WS 10d
0 r D.C.
R3/4! PLY1
X060FOTRRU2 ;.S'LOcK
ill/ 12d NAILS 0 6
20 NAILERS
10d NAILS 0 r O.Q
LS * 6' 0 a
BTM. CHORD
a BTM
101 NAILS 0 6' D.C.
PLYWOOD To 2X4
NAILER
WALL PER PLAN LIERNATE
TRUSS DIAPHRAM
(INT. SHEAR WALL TO PARALLEL ROOF TRUSSES)
PSL JOISTS _0
"SIMPSON" L90 0 EA. SIDE
& 0 EA. END (4) TOTAL.
"SIMPSON" STRAP TIE
PER PLAN. SEE "SIMPSON"
NAIL REQUIREMENTS
BLOCKING
INTERIOR STRAP TIE
(INT. SHEAR WALL TO FLOOR BEAM)
(D (�) 0 (D (�) (�) 0 (�)
Dessicin eullcl -Services, Inc (360) 193-13(55� - Shear Wall Schedule - Rev 80 7/2/2016
SHEATHING
NAILING
END STUDS
(MIN)
Pit. TE NAILING
12d
A35/RBC
OTOP PL
1/2 A.B.
SPACING
UNBLOCKED�
BLOCKED
GI-7
1/2" Sheetrock
5d Wallboard @ 7" o.c.
(1) 2X4
1 Raw 0 14"
3'-6"o.c.
1/2" 0 6'
100
125
GI -4
1/2" Sheetrock
5d Wallboard @ 4" o.c.
(1) 2X4
1 Row 0 11"
3'-O"o.c.
1/2" 0 6'
1 5
150
GI -4+
5/8" Sheetrock
6d Wallboard 0 4" o.c.
I Row @ 9'
2'-6"a.c.
1/2" @ 6'
145
175
G2-7
1/2" Sheetrock
5d Wallboard 0 7" c.
(1) 2X4
I Row 0 7"
l'-9"o.c.
1/2" 0 6'
200
250
G2-4
1/2" Sheetrock
Wallboard 0 4!' o.c.
2-2X4/1-2X611
Row 0 5"
l'-5"o.c.
1/2"
250
300
LRP
16" LATERAL RESTRAINT PANEL - Max Ratio 6:1 w1min. 4x Header
600 Lb TOTAL
REF
2'-0" or wider LATERAL RESTRAINT PANEL
515 Ub/ ft.
APA
Based on APA T20011-56 & Draft 156 dated June 17, 1994- higher �lues are allowed based an H.D. design.
ALL WALLS BLOCKED
TT-100
Edge Nailing HF Spacing
HF TYP
lHF WIND
S1-6
7/16" OS13
8d @6"o.c. or 16g Staple 04"
2-2X4/1-2X6
1 Row @7"
2'-O"o.c. 1/2"
@ 6'
215
300
S1�4
7/16" OSB
8d 04."o.c. or 16Q Staple 02.5"
2 2X4/2X6
Row
l'-5"..c. 1/2"
@ 4'
310
434
S1�3
7/16" OSB
Bid 03"o.c.
2-2X6/3-2X4
1 Row 04"
1'-o"a.c. 5/8"
0 1.7'
400
560
S1�2
7/16" OSB
-
10d @Zo.c.
1-DF#2-4x4
Raw .2.5
FRow
8"o.c. 5/8"
0 2.5"'
544
763
S2�6
7/16- OSB
-
Bid 06"o.c. or 16Q stople 04�
3-2x4/2-2x6
1 Row 03"
12"o.a. 5/8"
@ 1.5'
430
t
600
S2�4
7/16" OSB
Bid 04"o.c. or 16g staple 02.5"
4-2x4/3-20
2 @5"
8"o.c. 5/8"
@ 2.7'**
620 -
868
S2-3
7/16" OSB
So 03"o.c.
4-2x6/l-4x4
2 Row 03.5"
6"o.c. 5/8"
0 2'**
Boo
1120
S2-2
7/16" OSB
10d 02"o.c.
I-DF -4x6
2 Row @2"
4"o.c. 5/8"
0 1.3'**
1088
1525
Hold Down Schedule - Simpson or Equal
Tension
Wind Seismic Cracked
A35
A35 - Detail 4 in Simpson Catalog
600 600 Ho 0 1.6
Hi
H1 - Truss to top plate lateral
415
415 lb @ 1.6
LSDTH
LSDTH8/LSDTH8RJ-6" wall 00.5"-12"+ 1. outside corner
1690
1220 1�b
2 �
1:is
LSDTH8
LSDTH8/LSDTH8RJ-8" wall 00.5"-12"+ 1. outside corner
2230
1610
b @
LSDTH
LSDTHB/LSDTH8RJ-8" wall @12"+ from corner
3115
2250
lb @ 1.6
11'.66
STHD10
STHID10/STHWORJ-6� wall @0.5"-15"+ f. outside corner
2050
1435
lb 0 1.6
STHDIO
STHD10/STHD10RJ-8" wall 00.5"-15"+ f. outside corner
3145 -
2175
lb 111 1.6
*b@
STHDIOISTHD10/STHD10RJ-8"
wall 015'+ f. outside comer
4755
3400
lb 0 1.6
STHD14
STHD14/STHD14 J-6" wall 00.5"-21"+ 1. outside corner
3200
2685
1
STHD14
STHD14/STHD14RJ-8" wall @0.5"-21"+ 1. outside corner
4165 -
3500
lb 01.6
STHD14
STHD14/STHD14RJ-8" wall 021"+ from comer
5345
3815
lb @ 1.6
HDU5
HDU5 ./ 5/8" SSTB24 6" Wall Min 5" from Endwall
4470
3325
lb A.B./DF
HDU5
HDU5 w/ 5/8" SSTB24 6* Wall Min 42" from Endwall
5025
3740
A.B./DF
HDU8
HDU8 wl 7/8" SSTB28 8" Wall Min 5" from Endwall
15
11to
HDU8
HDU8 w/ 7/8" SSTB28 8" Wall Min 50" from Endwall
7870
7870 Ilb
w-4.5DF
ST24
ST 6224 to loi t - MST37 w/ rim
2540
2540
lb @ 1.60
SI.36
ST 6236 to joist - MST 48 w/ rim
1 3695
3695 Ifla
01.60
ST60
MST60 0 rim
IT72
1 4830
4830
lb 01.60
ST72
no rim
1 6730
6730 Ilb
@ 1.60
NOTES: Based on 2015 IBC and Industry Standards assume HIF for wood material u.n.o.
xI-x wall is sheeted on me side. x2-x is sheeted both sides, Hold-downs am based on 2011 Simpson HemFir Values UNIO. Toenail use @ Hm to op plate requires 20%
mom nails than plate nailing wilues giwn 0 top plate. Toenails 0 GI-7/4 arly. Nails to be: 8D 0.13lx2.5' 10D O.l48x3* 12D 0.1486.25 16D 0.135%3.5�
Per AFPA SDPWS H:W ratio 2:1 max for sheetrock walls. All shestrack .11 sections /H:W ratio of 1.5:1 to be blocked. Shentrock walls not allowed in seismic zons E
Anchor bolts for Hold downs are to be A307 bolts or threaded rod with 2 nuta (jammed). Min. Embedment length to be 12" in the tooting. Simpson SSTB bolts am be
subsituted per the Catalog call -outs. Roar Is to be within 2' above and to the side of the hod of the bolt and Simpeon Strop Hold-downs.
Gypsum Wall Nailing ils far all supporting membin'S & Wall to be unblocked unless noted otherwise. All OSB/Plywd walls to be blocked and haw Min field nailing 012' - if
panels are ower J* thick or stud spacing less than 24* o.c..
A35 @ top plate only required if Rim Joist is flush With Shothing or @ interior wall & cannot be toe -railed.
** 3x Mudsill Required. 3x wall plates am required if Meeting 1, spliced on the phAs. If pliced an In double rim required for 1 1/2" nail penetration. Note mudslil shear
am be different than the wall above, ses calculation summary sheet.
Al I walls with sheare ow 350#/ft require 3x studs or blocking at panel joints. Ocable studs can be substituted when nailed together at shear wall nailing with 10d rails.
All anchor bolt spacing between 350#/ft and 600#/ft has been reduced by 507 to allow use of 2x plate� If 3x plate is used bolt spacing can be doubled in thus cases.
ALL ANCHOR BOLTS ON SHEAR WALL LINES TO HAVE 3"X3"XO.229" WASHERS 2308.3.2, J' From Mudsill edge on side with
OSB/Plywood if shear over 200 PILF per SDPWS 4.3.6.4.3.. unless hold-downs provided at wall ends per exception.
SHEAR WALL
PER PLAN
NAIL `P.�R PLATE---,
,,--NAILING
SEE SCHEDULE
DBIL JOISTS R PS�L SOLID BLOCKING N(GLUE)
(0 JOIST PARALLEL (@ JOISTS PERPENDI-
TO SHEAR WALL� CULAR TO SHEAR WALL)
W1 A-35 PER OL 6 W/ A-35 PER COL 6
DOUBLE JOIST OR BLOCKS WHERE DOUBLE PLATE NAILING REQ'D
INTERIOR SHEAR WALLS TO
FLOOR BELOW
(2) STUDS PER
MST HOLD-DOWN
"SIMPSON" ST6236
STRAP HOLDOWN W/
(40) 16d x 2-1/8" NAILS.
FILL ALL HOLES W1 NAILS,
JOISTS PER PLAN
(2) STUDS PER
MST HOLDOWN
EDGE NAIL PLYWOOD
TO DBL. STUD (TYP).
EXTERIOR STRAP TIE
(EXT. SHEAR WALL ACROSS UPPER FLOOR)
ROOF SHEATHING
RBC OVER SHEAR WALLS
PER COLUMN 6
ROOF SHEATHING
EDGE NAILING
BIRD BLOCKS BY
TRUSS
MANUFACTURER
EDGE NAILING -
PER COL.3 OF
SHEAR WALL
SCHEDULE (TYP.)
PLATE NAIL PER
COL 3
16d TOE NAILING
@ RIM TO TOP
PLATES 0 12" O.C.
SHEATHING ON
1ST FACE PER
COL.1 OF SHEAR
WALL SCHEDULE (TYP.)
AND NOTE 2
CONTINUOUS SHEETING
FROM TOP PLATE TO
MUDSILL. NAIL MUDSILL
PER COL. 3 FOR MAIN
FLOOR SHEAR WALL
CALLOUT
ANCHOR BOLTS
PER COL. 7 OF
SHEAR WALL
SCHEDULE
-2 x RAFTERS
OR TRUSS TOP
CHORD
TOENAIL EACH TRUSS
2 x CEILING JOISTS
OR TRUSS BOTTOM
CHORD
SIMPSON'S H1
SEISMIC TIES
0 48" O.C. U.N.O.
SHEATHING ON
,*�_-2141) F CE PER
COL.1 OF SHEAR
WALL SCHEDULE (TYP.)
