BLD2018-15851
GK�4,0
OFE D�o�
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
4c 1890
PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: ISSUED 07/08/2019 a Permit #: BLD20181585
Expiration Date: 07/08/2020 Project Address: 942 ALDER ST, EDMONDS
Parcel No: 00434207101300
, , 1 , y , 1 M0 .APPLICANT
CONTRACTOR
ERNIE AND TINA DUECK
ENCORE CONSTRUCTION
ENCORE CONSTRUCTION
932 ALDER ST
C/O DIMITRI LOKHMATOV
C/O DIMITRI LOKHMATOV
EDMONDS, WA 98020
7910 123RD AVE NE
7910 123RD AVE NE
LK STEVENS, WA 98258
LK STEVENS, WA 98258
(425)359-9896
(425)359-9896
LICENSE #: ENCORCL8571(6 EXP:05/26/2019
JOB 1
11►
ADDITION OF LIVING SPACE AND DECK - CONVERT EXISTING BASEMENT FOR USE AS AN ADU -MECHANICAL AND
PLUMBING INCLUDED
VALUATION: $112,789
PERMIT TYPE: Residential
PERMIT GROUP: 02 - Addition--
GRADING: N CYDS: 0
TYPE OF CONSTRUCTION: VB
RETAINING WALL ROCKERY:
OCCUPANT GROUP: IRC SFR W/ADU
OCCUPANT LOAD:
FENCE: 0 X 0 FT.
CODE: 2015 IEBC/IRC/UPC/WSEC
OTHER: ------- OTHERDESC:
ZONE: RS-6
NUMBER OF STORIES: 2
VESTED DATE:
NUMBER OF DWELLING UNITS: 1
ILOT #:
BASEMENT: 962 1ST FLOOR: 1050 2ND FLOOR: 0
'1 PO S ED
BASEMENT: 0 IST FLOOR: 808 2ND FLOOR: 0
3RD FLOOR: 0 GARAGE: 534 DECK: 16 OTHER: 0
3RD FLOOR: 0 GARAGE: 0 DECK: 947 OTHER: 0
BEDROOMS:3 BATHROOMS:2
BEDROOMS:3 BATHROOMS:I
FRONT1 :SETBACK
REQUIRED:20' PROPOSED:18.91'N REQUIRED:5' PROPOSED:5'E REQUIRED:15' PROPOSED:36'S
HEIGHT ALLOWED:O PROPOSED