IF REQUIRED
�_�.16C
d NAILING TO BOTTOM
PLATE PER COL. 5 OF
SHEAR WALL SCHEDULE
(TYP.)
ALT RIM
DETAIL
A35 PER COL WHERE
SHEATHING DlSCONTINUOUS.
SEE DETAIL A FOR
CONTINUOUS REQUIRMENTS.
PSON A3
FRAMING ANCHOR
BLOCKING AT ALL PER COL. 6 OF
M
SIM PSI
FRAMIl
PER C
PANEL EDGES SHEAR WALL SCHEDULE
( TY
TYP.)
PANEL PLATE NAILING
PER COL. 5 OF SHEAR
'WALL SCHEDULE (TYP.) ALT RIM
DETAIL
DOUBLE RIM WHERE
DOUBLE ROW OF
PLATE NAILS
Ref'. AFPA SDPWS Section 4.3.5.2 Design for Force Transfer
at All Panel Edges Req'd
48.
/locking
Full Panel Width Full Panel Vidth
36 STRAP
4 Locations)
V)
25 ix�
z
.7
q4
0
Ln
_6Blocking Min.
>
YIP1
Ld
IS
'1-2 x 4 (min. plate) Sheeting To Be
Continuous
2-2x Continuous or Stropped Rim Over Rml J.I.t
Perforated Shear Wall Similar. No Horizontal Straps or blocking required.
Wall to be sheeted then openings cut and all edges nolied per schedule.
AFPA SDPWS Section 4.3.5.3
BLOCKED WNDOW SHEAR
WALL DETAIL
'0 0)
Y_ <
EXTENT OF VARIES (SEE PLAN)
t16" MiNt
HEADER 2X4 TOP PLATE OR PONY WALL ABOVE
GARAGE DOOR HDR. MIN. 3x11.25
(SEE FRMG. PLAN FOR SIZE)
01
NAIL O.S.B. TO HDR.,# Bid 0 3" D.C.
�.C.
mq
OR 15g STPLS @ 2.5 TYP.
=2 ROWS 2-20 STUDS MIN
16D
:3
31 D.C. LSTA24 VERTICAL STRAP
2 OPPOSITE OF SHEETING
0
LU
::3
-NAIL @ ALL PLTS
3� H
STUDS W/8d @ ffRs.
T
71
-
OR W/115g STAPLES 02.5 D.C. TYP.
b 0 - 2-2y:4 AT AkY O.S.B. JOINT 16D03"o.c.
IN MIDDLE 24 OF PANEL
7/16' O.S.B. (5/8- TI-11 @ TLRP)
t X
-u
THD14 OR PLAN NOTE CALL -OUT.
INSTALL PER MANE RECOMMENDATION.
Q)
)NTINUO 2-2X4 PLATES, NAIL SHTG.
'STEM 12" w/2 #4 MIN TO EA. PLATE - SEE NOTE BELOW
z
OPENIN ANCHQR LAG BOLTS W/ 3x� WASHER
I MIN 7 6MBEDMENT (1-5/8 x12 AB kN)
Note: Where Panel I on a rim joist the sheeting must lap the rim
W IL
which could take the place of the second plate. Log bolts a. - to
replace anchor bolts into 4x 0 RIM. The STHD14's are to be
replaced with STHD14RJ's or added to with MST 60's at a pony
wall. MST 60's are to replace STFID114's at a second floor
application.
rG*""`lt LATERAL RESTRAINT PANEL "LRP"
Q,J TLRP SIMILAR (REF: APA TT-100)
L VARIE
NAIL THRU ROOF SHEATHING
Li
TO 2X4 BLOCKS (TYP)
C)
2X4 BRACE
(3) 12d(TYP)-<' 2X4 BLOCKS ABOVE
.---SHEAR WALL
_J
,-MFG'D TRUSSES
0 24" O.C.
45 MAX '__,A35 CLIPS PER
SHEAR WALL SCHED.
INTER+ SHEAR �ALL DBIL TOP PLATE
/'E TRUSS DIAPHRAM
\i (INT. SHEAR WALL TO PERPENDICULAR ROOF TRUSSES)
L
SIMPSON A35
FRAMING ANCHOR
PER COL 6 OF
SHEAR �AUL SCHEDULE
CRAWL SPACE
(TYP.)
TYPICAL SHEAR WALL NAILING WALL TO FLOOR
NOT TO SCALE
5heet 5-1 of 3
DEC 15 200
RESUB
DEC 15 2019
BUILDING DEPARTMENT
CITY OF EDMONDS
Ground
Wind
Sslsmlc
Sul:;Qect to Damage from
Winter
Ice Barrier
Flood
Air
Mean
Snow
speed
Design
Design,
UnclarlaSment
Hazards
Freezing
Annual
Frost Line
Load
(MPH)
cateGorq
Weatherin g
Depth
I Termite
I Deca�
Temp �
cl 11 ed
re u no
ndex
TerIp
25 per
ROOF
110
P
Moderate
12
�Sil ghr t.
s-
NO
Min
.
,att.
EquIvalart Fluid Pro- 35 pcf Unrestrained and ba rO p.F - 1044 �ddd f., R-tr.1n.d WMI.
5TRUCTURAL NOTE6
Applicable Godes;
2015, International Residential Code (IRC)
2015 International Building Code (15C)
2015 WA State Energq Code (WSEC)
GENERAL -
THE CONTRACTOR 814ALL INSPECT THE SITE AND SOIL
CONDITIONS AND VERIFY SITE AND BUILDING DIMENSIONS
BEFORE COMMENCING WOW -
PROVIDE TEMPORARY SPACING AS REQUIRED DURING
ERECTION.
VERIFY SIZE AND LOCATION Or ALL OPENINGS IN FLOOR, ROOIB
AND WALLS WITH MECHANICAL AND ELECTRICAL WOW -
PREFABRICATED ITEMS SHALL BE HANDLED AND INSTALLED
PER MANUFACTURER'S RECOMMENDATION.
FOUNDATIONS:
1. EXTEND ALL FOOTINGS DOWN TO FIF41 UNDISTURBED SOIL IS
INCHES BELOW ADJACENT GRADE.
2. CENTER FOOTINGS ON COLUMNS AND WALLS EXCEPT WHEN
DIMENSIONED OTHERWISE.
3, WIDEN FOUNDATION AND FOOTINGS 4 INCHES TO SUPPORT
MASONRY VENEER WHERE APPLICABLE. VERIFY LOCATIONS.
CONCRETE:
1. CONCRETE DESIGN BASED ON 2500 PSI NO SPECIAL
INSPECTION REQUIRED. SUPPLIED CONCRETE TO BE 614ALL BE
5b SACK MIX, 3009) PSI AT 2S DAYS UNO. TO BE AIR -ENTRAINED
(59. - 1%) 3000 PSI AT 28 DAYS WHERE EXPOSED TO WEATHER
FOR DURABILITY.
2. SLAB ON GRADE (HEATED SPACES) 4" CONCRETE SLAB WITH
1.4 ( x( . W. W. MESH. I" SAND OVER & MIL VAPOR BARRIER OVER
41' COARSE GRADE GRAVEL FILL. R-10 x 24" RIGID INSULATION
AT PERIMETER WHERE SLAB 18 LESS THAN 2' BELOW GRADE.
5TEEL:
1. REINFORCING STEEL SHALL BE -4, GRAVE 40. ALL BARS SHALL
BE CLEAN, DRY AND TIED IN PLACE. LAP SPLICES IS INCHES
MINIMUM.
2, ANCHOR BOLTS SHALL BE 1/2" DIA x 10" WIT44 0.221b" X 3" X 3"
SQUARE PLATE WASHERS. SPACE AT 12" MAXIMUM AND I BOLT
DIAMETERS MINIMUM FROM CORNERS, SPLICES AND I -LATE ENDS.
SPACE ANCHOR BOLTS AT r. FEET 0. C. FOR SINGLE STORY AND
4 FEET 0. C. FOR TWO STORY, SEE SHEAR SCHEDULE FOR
SPACING AT SHEAR WALLS. ANCHOR BOLTS SHALL HAVE 1"
MINIMUM EMBEDMENT. I" THREADED ROD, EPDXIED A MINIMUM or
411 INTO CONCRETE, OR J,, STRONG BOLT WITH 4,, EMBEDMENT CAN
BE SUBSTITUTED FOR CAST IN PLACE ANCHOR BOLTS
3. STRUCTURAL STEEL I -LATE 16 TO BE A3& UNO AND FOR BEAMS
18 TO BE AIRITI2-50 UNO
WOOL) FRAMING-
DF/L *2 4x/ rox BEAMS, HEADERS, POSTS
HF 02 EXTERIOR AND EEARING STUDS, PLATES, JOISTS,
RAFTERS AND LIGHT FRAMING.
HF STD, NON -SEARING, INTERIOR STUDS, PLATES.
GLUED LAMINATED MEM5ER5:
GI_U-LAM MEMBERS SHALL BE A.I.T.C. CERTIFIED.
OF/DF-24r-V4 OR SIMPLE SPAN BEAMS.
DF/DF 24F-V5 FOR CANTILEVERED BEAMS AND CONTINUOUS
SPANS WHERE NOTED ON THE PLANS.
APPLY ONE COAT Or END SEALER IMMEDIATELY AFTER
TRIMMING
ENGINEERED LUM5ER:
LSL TO BE U55E UNO
LVL TO BE LSE OR BETTER UNO
P5L TO BE 2.OE OR SETTER UNO
SHEAT�41NG:
ROOr AND WALL SHEATHING SHALL 5E 1/1( . " APA RATED
SHEATHING UNO. NAIL WITH Sol - ro" O� C. 0 EDGES, 12" 0. C. 6
FIELD. FLOOR SHEATHING SHALL 15E 3/4" NOMINAL T4G APA
RATED SHEATHING GLUED AND NAILED WITH Ed 0 6" 0. C, -
EDGES, 12" 0. C. AT FIELD. SUPPORT PANEL EDGES PER APA
RECOMMENDATIONS.
FREFA51RICATED JOISTS / TRUSSES:
PREFAB JOISTS AND TRUSSES SHALL BE DESIGNED BY THE
MANUFACTURER. ENGINEERED SHOP DRAWINGS AND LAYOUT
SHALL BE SU5MJTTEr> FOR APPROVAL. SPACING AND
CONNECTIONS SHALL BE DESIGNED AND DETAILED BY THE
MANUFACTURER
TRUSS LOADING SHALL TAKE LIVE LOADING SPECIFIED IN TABLE
R301-5 INTO ACCOUNT FOR 50TTOM CHORD LIVE LOADING or 20
PSF. IF TRUSSES ARE DESIGNED FOR ATTICS WITHOUT STORAGE,
OR DO NOT MEET THE LIMITED STORA/.E REQUIREMENTS, THE
BOTTOM CHORD CAN BE DESIGNED FOR 10 f-SR
HANGERS/FASTENEIR,5:
ALL HANGERS AND FRAMING ANCHORS ARE TO BE SIMPSON OR
EQUAL. ALL METAL IN CONTACT WITH PRESSURE TREATED WOOD
ARE TO BE ZMAX, HOG(GISS), STAINLESS STEEL, OR MEET ASTM A
153 OR A 653 STANDARDS, REFER To IRc p3,113,1 OR 15C
2304.eB.I.
SIDING FER
ELEVATIONS
BUILDING.
UIRAF-IFAFER
SHEATHING -
(2)04
E>
eFOUNDATION 5TEFD-DOLLN DETAIL
2X STUDS 0 IS" O.C. BEAK SIZE
2X F�R. TR BILL PLATE PER PLAN
U.11 1/2'.XIO" AS. 0 48" O.C. 412"
FROM ENDS MIN. (SEE SHR SOH) 2. GUSSET UV 4-16d
U1
NAILS - POST 4
r
BEAM =A. SIDE 18'
CONT, -4 HORIZ BAR - IS" 0,C. 4.4 f'OST J11N. F
4" OONC, SLAM, W/ W" WIDE - IBM
f- 4" GRANULAR FI1_L SPLICE
VERT. WOOK
4,
- 2 -4 CONT. BARS - FOOTING.
&" ONE STORY WALL
0" Two STORY WALL
GARAGr=/SLA5 FOUNDATION C)r=TAIL
;�OF,TIONAL PCNY
WALL ABOVE
L ti
'i,
-4 a 10"
I o.. WOR.
A VERT.
OR FREE
, L,-
, ELEAR
SACKFILL I;EQUIRED LI 1 ,
11 111
1I, d
FOS. DRAIN REQ.� 4-4
LIS POOK SARS /
B..
R-2151/2" BATT .
INSULATION
_111-
112'� GYP.
SIDING. MR
2X& STUPS IS" or-
HE A W L L
SHEARWALL
R A
P E R P
PER PLAN
L AN
zLrvATioNs
r
2- - M BILL -ATE
BUILDING;
W/ 1,2">110" AM, - 48" 0Z.
WRAPPAPER
4 12 " FROM ENDS FEF SHEAR SCHEDULE
111611 APA _
3/4" T&G SUB-FI.R.
SHEATHING
A N CH
ANCHOR BOLTS
R OL_
R-30 BATT INSUL.
P E PLAN
PER PLAN
R
2X FLOOR JSTS
'SEE I" PLAN)
-4 BAR
OR
FiN. GR.-\
2-#05 0 rd
#4 18jo0pc HORIZ
#4 0 9' .
4 VERT
�4 VERT. 140M OAR - 40" Or-
(2) #4 GR'
BOTTOM. . 60 TOP &
.0 LAP BARS 26*
MIL. BLACK VAPOR
a
7
AT _ES
BARRIER LA 12".
AMS
BE AND UP POK WALL
IIISIRUP S
to Ld
(Z
12"
EA [U7Q1:RTAT-_f
S�. OF T
NERS, 36- 1 E
I. C T�'
TE
NOTE
I"*"ll h0'l`\-2-k4C4HT.BMAFA.FO0TIN3
T_ ONE STORY WALL
Two STOW WALL
HOUSE FOUNDATION DETAIL
INC. PAD
f rR Ri_�N
MUDSILL
NOTE
FOR III OLATIED PIERS 24" $a OR LESS WMIN NO REEAR REQ'C>
FOR PIERS LARGER THAN 24" Sa THICKNESS 18 TO BE 10" MIN. W/
4 PEIBAR - S" OZ. EACH WAY LINO.
Sr_RAWL BEAM DETAIL
CONCRETE r.-2500p.1
REINFORCING STEEL
*4 and Lose Grade 40
S and Larger Grade SO
'Zoo' "
A.,,,% Lateral Pressure 35 pef
I R., A-1- (-) I
til
H ,
Garage
IUAII H
t2
LI
L2
I L3
A
S
V.
4'
1"
4"
7
10"
-4 -1211
-4 012"
a..
51
a..
411
14"
30"
-5 -15"
-5 Is..
6.
4'
8"
4"
21"
30"
S 614"
S-1411
1.
1"
sl�
4"
30"
30"
IS 610"
-16101,
a.
61
10.1
7
33"
30"
S , a..
S . all
B..
el
i�
10"
10"
36"
37 -5 - 14"
-, - 1"
(;�), r-ouNpATION STEM WALL OVIEER 4' TALL
2X M TR. LEDGER
14"X56" STRONG BOLT - 16" OZ.
- MIN 2" FROM EDGES
4' CONIC. SLA5 III/
W' GRANULAR FILL SUB-FLR
j R-30 BATT INSUL.
FLOOR JSTS W1 HANGERS
'r -LAN)
(6121E PRI . I
BARRIER LAP 12"
SEAMS AND UP FDN. WAL.1-
12"
REF 1111- - 2 DETAILS
HOUSE FOUNDATION DETAIL
AL 4" CONC. SLAR,
01, BAR
U5E
-4 REBAR
8 DECK GRADE IBEAM AND F05T DETAIL
.ILL PER
J.15"
WL P BL=M - 24'
e. I.d 0ILS
SEE
HK �� - j( IST
PAR�1_5_ To w
.5 Up - 5� .1 E
JOIST 24' � - �
6VE I�IdT� to
I �16T rlAml
E SIDE " CLIP
IL
I -I T�'
�W'�AL RE.AR
5F�m FsR TABLE C.
r.v -
Tl- A-L
UOT. - -
OVER .4'
NOTES:
RuVA 18. PIK,
mT&
mK 7 0106��
USE �� I mT5
I WLT
12
�SILLM�M�"S`E
PIK 1.� LAP sPLION
m .120 q
TABLE
I-VNG
121
D�N
T. "AL"'T
13ASEMENT FOUNDATION
WALL DETAIL
�. ft' - 1-.&
CLR
PILE CAP PE
-'IN FILES PER PLAN
DETAIL
E.TE ..ND FILE A .11
WDEN BETWEEN ADJACENT PILES
WHERE PILES OUT OF LINE (TYP)
PERIMETER
GRADE BE
' PL 1/2 x 6' DIA OR SO
12" #4 REBAR
FOR UPUFT
T-0
WHERE SHOWN
3/16
SHOP/FIELD
CUT FROM
PIPE
WZEUD ON CAP
3" OR_4" PIPE PER PLAN
_
SEE GEOTECH FOR PIPE SPEC
E!IN
FILE CAP DETAIL
S71RRUPS
PER DETAIL
'RrCORNER BARS
I TO MATCH
REINFORCEMENT
k
REINFORCEMENT PER�
BEGIN nRST PE AT
DETAIL W/ HOOK 0
END
1/2 REQUIRED
SPACING
CORNER REINIFORCEMENT
�IUES
TYR)
TA15LE "A"
N01MOTMIM
WLTSPA�W.
WAUEWI�
�INGWIDTW
I-rWIDEPT1.1
2
6.
Is -
Is.
TAIBLE "5"
M MB� 10' Oa " CRAM 4s
TAIBLE "r-11 =TW=M`AT==Ls�
='LL 9:�
-�- 1
1 .. I rn I .
SPECIAL
DESIGN REQUIRED
WETS
WL�
21a4l 0.
V-1-0.
WBAIR
-4 - I.- Oc
4 Is -
WETS
Oz.
W.W. ac
WETS
fw�_
4'
- TABLE
81M TABLE T 9 'A' F M-E 2 ST�
OR TABLE TABLE 4� F � TWAN I ST�
SEE TABLE T�E 'A'
DESIGN CRITERIA
4s -AR - 1, -1
5ASEMENT FOUNDATION WALL TAIBLIES
3r
I ORNER BARS
FTO MATCH
REINFORCEMENT STIRRUPS
I PER DETAIL
REINFORCEMENT PN M BEGIN FIRST TIE AT
DETAIL /2 REQUIRED
1\1 1-71 'SPACING
TEE REINFORCEMENT
U)
z
2
!2
:3
0
Q)
10 x
Q)
LU
Q)
Cn
2!9 C-)
6heet 5-2 of 3
EC 15 2019
RESUB
DEC 15 2019
BUILDING DEPARTMENT
CITYOFEDMONDS
SET_XP EPDXY OR AT ADHESIVE
MIN 4" EM5EDMENT - INSTALL PER
MANUFACTURER'S INSTRUCTIONS - TYP
NEW FOUNDATION
REMAR MR PLAN
is" MIN
4-
41
EXISTING
FOUNDATION
--------------
7
TIE-N NEW FIND WITH
44,
MIN 3 - -4 STU15 MAR
SFOUNDATION
TIE-IN TO Ex FNID. DETAIL
CONCRETE Fc=2r200ps1
REINFORCING STEEL I'ScroOksl FRAMING
5ACA<FILL SAND OR GRAVEL A50VE
t 1 t ANr-HCOR 5OLT
' ,
PER 5HR 8CH"
1011 o4. HOR.
max or 'S a 15" o.c.
J"xl TITEN
10 MIL
VAf1OR
61011 O.C.
staggered
E3ARRIER
jd)
z
C 5ars__[�- I
uil hook a 4�
.4 LONC
5.r5' wall
f-05, C)F�1,41N REGI.
La HOOK BARS
5ar pacing (o.c.)
tI
H
t2
1-1
L2
L3,
A
5
C
all
rB-
10"
20"
ro"
3o"
05 e1211
05 812"
85 812"
a..
3011
05
cant i lever Feta in ine Wa I I
T�iuesen Lot 2 2:1 5aak�&Iope
ANCHOR IBOLTS
PER PLAN
WALL PER
-4 -16" OC.
�—OMILPLASTIC
"ER SLA13
.4 . S., OZ.
�4 - 1011 Or-
11 t 11 11L.6
PER Pi -AN
f=[L-E SUFFORTED &LA5
CONTINUOUS SHEETING NAILED TO
MUDSILL PER SHEAR WALL SCHEDULE
SOLID BLOCKING - 24" O.C,
e ) 16d NAILS =ACH SLOCK
.2�M,N. L,N,.THr,,,I,, JOIST
PARALLEL To WALL
-A35 CLIP ON EACH SIDE OF IBLOCKING
OR JOIST - 16" O.C. - - 2-12d TOENAILS -
I JOIST TO HAVE RIM MATERIAL ON EACH
SIDE FOR CLIP
FINISH GRADE
SLA5 - ENTRY
-4 5ARS 0 IS" C.C. FROM SLAIB
To WALL AND EUI. IN SLA5
DE51GN CRITERIA
(5) SACK CONCRETE = r,' PSI 2500
GRADE SO RE5AR - fq PSI 60000
ftl
EQ. FLUID PRESS - 40 L55, / 90. FT. SAND/GRAVEL 5ACKrILL
3:
SEISMIC (aH) FILE SUPPORTED.
Ix
NOTE5.1
DO NOT 5ACrFILL UNTIL FLOOR
SHSAT14ING IS NAILED.
ANCHOR DOLTS,
MIN. 1/211 DIA. x 10" UNO�
MIN, I" EM5EpMENT
USE 311 SQ. WASHERS 4 NUTS
I 15OLT WITHIN 1211 Or ENDS
MIN. 2 BOLTS PER PIECE
or SILL I -LATE,
M CE
19 24" LAP - IBAR SPLI_
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DEC 15 20fq
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DEC 15 2019
5heet 5-3 of 3 lrl�
I"WATER METER IN
CITY R.O.W. WITH
METERATTACHED
TO PROPERTY LINE
CABLE /
ELECT
STORM SEWER
MANHOLE
DATUM PT
RIM TOP: 95.5
9
00
F01111
PIPE USE, SIZE AND MATERIAL
EDMONDS ZONING RS-12
WATER - 1 1/2"20OPSI POLY
25'MAX HEIGHT
SEWER - 6" SEWER PIPE
35% MAX IMPERVIOUS
STORM \
FOOTING DRAINS - 4" SCH 40 PVC
LOT SIZE: 12,034
TIGHTLINES
IMPERVIOUS:
HOUSE - 2,998 (24.9%)
IF RIM TO INVERT
VNrA�T�Wj
W.P. DECK - 225 (1.9%)
DRIVE - 1160 (9.6%)
FILTRATION SOCK ON
CB ON LOT 3 C.
102' 94.19'
INV 92.75' - --------- --_--_-----
RIM 95.25' SILT FENCE N90'E
Y
STORM WATER
20'-6" SW STUB
S=2.00%
INV=101.5
EXCEEDS 5', TYPE H WALK - 245 (2.0%) - MINIMUM TOF HORIZONTAL
TOTAL - 4,628 (38.5%) SEPARATION BETWEEN WATER
1VLft1NnVEE W JJJ, Dr,
REQUIRED.
24''UTILITY EASEMENT
THROUGH LOT 3 TO
PROPERTY LINE OF LOT 2
11/2" WATER SUPPLY
LINE TO HOUSE TO BE
200 PSI POLY WITH
TRACERWIRE
9 \ 9w
6'
SSH #2
SEWER
MANHOLE
ON 8th AVE
SERVICE AND DRY UTILITIES.
- MIN IO'H. SEP. BETWEEN
WATER AND SEWER
- MIN TH. SEP. BETWEEN .4v
WATER AND STORM R
6" CLEANOUT W/I
TOF HOUSE
6" CLEANOUT BETWEEN BENDS .4
SIDE SEWER
20'-6"SS STUB
S=2.00%
FILTRATION SOCK ON
INV=98.76
0'
4Y /I
C"
4:1 /
SS MET
1015
PATIO
(4
SD EX CB C 22'-0"
TOP 101.9' UTILITY PEDESTAL
INV 98.00 CB#3
14.30' fTYPE ll+ PROPOSED
-2 TLT
W_ _N89 51'53" E- 66 GARAGE
A-1
I -5p,, ..... . �'�GAS�t�
s
16'PRIVATE INGRESS, EGRESS & Cil�C
AL —
UTILITY EASEMENT THROUGH C. CURB,,
q 60 108'
LOT 3 PER SHORT PLAT LOT3STORM
STORM WATER DETENTION WAIVER
BY DON FIFNE 07117/2007
Refer to 05-05-2009 discharge directly into
regional detention facility just West of site
which discharges directly into Puget Sound.
..............
100, 102' 104' 106' S89'51'53"W 110' 112'
100'DRIVEWAY 30'DRIVEWAY 25'DRIVEWAY
SEWER (10'FROM W) GRADES 96-106 GRADES 106-108 GRADES 108-108
6" CLEANOUT AT P/L 11% SLOPE 7% SLOPE 2% SLOPE
W/ 12"CAST IRON LAMPHOLE
PROPOSED
STRUCTURE
114' 116'
COVER WITH 1/2" HEXBOLTS * STORM WATER TIGHT LINE AND FOOTING
INV 98.00 (102'FROM HOUSE IS 3.4% SLOPE) DRAINS DIRECTED TO STORM WATER STUB
FOR LOT 3 INSTEAD OF ACROSS LOT 2.
MINIMUM OF TOF COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER
DRIVEABLE SURFACES AND l'OF COVER UNDER LANDSCAPE AREAS.
Lr)
104' 106' 108' 110,
;7'
CB#4
-INV 100.0
0 0
0�
QJ C'I
00
- C:'
,RIM 103.0'
9 ' -7
0\
c:-
112'
Le)
04
a, 0
Y IlT
114'
CB #3
rn
INV 109.0'
RIM 106.0'
C C�
B #2
1116'
16'
INV 117.0'
P
RIM 118.5'
in
C'4
CB #1
INV 115.0'
RIM 116.5'
FINAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOR, NOT THE CITY OF E
SCALE LEGAL DESCRIPTION
V = 15ft Section 24 Township 27 Range
OWNER 03 Quarter NW - LOT 3 OF
Thuesen CITY OF EDM SP NO S-07-76
Custom Homes REC AFN 201111145006 BEING
514 8th Ave N A PTN SEI/4 NWI/4
Edmonds, WA PROPERTYID
425-772-9401 27032400225300
Eric Thuesen EDMONDS ZONING
RS-12
EDMONDS ZONING
RS-12
LOT STZF
12,034 S.F.
IMPERVIOUS
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%)
DRIVE - 1,337 (11.1%)
WALK - 310 (2.6%)
TOTAL - 4,870 (40.5%)
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UTILITY
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GRADING
0
INSTALL AND MAINTAIN ALL
TESC MEASURES ACCORDING TO
APPROVED PLANS, CITY OF
EDMONDS STANDARD DETAILS,
AND ALL OTHER MEASURES
THAT MAY BE REQUIRED
DURING CONSTRUCTION
N
00
EDMONDS ZONING RS-12 FILTER FENCE BETWEEN LOTS
2 AND 3 TO BE INSTALLED AFTER
25'MAX HEIGHT FINAL GRADING AND STORM
35% MAX IMPERVIOUS DRAINAGE IS COMPLETE
SEE EDMONDS DETAIL Ell El
LOT SIZE: 12,034
-----------
IMPERVIOUS: 0'
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%) FILTRATION SOCK ON
DRIVE - 1160 (9.6%) CB ON LOT 3
WALK - 245 (2.0%) INV 92.75'
TOTAL - 4,628 (38.5%) RIM 95.25'
FILTRATION SOCKS ON
ANY DOWNSTREAM CATCH BASINS.
SEE EDMONDS DETAIL E13
4
COVER SOIL STOCK
PILE WITHIN 24 HOURS
24'UTILITY EASEMENT �PATIO
.D 4.... . I
4
THROUGH LOT 3 TO SOIL 4 11
4
PROPERTY LINE OF LOT 2 STOCK
CRUSHED ROCK SD EX CB #2
PILE
CONSTRUCTION ENTRANCE TOP 101.9'
SEE EDMONDS DETAIL E1.2 INV 98.00----__ PROPOSED
GARAGE
SS MANHOLE #2
DATUM PT
RIM TOP
95.5
ON 8th Ave
94.0 TW
94.0 EG+/-
�1�16'PRIVATE INGRESS & EGRESS
EASEMENT THROUGH LOT 3 PER
SHORT PLAT EXTENDED INTO LOT 2
1 100.0 TW
96.0 TW 97.0 EG
94.0 EG +/-
BEGIN WEST WALL
98.0 TW MuSlING
94.7 EG RETAINING
WALL
_2
---�2 C
-2-OR
E0PV-
Nn -�FACE.
0;;T.
T
CO- ---R-
C= OF EDMONDS
LITER FABRIC FENCE FILTRATION SYSTEMS
D�GMW�UMONPWOD.
- wo.�-.
CITY OF EDMONDS
STABILIZEDCONSTBUCTIONENTRANCE
14.30'
--�N89 51'53" E
4 \4
d ----- 44-1� ---
------
4 4
C)
0
110.00,
S89* 51'53"W
102.0 TW
107.5+/- TW
I
101.0 EG+/-
105.0 EG
1130-1 w EG
BEGIN EAST WALL
108.0 FG
107.0 +/- FG
115.0 TW E&
105.0 EG
109.0 FG
END WEST WALL ATT �TQ�MDV�
SOILS TO
BE COMPOST
AMENDED
PER BMP T5.13
MMAPPU=0N
��AT�L�M G
��U�ONI OD.
--ONA
--.oL
CITY OF EDMONDS
TaipaFARYsEmma TRAP FOR CATCH BASINS
E1.3
A
PROPOSED
STRUCTURE
EG: 121
lz I.0 I W hki+/- FG: 114
112.0 FG
TW:120
121.0 EG+/-
112.0 FG
122.0 EG +/-
EXIS NG 112.0 FG
RETAINING
WALL
N90'E� 7-
--------------------- / -------------------
B
",B
A
o
EXISTING GRADE CALCS - HOUSE
EG:130 A: 97.2
FG: 119 B: 118.75
TW:125 C: 11'7.5
D- 98.25
431.7 / 4 = 107.93 = AVG GRADE
132.93 MAX RIDGE
PROPOSED RIDGE AT 130-75
SLAB AT 103
27.75 RIDGE ABOVE SLAB
SCALE LEGAL DESCRIPTION
1" = 15ft Section 24 Township 27 Range
OWNER 03 Quarter NW - LOT 3 OF
Thuesen CITY OF EDM SP NO S-07-76
Custom Homes REC AFN 201111145006 BEING
514 8th Ave N A PTN SE1/4 NW1/4
Edmonds, WA PROPERTY TD
425-772-9401 27032400225300
Eric Thuesen EDMONDS ZONING
RS-12
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REVISED
02-28-2020
SITE / PLOT
TESC, EXIST.
GRADES
V WATER METER IN
CITY R.O.W. WITH
METER ATTACHED
TO PROPERTY LINE
CABLE / DATA
ELECTRICAL
STORM SEWER
MANHOLE
DATUM PT
RIM TOP: 95.5
PIPE USE, SIZE AND MATERIAL EDMONDS ZONING RS-12 FILTRATION SOCK ON
WATER - 11/2" 20OPSI POLY 25'MAX HEIGHT CB ON LOT 3
SEWER - 6" SEWER PIPE 35% MAX IMPERVIOUS INV 92.75'
STORM \ RIM 95.25'
FOOTING DRAINS - 4" SCH 40 PVC LOT SIZE: 12,034
b
CD
/ -- - - - - - - - - - -
SILT FENCE
STORM WATER
TIGHTLINES O.N.
IMPERVIOUS: 20-6" SW STUB
HOUSE - 2,998 (24.9%) S--2.00%
IF RIM TO INVERT W.P. DECK - 225 (1.9%) INV=101.5
ELEVATION DRIVE - 1160 (9.6%)
EXCEEDS 5', TYPE II WALK - 245 (2.0%) - MINIMUM TOF HORIZONTAL di -
TOTAL SEPARATION BETWEEN WATER
MANHOLE WILL BE - 4,628 (38.506) /
SERVICE AND DRY UTILITIES
REQUIRED.
- MIN 10'H. SEP. BETWEEN
WATER AND SEWER
MIN TH. SEP. BETWEEN
WATER AND STORM
24'UTILITY EASEMENT
6" CLEANOUT W/I
Z
THROUGH LOT 3 TO
TOF HOUSE
W
PROPERTY LINE OF LOT 2
6"CLEANOUT BETWEEN BENDS
SIDE SEWER
SS INLET
00
11/2" WATER SUPPLY
20' -6"SS STUB
S=2.00%
101.5' PATIO
LINE TO HOUSE TO BE
FILTRATION SOCK ON
1 4
x
200 PSI POLY WITH
TRACER WIRE
SD EX CB #2
\
INV=98.76
"'\
0;-'��' 1.. 22'-0"-
TOP 101.9' UTILITY PEDESTAL
INV 98.00
4/1
'tv I CB#3
--9.4'
14.30'
If 11, 11 1 �) . fTYPE ll+ PROP, OSED
—N89 51'53" E- 4
GARAGE
66 -2 TLT
STB . . . ..........
/16'PRIVATE INGRESS, EGRESS &
UTILITY EASEMENT THROUGH
LOT 3 PER SHORT PLAT cn
C
I .* . ZI LOT STORM*
'
�
108'
�4 _z// . I
.............. .......................
Y, ...............
...............
1001. 162'
104' 106'
S89'51'53"W 110' 112'
96'
100'DRIVEWAY 30'DRIVEWAY
25'DRIVEWAY
SSH #2
SEWER (10'FROM W)
GRADES 96-106 GRADES 106-108 GRADES 108-108
SEWER
6" CLEANOUT AT P/L
11% SLOPE 7% SLOPE
2% SLOPE
MANHOLE
W/ 12" CAST IRON LAMPHOLE
ON 8th Al
1.
102'
PROPOSED
STRUCTURE
114' 116'
COVER WITH 1/2 HEXBOLTS . STORM WATER TIGHT LINE AND FOOTING
INV 98.00 (102'FROM HOUSE IS 3.4% SLOPE) DRAINS DIRECTED TO STORM WATER STUB
STORM WATER DETENTION WAIVER FOR LOT 3 INSTEAD OF ACROSS LOT 2.
BY DON FIENE 07/17/2007
Refer to 05-05-2009 discharge directly into
regional detention facility just West of site MINIMUM OF TOF COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER
which discharges directly into Puget Sound. DRIVEABLE SURFACES AND POF COVER UNDER LANDSCAPE AREAS.
104' 106' 108' 110,
94.19
— — — __: -- - — — 7—
N90*E CB #4
Q) C-4
1 0.0 00
�INV 0 Ch CD
01
. . .. . ............ -,RIM 103.0' t� S
N`� � -7
.......... ..... . . . .... .
112'
Ln
0 W
Y
114' CB #3
INV 109.0'
RIM 106.0'
CB #2
116' INV 117.0'
RIM 1185
CB #1
INV 115.0'
RIM 1165
bio
in
86
Cd
FINAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOR, NOT THE CITY OF EDMONDS.
SCALE LEGAL DESCRIPTION
V = 15ft Section 24 Township 27 Range
OAVNER 03 Quarter NW - LOT 3 OF
Thuesen CITY OF EDM SP NO S-07-76
Custom Homes REC AFN 201111145006 BEING
514 8th Ave N A PTN SE1/4 NWI/4
Edmonds, WA PROPERTYTD
425-772-9401 27032400225300
Eric Thuesen EDMONDS ZONING
RS-12
EDMOND
RS-12
LOT SIZE
12,034 S.F.
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%)
DRIVE - 1,337 (11.1%)
WALK - 310 (2.6%)
TOTAL - 4,870 (40.5%)
Cn --!�
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11-26-2016
REVISED
02-28-2020
DRAINAGE
UTILITY
AND
FINAL
GRADING
INSTALL AND MAINTAIN ALL
TESC MEASURES ACCORDING TO
APPROVED PLANS, CITY OF
EDMONDS STANDARD DETAILS,
AND ALL OTHER MEASURES
THAT MAY BE REQUIRED
DURING CONSTRUCTION
N
Q
z
00
EDMONDS ZONING RS-12 FILTER FENCE BETWEEN LOTS
2 AND 3 TO BE INSTALLED AFTER
25'MAX HEIGHT FINAL GRADING AND STORM
35% MAX IMPERVIOUS DRAINAGE IS COMPLETE.
SEE EDMONDS DETAIL E1.1 0
LOT SIZE: 12,034
IMPERVIOUS:
-----------
0'
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%) FILTRATION SOCK ON
DRIVE - 1160 (9.6%) CB ON LOT 3
WALK - 245 (2.0%) INV 92.75'
4v
TOTAL - 4,628 (38.5%) RIM 95.25'
FILTRATION SOCKS ON
ANY DOWNSTREAM CATCH BASINS.
SEE EDMONDS DETAIL EI.3
4
COVER SOIL STOCK
PILE WITHIN 24 HOURS
24'UTILITY EASEMENT
PATIO
..4
THROUGHLOT3TO SOIL
FILTRATION SOCK ON
PROPERTY LINE OF LOT 2 STOCK
CRUSHED ROCK SD EX CB #2
CONSTRUCTION ENTRANCE TOP 101.9' 1 PILE,
PROPOSED
SEE EDMONDS DETAIL E1.2 INV 98.00---____ GARAGE
14.30'
0
SS MANHOLE #2
DATUM PT
RIM TOP
95.5
ON 8th Ave
94.0 TW
94.0 EG+/-
D--- -- --------------------- --------------
"��16'PRIVATE INGRESS & EGRESS
4
EASEMENT THROUGH LOT 3 PER CD ... I
16 EO 11 � ".1.
SHORT PLAT EXTENDED INTO LOT 2
CD
z 4 \/C
1 100.0 TW
96.0 TW 97.0 EG +/-
94.0 EG BEGIN WEST WALL
98.0 TW E)CISrING
94.7 EG RETAINING
WALL
-IJ
=E-Rw�o-m=
CITY OF EDMONDS
a-LTER
FABRIC FENCE FILTRATION SYSTEMS
D�G-COM.U---.
CITY OF EDMONDS
i 7,,�MrZEDCONSTRUCTIONENTRANCr
1 __SrABIZED �CONSTRUCTION I
A
PROPOSED
STRUCTURE
I INS`
I M "d
I
I S89- 51'53"W �,5 EG: 1 121
102-� Lu/.:)+/- TW 1 121.0 EG+/-
10,.0 G+/- 105.0 EG 113+/- TW EG 112.0 FG FG: 114
BEGIN EAST WALL 108.0 FG TW:120
121.0 EG+/-
107.0 +/- FG 115.0 TW EG+/- 112.0 FG
105.0 EG 109.0 FG
122.0 EG +/-
END WEST WALL ALL DISTURBED EXISTING 112.0 FG
SOILS TO RETAINING
BE COMPOST WALL
AMENDED
PER BMP T5.13
��ATAUM D NG
RW�R-
MMWA�LMUO-�.
CITY OF EDMONDS
WIMENT TRAP FOR CATCH
SCALE
1" = 15ft
- - -.-- - - . .. - - . - 0
N90-E 0 0
00
C;% a.
-------------------- --------------------- -
C11
K,
Ln
u-,
ON
Cn
B
0
EXISTING GE A DE, C A I.CS - HOT JSE
EG:130
A: 97.2
FG: 119
B: 118.75
TW:125
C: 117.5
D, 98.25
431.7 / 4 = 107.93 = AVG GRADE
132.03 MAX RIDGE
PROPOSED RIDGE AT 130-75
SLAB AT 103
27.75 RIDGE ABOVE SLAB
Thuesen
Custom Homes
514 8th Ave N
Edmonds, WA
425-772-9401
Eric Thuesen
LEGAL DESCRIPTION
Section 24 Township 27 Range
03 Quarter NW - LOT 3 OF
CITY OF EDM SP NO S-07-76
REC AFN 201111145006 BEING
A PTN SE1/4 NW1/4
RS-12
bz
t4
C)
0
0
0
4--J
00
Ln
11-26-2016
REVISED
02-28-2020
SITE / PLOT
TESC, EXIST.
GRADES
1 " WATER METER IN
CITY R.O.W. WITH
METER ATTACHED
TO PROPERTY LINE
CABLE /
STORM SEWER
MANHOLE
DATUM PT
RIM TOP: 95.5
PTPR USK ';TZF AND MATERIAL
EDMONDS ZONING RS-12
WATER - 11/2" 20OPSI POLY
25'MAX HEIGHT
SEWER - 6" SEWER PIPE
35% MAX IMPERVIOUS
STORM \
FOOTING DRAINS - 4" SCH 40 PVC
LOT SIZE: 12,034
TIGHTLINES
IMPERVIOUS:
N
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%)
IF RIM TO INVERT
ELEVATION
DRIVE - 1160 (9.6%)
FILTRATION SOCK ON
CB ON LOT 3
INV 92.75'
RIM 95.25'
STORM WATER
20'-6" SW STUB
S=2.00%
INV=101.5
WALK - 245 (2.0%)
- MINIMUM TOF HORIZONTAI
EXCEEDS 5', TYPE II
TOTAL - 4,628 (38.5%)
SEPARATION BETWEEN WATEE
MANHOLE WILL BE
SERVICE AND DRY UTILITIES.
REQUIRED.
- MIN 10'H. SEP. BETWEEN
WATER AND SEWER
MIN 5'H. SEP. BETWEEN
WATER AND STORM N"
24'UTILITY EASEMENT
6" CLEANOUT W/I
Z
THROUGHLOT3TO
TOF HOUSE
a)
PROPERTY LINE OF LOT 2
>
6" CLEANOUT BETWEEN BENDS
SIDE SEWER
4-J
00
11/2" WATER SUPPLY
20'-6"SS STUB
LINE TO HOUSE TO BE
FILTRATION SOCK ON
FILTRATIO,
S=2.00%
INV=98 76
102'
SILT FENCE
0
A�.
C,
SS INLET ;.�/ \
101.5' X,
4 PATIO
20OPMPOLY W11H SD EX CB #2
22'-0"
TRACER WIRE TOP 101.91 UTILITY PEDESTAL
PP INV 98.00-1,,,,
":'�B#3
01+ PROPOS
[TYPE ll+ GARAGE
'53" E- -2 31T
_N8951 &'E 66
GAS
/16'PRIVATE INGRESS, EGRESS &
UTILITY EASEMENT THROUGH
LOT 3 PER SHORT PLAT LOT 3 10 1 8'
60 STORAP
96'
SSH *2
SEWER
MANHOLE
ON 8th AVE
STORM WATER DETENTION WADM
BY DON FIFNE 07/1712007
Refer to 05-05-2009 discharge directly into
regional detention facility just West of site
which discharges directly into Puget Sound.
PROPOSED
STRUCTURE
100, 162' 104' 106' S89*51'53"W 110' 112' 114' 116' C11
100'DRIVEWAY 30'DRIVEWAY 25'DRIVEWAY
SEWER (10'FROM W) GRADES 96-106 GRADES 106-108 GRADES 108-108
6" CLEANOUT AT P/L 11% SLOPE 7% SLOPE 2% SLOPE
W/ 12" CAST IRON LAMPHOLE
I
COVER WITH 1/2' HEXBOLTS
INV 98.00 (102'FROM HOUSE IS 3.4% SLOPE) STORM WATER TIGHT LINE AND FOOTING
DRAINS DIRECTED TO STORM WATER STUB
FOR LOT 3 INSTEAD OF ACROSS LOT 2.
MINIMUM OF TOF COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER
DRIVEABLE SURFACES AND POF COVER U14DER LANDSCAPE AREAS.
104' 106' 108' 110,
CB *4
7//'
��INV 100.0',
RIM 103.0'
. ......... - 17 112�
114'
114' CB #3
/-7
INV 109.0'
RIM 106.0'
CB *2
16-
1116'
INV 117.0'
RIM 118.5'
CB #1
INV 115.0'
RIM 1165'
/ is
� 4ev
FINAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOR, NOT THE CITY OF EDMONDS.1
SCALE LEGAL DESCRIPTION
1" = 15ft Section 24 Township 27 Range
OWNER 03 Quarter NW - LOT 3 OF
Thuesen CITY OF EDM SP NO S-07-76
Custom Homes REC AFN 201111145006 BEING
514 8th Ave N A PTN SEI/4 NW1/4
Edmonds, WA PROPERTYID
425-772-9401 27032400225300
Eric Thuesen EDMONDS ZONING
RS-12
12,034 S.F.
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%)
DRIVE - 1,337 (11. 1%)
WALK - 310 (2.6%)
TOTAL - 4,870 (40.5%)
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UTILITY
AND
FINAL
GRADING
INSTALL AND MAINTAIN ALL
TESC MEASURES ACCORDING TO
APPROVED PLANS, CITY OF
EDMONDS STANDARD DETAILS,
AND ALL OTHER MEASURES
THAT MAY BE REQUIRED
DURING CONSTRUCTION
N
00
CRUSHED ROCK
CONSTRUCTION ENTRANCE
SEE EDMONDS DETAIL E1.2
SS MANHOLE #2
DATUM PT
RIM TOP
95.5
ON 8th Ave
94.0 TW
94.0 EG+/-
EDMONDS ZONING RS-12 FILTER FENCE BETWEEN LOTS
2 AND 3 TO BE INSTALLED AFTER
25'MAX HEIGHT FINAL GRADING AND STORM
35% MAX IMPERVIOUS DRAINAGE IS COMPLETE
SEE EDMONDS DETAIL Ell M
LOT SIZE: 12,034
IMPERVIOUS:
-----------
0,
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%) FILTRATION SOCK ON
DRIVE - 1160 (9.6%) CB ON LOT 3
WALK - 245 (100/6) INV 92.75'
TOTAL - 4,628 (38.5%) RIM 95.25'
5�1
FILTRATION SOCKS ON
ANY DOWNSTREAM CATCH BASINS.
SEE EDMONDS DETAIL E13
4
COVER SOIL STOCK
io
PILE WITHIN 24 HOURS
4
24'UTILITY EASEMENT
�PATIO
THROUGH LOT 3 TO SOIL
'4
FILTRATION SOCK ON
PROPERTY LINE OF LOT 2 STOCK
SD EX CB #2
TOP 101.91 1 PILE..
INV 98.00
PROPOSED
GARAGE
�16PRIVATE INGRESS & EGRESS
EASEMENT THROUGH LOT 3 PER
SHORT PLAT EXTENDED INTO LOT 2
1 100.0
96.0 TW 97.0 EG
94.0 EG BEGIN WEST WALL
98.0 TW EXISTING
94.7 EG RETAINING
WALL
U
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Z
�LTER FABRIC FENCE FILTRATION SYMMS
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�IT"ILIZED CONSTRUCTION ENTRANCE
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Ll-------- -1 -----------
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z
102.0 TW 107.5+/- TW
101.0 EG+/- 105.0 EG
BEGIN EAST WALL
107.0 +/- FG
105.0 EG
END WEST WALL ALL DISTURBED
SOILS TO
BE COMPOST
AMENDED
PER BMP T5.13
94.19'
A
PROPOSED
STRUCTURE
EG.130
FG: 119
S89' 1'53"W
1 121.0 TW EG+/- EG: 121
113+/- TW EG 112.0 FG FG: 114
108.0 FG TWA20
121.0 EG+/-
115.0 TW EG+/- 112.0 FG
109.0 FG
122.0 EG +/-
EXISTING 112.0 FG
RETAINING
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CrIy F EDMONDS
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Thuesen
Custom Homes
514 8th Ave N
Edmonds, WA
425-772-9401
Eric Thuesen
�p
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1��
EXIS MNG GRADE CALCS - HOUSE
A: 97.2
B: 118.75
C: 117.5
D- 9815
431.7 / 4 = 107.93 = AVG GRADE
132.93 MAX RIDGE
PROPOSED RIDGE AT 130-75
SLAB AT 103
27.75 RIDGE ABOVE SLAB
LEGAL DESCRIPTION
Section 24 Township 27 Range
03 Quarter NW - LOT 3 OF
CITY OF EDM SP NO S-07-76
REC AFN 201111145006 BEING
A PTN SE 1/4 NW 1/4
27032400225300
RS-12
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02-28-2020
SITE / PLOT
TESC, EXIST.
GRADES
July 25. 2019
PLAN REVISIONS CHANGES BLD2017-0545
City of Edmonds Building Department
1215 5tht Ave. N.
Edmonds WA. 98020
Re; Pen -nit BLD 2017- 0545
Please find following submitted revisions
L Planning:
1) Sheet 1, 3, 4, 5, and 6 Two car attached garage was changed a two car garage detached garage.
2) Added living space above garage
3) Garage is less than 10 ft from House.
4). Sheet 3 Bedroom three, bedroom two, laundry room and bathroom revision
5) Sheet Site Plan lot coverage and maximum allowable height recalculated
6) Sheet 4 Addition single car garage for ADU
II. Engineering:
1) Sheet Site Plan and 2. Addition of single car garage with driveway. Slope not to exceed 14%
2) Impermeable recalculated.
111. Building:
1) Sheet 2, 3, 5, 6, 7, 8 Redesign ADU floor plan.
2) Sheet 3, 5, 6, 7, 8 Addition single car garage
3) Sheet 3, 4, 5, 6 Redesign attached 2 car garage to detached garage
4) Sheet 9 Add living space above garage
5). Sheet 3, 4, 5, 6 Main floor bedroom 2, 3, common bath and laundry room revision
6). Please see attached north retaining wall revision, which has been built and inspected
ericthuesen(a)frontier.com
cell 415-772-9401
Eric Thuesen Custom Homes L.L.C.
Eric Thuesen
1" WATER METER IN
CITY R.O.W. WITH
METER ATTACHED
TO PROPERTY LINE
CABLE/DATA
ELECTRICAL
STORM SEWER
MANHOLE
DATUM PT
RIM TOP: 95.5
PIPE USE SIZE AND MATERIAL
WATER - 11/2" 20OPSI POLY
SEWER - 6" SEWER PIPE
STORM \
FOOTING DRAINS - 4" SCH 40 PVC
TIGHTLINES /
N
IF RIM TO INVERT
ELEVATION
EXCEEDS 5', TYPE II
MANHOLE WILL BE
IREQUIRED.
EDMONDS ZONING RS-12
25'MAX HEIGHT
35% MAX IMPERVIOUS
LOT SIZE: 12,034
FILTRATION SOCK ON
CB ON LOT 3
102'
94.19'
104' 106' 108' 110,
INV 92.75'
-�ii:T
-
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iE 7�Z-j
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WATER AND SEWER
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WATER AND STORM
4
24'UTILITY EASEMENT 6" CLEANOUT W/I
THROUGH LOT 3 TO
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N
SSH ;2
SEWER
MANHOLE
ON 8th AVE
Refer to 05-05-2009 discharge directly into
regional detention facility just West of site
which discharges directly into Puget Sound.
IMPERVIOUS:
HOUSE - 2,265 (18.8%)
W.P. DECK - 225 (1.9%)
GARAGE - 552 (4.6%)
DRIVE - 1198.(9.60/o)
WALK - 245 (2.0%)
TOTAL - 4,485 (37.3%)
100, 102' 104' 106'
100'DRIVEWAY
SEWER (10'FROM W) GRADES 96-106
6" CLEANOUT AT P/L 11% SLOPE
W/ 12" CAST IRON LAMPHOLE
COVER WITH 1/2" HEXBOLTS
INV 98.00 (102' FROM HOUSE IS 3.4% SLOPE)
r
S89'51'53"W lin, 11-v
30'DRIVEWAY
GRADES 106-108
7% SLOPE
25'DRIVEWAY
GRADES 108-108
2% SLOPE
114' 116'
STORM WATER TIGHT LINE AND FOOTING
DRAINS DIRECTED TO STORM WATER STUB
FOR LOT 3 INSTEAD OF ACROSS LOT 2.
MINIMUM OF TOF COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER
DRIVEABLE SURFACES AND l'OF COVER UNDER LANDSCAPE AREAS.
FINAL RESTORATION SHALL BE CO
tn
I#%
Clem C
JUL 2 9 M9
Y 114' CB #3
INV 109.0'
RIM 106.0'
e,
PROPOSED
CB #2
STRUCTURE
B INV 108.5'
RIM I 11.0'
y-
CB #1
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RIM 112.5'
Comer
LC k-1 �uired� Actua,
int
Sides
Reu
Other
B2A
!�'pg Duroal.Nmf
0F=C-DM
A: 102.18
B: 112.98
C: 111.23
430.28 / 4 = 107.57 = AVG GRADE
132.57 MAX RIDGE
PROPOSED RIDGE AT 1 .11 A
SLAB AT 103
28.45 RIDGE ABOVE SLAB
NOT THE CITY OF ED
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THUESEN CUSTOM HOMES
Three Nail D s
514 8th Ave N, Edmonds, WA Residential Drafting & Design 425-512-3090
R502 I
MFG TR ��[S AT 24' O.C.
GNGINEERE ) AND DESIGNED
EVI RU�MF AND INSIALl—
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2- HOLE IN BIRD BI-0— PROVIDE 3.14 SQ W NYV
(3 HOLES PER BIRD BLOCK)
(79 .—) �q— Th� d—-
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REVISION
JUL 29 2019
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REVISED
06-23-2019
1 " WATER METER IN
CITY R.O.W. WITH
METER ATTACHED
TO PROPERTY LINE
CABLE / DATA
ELECTRICAL'
STORM SEWER
MANHOLE
DATUM PT
RIM TOP: 95.5
N
PIPE I TSF S17F AND MATERIAL
WATER - 1 1/2" 20OPSI POLY
SEWER - 6" SEWER PIPE
STORM \
FOOTING DRAINS - 4" SCH 40 PVC
TIGHTLINES /
IF RIM TO IN-VERT
ELEVATION
EXCEEDS 5', TYPE TI
MANHOLE WILL BE
REQUIRED.
EDMONDS ZONING RS-12
25'MAX HEIGHT
35% MAX IMPERVIOUS
LOT SIZE: 12,034
IMPERVIOUS:
HOUSE - 2,265 (18.8%)
W.P. DECK - 225 (1.9%)
GARAGE - 552 (4.6%)
DRIVE - 1198 (9.6%)
WALK - 245 (2.0%)
TOTAL - 4,485 (37.3%)
FILTRATION SOCK ON
CB ON LOT 3 C)
C) 102' 94.19' 104' 106'
INV 92.75' SILT FENCE -7 - - - - - - CB #4
RIM 95.25'
S
0— A- —Y INV 100.0'
- RIM 103.0'
.. . ..... . . ...........
STORM WATER Al
2 -6" SW STUB 0.
0' 0*
S=2.00%
INV=101.5
X
- MINIMUM TOF HORIZONTAL
SEPARATION BETWEEN WATER
SERVICE AND DRY UTILITIES.
- MIN IO'H. SEP. BETWEEN
WATER AND SEWER
- MIN TH. SEP. BETWEEN
Al
WATER AND STORM
41
24'UTILITY EASEMENT 6" CLEANOUT W/1
,4 THROUGHLOT3TO 2' OF HOUSE
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SSfNLET
SIDE SEWER
1015
PATIO\
00 1 1/2" WATER SUPPLY 20-6"SS STUB
LINE TO HOUSE TO BE S=2.00%
FILTRATION SOCK ON
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SD EX CB #2
N
TRACER WIRE 101.91 UTILITY PEDESTAL
98.00' X CB#3 PARKING PAD
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LOT 3 STORM*
LOT 3 PER SHORT PLAT CD
CD C
C) 60'- 119/16"
EJ El
96' 98'
SSH #2
SEWER
MANHOLE
ON 8th AVE
WORM WATER DE77hMON WAIVER
BY DON FMIJE 0711 70M
Refer to 05-05-2009 discharge directly into
regional detention facility just West of site
which discharges directly into Puget Sound.
100, 102' 104' 106'
100'DRIVEWAY
SEWER (10- FROM W) GRADES 96-106
6" CLEANOUT AT P/L ll%SLOPE
W/ 12" CAST IRON LAMPHOLE
COVER WITH 1/2" HEXBOLTS
INV 98.00 (102'FROM HOUSE IS 3.4% SLOPE)
S89'51'53"W i1n, 119,
30'DRIVEWAY
GRADES 106-108
7% SLOPE
25'DRlVEWAY
GRADES 108-108
2% SLOPE
108'
110,
-4- -
- -z
- ---------
112'
Y 114' CB #3
0—
- INV 109.0'
RIM 106.0'
c5 no
PROPOSED CB #2
STRUCTURE
114' 116'
* STORM WATER TIGHT LINE AND FOOTING
DRAINS DIRECTED TO STORM WATER STUB
FOR LOT 3 INSTEAD OF ACROSS LOT 2.
B// INV 108.5'
RIM 11 Iff
/.Y
CB #1
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RIM 1125
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Front
Sides
C?. Rear
Odier
Height
PROPCEM FINAL GR ADF CAT
A: 102.18
B: 112.98
iD(P C: 111.23
D- 103-99
430.28 / 4 = 107.57 = AVG GRADE
132.57 MAX RIDGE
MINIMUM OF TOF COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER '!I
DRIVEABLE SURFACES AND FOF COVER UNDER LANDSCAPE AREAS.
PROPOSED RIDGE AT 1 -31 -4
SLAB AT 103
28.45 RIDGE ABOVE SLAB
FINAL RESTORATION SHALL BE COMPJF9XQaWz-J&JW 'L, TOR, NOT THE CITY OF EDMONDS.1
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4_]
PIRE USE SIZE ANT) MATERIAL EDMONDS ZONING RS-12 FILTRATION SOCK ON b
WATER - 11/2" 20OPSI POLY 25MAX HEIGHT CB ON LOT 3 0 102' 94.19' 104' 106' 108' 110,
SEWER - 6" SEWER PIPE 35% MAX IMPERVIOUS INV 92.75' — — — ---------------- --
STORM RIM 95.25' SILT PENCE N90*E ��-CB #4 7�
FOOTING DRAINS - 4" SCH 40 PVC LOT SIZE: 12,034 A- Y INV 100.0',"
STORM WATER RIM 103.0'
TIGHTLINES / — / --
N ........ . . ....... .. . ... .. ------------- - -----
IMPERVIOUS: 20'-6" SW STUB 112'
HOUSE - 2,998 (24.9%) S=2.00%
W.P. DECK - 225 (1.9%) INV=101.5
IF RIM TO INVERT \x
DRIVE - 1160 (9.6%) r
ELEVATION
WALK - 245 (2.0%) - MINIMUM TOF HORIZONTAL Y 114' CB #3
EXCEEDS 5', TYPE II Azs-' C� INV 109.0'
TOTAL - 4,628 (38.5%) SEPARATION BETWEEN WATER
MANHOLE WILL BE SERVICE AND DRY UTILITIES. RIM 106.0'
REQUIRED.
MIN 10'H. SEP. BETWEEN
WATER AND SEWER PROPOSED
MIN TH. SEP. BETWEEN CB #2
WATER AND STORM STRUCTURE 116'
INV 117.0'
B
RIM 118.5'
24'UTILITY EASEMENT 6" CLEANOUT W/I
Z THROUGH LOT 3 TO TOF HOUSE
(V PROPERTY LINE OF LOT 2 CB*I
> 6" CLEANOUT BETWEEN BENDS 4AX INV 115.0'
RIM 116.5'
SS INLET
1" WATER METER IN SIDE SEWER NL
D I
CITY R.O.W. WITH 5 UB 101.5 PATIO
00 11/2" WATER SUPPLY 20'-6"SS
A) 7
METER ATTACHED S=2.00%
LINE TO HOUSE TO BE FILTRATION SOCK ON C4
x
TO PROPERTY LINE 200 PSI POLY WITH SD EX CB #2 INV=98. 22'-0"
TRACER WIRE C)�'�
TOP 101.9' UTILITY PEDESTAL >/
, I- - CB#3 4 PARKING PAD
I CD
INV 98
4
14.30' AT 107.5' J Y
\fTYPE ll+ cq
FH _1
CABLE/DATA C-4
N89 51'53' 4% SLOPE
66-2.3'LT
GAS—
a=G.AS�
---- - --- -------
4
ELECTRICAL/ /46'PRIVATE INGRESS, EGRESS & FZE -__
UTILITY EASEMENT THROUGH CURB/) \ 4
4
LOT 3 S RAP
LOT 3 PER SHORT PLAT /%0 CD
STORM SEWER 7—
MANHOLE a
DATUM PT
9/ 98. 104' 106' S89* 51'53"W Ln
RIM TOP: 95.5 6- 1001 102' 110' 112' 114' 116' eq
SSH #2
SEWER
MANHOLE
ON 8th AVE
STORM WATER DETENTION WAIVER
By DON FIENE 07/17/2007
Refer to 05-05-2009 discharge directly into
regional detention facility just West of site
which discharges directly into Puget Sound.
100'DRIVEWAY 30'DRIVEWAY 25'DRIVEWAY
SEWER (10' FROM W) GRADES 96-106 GRADES 106-108 GRADES 108-108
6" CLEANOUT AT P/L ll%SLOPE 7% SLOPE 2% SLOPE
W/ 12" CAST IRON LAMPHOLE
COVER WITH 1/2" HEXBOLTS
INV 98.00 (102'FROM HOUSE IS 3.4% SLOPE) STORM WATER TIGHT LINE AND FOOTING
DRAINS DIRECTED TO STORM WATER STUB
FOR LOT 3 INSTEAD OF ACROSS LOT 2.
MINIMUM OF TOF COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER
DRIVEABLE SURFACES AND l'OF COVER UNDER LANDSCAPE AREAS.
FINAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOR, NOT THE CITY OF EDMONDS]
SCALE LEGAL DESCRIPTION
V = 15ft Section 24 Township 27 Range
OWNER 03 Quarter NW - LOT 3 OF
Thuesen CITY OF EDM SP NO S-07-76
Custom Homes REC AFN 201111145006 BEING
514 8th Ave N A PTN SEI/4 NW1/4
Edmonds, WA PROPEIRTYID
425-772-9401 27032400225300
Eric Thuesen EDMONDS ZONING
RS-12
EDMONDS ZONING
RS-12
LOT STZF
12,034 S.F.
IMPERVIOUS
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%)
DRIVE - 1160 (9.6%)
WALK - 245 (2.0%)
TOTAL - 4,628 (38.5%)
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DRAINAGE
UTILITY
AND
FINAL
GRADING
, mt�"
cffy COPY
B COE C N
BUILDING DEPARTIAE
CITY OFEDMONDS
RESUB
DEC 2 6 2019
13UIWING DEPA N
CITYOFEDMRTME T
ONDS
INSTALL AND MAINTAIN ALL
TESC MEASURES ACCORDING TO
APPROVED PLANS, CITY OF
EDMONDS STANDARD DETAILS,
AND ALL OTHER MEASURES
THAT MAY BE REQUIRED
DURING CONSTRUCTION
N
z
00
EDMONDS ZONING RS-12 FILTER FENCE BETWEEN LOTS
2 AND 3 TO BE INSTALLED AFTER
25'MAX HEIGHT FINAL GRADING AND STORM
35% MAX IMPERVIOUS DRAINAGE IS COMPLETE
SEE EDMONDS DETAIL E1.1
LOT SIZE: 12,034
IMPERVIOUS:
.HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%) FILTRATION SOCK ON
DRIVE - 1160 (9.6%) CBONLOT3
INV 92.75'
WALK - 245 (2.0%) ce
TOTAL - 4,628 (38.5%) RIM 95.25'
FILTRATION SOCKS ON
ANY DOWNSTREAM CATCH BASINS..
SEE EDMONDS DETAIL E13
COVER SOIL STOCK
PILE WITHIN 24 HOURS
q A
24'UTILITY EASEMENT
"D
THROUGHLOT3TO SOIL
FILTRATION SOCK ON
PROPERTY LINE OF LOT 2 STOCK
CRUSHED ROCK SD EX CB #2
CONSTRUCTION ENTRANCE TOP 101.9' PILE
FP SEE EDMONDS DETAIL E1.2 INV 98.00 PROPOSED
GARAGE
16'PRIVATE INGRESS & EGRESS
EASEMENT THROUGH LOT 3 PER
SHORT PLAT EXTENDED INTO LOT 2
SS MANHOLE #2
DATUM PT 96.0 TW
RIM TOP 94.0 EG +I-
95.5
ON 8th Ave
94.0 TW
94.0 EG+/-
z
E
Q--
CITY OF EDMONDS
100.0 TW
97.0 EG +/-
BEGIN WEST WALL
98.0 TW EXISFING
94.7 EG RETAINING
WALL
.-AR.
DU ---Umo.-.
CITY OF EDMONDS
STABILJZED CONSTRUCTION ENTRANCE
A
PROPOSED
STRUCTURE
ls
102 1 OTW IV I /.Z)+/- I W S8 1 9' 51'53"W 121.0 1 EG+/- EG: 1 121
101.0 EG+/- 105.0 EG 113+/- TW EG 112.0 FG FG: 114
BEGIN EAST WALL 108.0 FG TW:120
121.0 EG+/-
107.0 +/- FG 115.1' T' EG+/- 112.0 FG
105.0 EG 109.0 FG
END WEST WALL ALLDISTURBED 122.0 EG +/-
EXISTING 112.0 FG
SOUS TO RETAINING
BE COMPOST WALL
AMENDED
PER BMP T5.13
B�AMDAT�M G
CONMU-N �OB.
-N E-
ITY OF EDMONDS
TEMPO SMIMEW TRAP MR CATCH BASINS
SCALE
I" = 15ft
EG:130
FG: 119
TW:125
MAXIMUM ALLOWABLE FINAL GRADE C.AI.CS
A: 102.18'
B: 112.98'
C: 111.23
D- 10-4-89
430.28 4 107.57 = AVG GRADE
+ 2THEIGHT = 132.57 MAX ALLOWABLE RIDGE
ACTUAL RIDGE AT 130-75
SLAB AT 103
27.75 RIDGE ABOVE SLAB
Thuesen
Custom Homes
514 8th Ave N
Edmonds, WA
425-772-9401
Eric Thuesen
LEGAL DESCRIPTION
Section, 24 Township 27, Range
03 Quarter NW - LOT 3 OF
CITY OF EDM SP NO S-07-76
REC AFN 201111145006 BEING
A PTN SE1/4 NW1/4
27032400225300
RS-12
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12-01-2019
SITE / PLOT
TESC, EXIST
GRADES
I" WATER METER IN
CITY R.O.W. WITH
METER ATTACHED
TO PROPERTY LINE
CABLE /
STORM SEWER
MANHOLE
DATUM PT
RIM TOP: 95.5
PTPF USE 9TZE ANT) MATERIAL
EDMONDS ZONING RS-12
WATER - 11/2" 20OPSI POLY
25'MAX HEIGHT
SEWER - 6" SEWER PIPE
35% MAX IMPERVIOUS
STORM \
FOOTING DRAINS - 4" SCH 40 PVC
LOT SIZE: 12,034
TIGHTLINES
IMPERVIOUS:
N
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%)
IF RIM TO INVERT
ELEVAT N
DRIVE - 1160 (9.6%)
FILTRATION SOCK ON
CB ON LOT 3
INV 92.75'
RIM 95.25'
STORM WATER
20'-6" SW STUB
S=2.00%
INV=101.5
WALK - 245 (2.0%) - MINIMUM TOF HORIZONTAL
EXCEEDS 5', TYPE 11
TOTAL - 4,628 (38.5%) SEPARATION BETWEEN WATER
MANHOLE WILL BE
SERVICE AND DRY UTILITIES.
REQUIRED.
MIN 10'H. SEP. BETWEEN
WATER AND SEWER
MIN 5'H. SEP. BETWEEN
"y
WATER AND STORM
o
24'UTILITY EASEMENT
6" CLEANOUT W/I
Z
THROUGHLOT3TO
TOF HOUSE
(V
PROPERTY LINE OF LOT 2
�>
-d4.
6" CLEANOUT BETWEEN BENDS
102' 104' 106' 168' 110, ;-4
94.19'
N90' E - CB #4 7"— —
ly���INV 100 . 01
RIM 103.0'
112'
PROPOSED
STRUCTURE
SIDE SEWER SS INLET
D 101.5' PATIO
00 11/2" WATER SUPPLY 20'-6"SS STUB
/'- : T'C�
4
S-2.000/(
LINE TO HOUSE TO BE FILTRATION SOCK ON
200 PSI POLY WITH INV=98.76
SD EX CB #2
22'-0"
TRACER WIRE TOP 101.9' UTILITY PEDESTAL
INV 98.00--�,
PARKING PAD
CB#3
Ell --94' 14.30'
ISO lI+ AT 107.5' C4
c14
C,,
-N89 51'53" E-
'66-2.3'LT 4% SLOPE
- - - - - - - -- -
/16'PRIVATE INGRESS, EGRESS & L-7-
UTILITY EASEMENT THROUGH
108'
LOT 3 STORNP
LOT 3 PER SHORT PLAT oo
C
5/8-
7�-
z -10
-//M —/ / A
1� \ 11, / 11
9�1 104' 106' S89'51'53"W in
96' 00 102' 110' 112' 114' 116' C4
100'DRIVEWAY 30'DRIVEWAY 25'DRIVEWAY
SSH #2 SEWER (10'FROM W) GRADES 96-106 GRADES 106-108 GRADES 108-108
SEWER 6" CLEANOUT AT P/L 11% SLOPE 7% SLOPE 2% SLOPE
MANHOLE W/ 12" CAST IRON LAMPHOLE
ON 8th AVE COVER WITH 1/2" HEXBOLTS
INV 98.00 (102'FROM HOUSE IS 3.4% SLOPE) STORM WATER TIGHT LINE AND FOOTING
STORM WATER DETENTION WAIVER
BY DON FIENE 07/17/2007
Refer to 05-05-2009 discharge directly into
regional detention facility just West of site
which discharges directly into Puget Sound.
DRAINS DIRECTED TO STORM WATER STUB
FOR LOT 3 INSTEAD OF ACROSS LOT 2.
MINIMUM OF TOF COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER
DRIVEABLE SURFACES AND l'OF COVER UNDER LANDSCAPE AREAS.
SCALE
I" = 15ft
in
Cq
IT CB *3
INV 109.0'
4
RIM 106.0'
t1114'
6�
CB #2
116'
INV 117.0'
---�RIM
118.5'
CB #1
INV 115.0'
RIM 116.5'
)RATION SHALL BE COMPLETED BY THE CONTRACTOR, NOT THE CITY OF EDMONDS.�
Thuesen
Custom Homes
514 8th Ave N
Edmonds, WA
425-772-9401
Eric Thuesen
LEGAL DESCRIPTION
Section 24 Township 27 Range
03 Quarter NW - LOT 3 OF
CITY OF EDM SP NO S-07-76
REC AFN 201111145006 BEING
A PTN SEI/4 NWI/4
27032400225300
RS-12
EDMONDS ZONING
RS-12
LOTS,TZF
12,034 S.F.
IMPERVIOUS
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%)
DRIVE - 1160 (9.6%)
WALK - 245 (2.0%)
TOTAL - 4,628 (38.5%)
0 0
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11-26-2016
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12-01-2019
DRAINAGE
UTILITY
AND
FINAL
GRADING
IDEC 2ri
RESUB
DEC 2 6 2019
13UILDING DEPARTMENT
CITYOFEDMONDS
INSTALL AND MAINTAIN ALL
TESC MEASURES ACCORDING TO
APPROVED PLANS, CITY OF
EDMONDS STANDARD DETAILS,
AND ALL OTHER MEASURES
THAT MAY BE REQUIRED
DURING CONSTRUCTION
N
00
CRUSHED ROCK
CONSTRUCTION ENTRANCE
SEE EDMONDS DETAIL E1.2
SS MANHOLE #2
DATUM PT
RIMTOP
95.5
ON 8th Ave
94.0 TW
94.0 EG+/-
EDMONDS ZONING RS-12 FILTER FENCE BETWEEN LOTS
2 AND 3 TO BE INSTALLED AFTER
25'MAX HEIGHT FINAL GRADING AND STORM
35% MAX IMPERVIOUS DRAINAGE IS COMPLETE.
SEE EDMONDS DETAIL E1.1
LOT SIZE: 12,034 A
--------------- -- -------- ---
IMPERVIOUS: 0'
HOUSE - 2,998 (24.9%)
W.P. DECK - 225 (1.9%) FILTRATION SOCK ON
DRIVE - 1160 (9.6%) CB ON LOT 3 31
WALK - 245 (2.0%)
INV 92.75' .6� Ilk"
S
TOTAL - 4,628 (38.5%) RIM 95.25'
FILTRATION SOCKS ON .4�
ANY DOVvrNSTREAM CATCH BASINS.
SEE EDMONDS DETAIL E13
COVER SOIL STOCK
PILE WITHIN 24 HOURS
24'UTILITY EASEMENT PATIO
.,D
THROUGH LOT 3 TO SOIL
FILTRATION SOCK ON PROPERTY LINE OF LOT 2 STOCK
SD EX CB #2
PILE
TOP 1011.9' D
INV 98.00 PROPOSE
GARAGE
--'Kz�'7�16'PRIVATE INGRESS & EGRESS
EASEMENT THROUGH LOT 3 PER
SHORT PLAT EXTENDED INTO LOT 2
1 100.0 TW
96.0 TW 97.0 EG +/-
94.0 EG BEGIN WEST WALL
98.0 TW h2usrING
94.7 EG RETAINING
WALL
EQWALEW
T T-.
U
\rxr-
CITY OF EDMONDS
TER FAHRIC FENCE FILTRATIONSYSMAS
Co�aoR�YCUMON�CE
DWNG�E�WRUMONPMOD.
7- 7- 77=
CITY OF EDMC
SrARILIZED COt
102.0 TW 107.5+/- TW`
101.0 EG+/- 105.0 EG
BEGIN EAST WALL
107.0 +/- FG
105.0 EG
END WEST WALL ALI DISTURBED
SOILS TO
BE COMPOST
AMENDED
PER BMP T5.13
PROPOSED
STRUCTURE
S89* 51'53"W N'll I EG: 1 121
1 121.0 TW EG+/-
la+/- rW EG 112.0 FG FG: 114
108.0 FIG TW:120
121.0 EG+/-
115.0 TW` EG+/- 112.0 FG
109.0 FG
122.0 EG +/-
EXISTING 112.0 FIG
RETAINING
WALL
..AT-.
SWIN-MALLB �-ONA
CITY OF
EDMONDS
STANDARD DETAIL
TEMPORARYSEDIMENT TRAP FOR CATCH BASINS
r
EG:130
FG: 119
TWA25
MAXIMUM ALLOWABLE FINAL GRADE CALCS
A: 102.18'
B: 112.98'
C: 111.23
1)- 103.89
430.28 / 4 = 107.57 = AVG GRADE
+ 25'HEIGHT = 132.57 MAX ALLOWABLE RIDGE
ACTUAL RIDGE AT 130-79
SLAB AT 103
27.75 RIDGE ABOVE SLAB
SCALE LEGAL DESCRIPTION
I" = 15ft Section 24 Township 27 Range
OWNER 03 Quarter NW - LOT 3 OF
Thuesen CITY OF EDM SP NO S-07-76
Custom Homes REC AFN 201111145006 BEING
514 8th Ave N A PTN SE1/4 NW1/4
Edmonds, WA PROPERTY ID
425-772-9401 27032400225300
Eric Thuesen FDMONDS ZONING
RS-12
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12-01-2019
SITE / PLOT
TESC, EXIST
GRADES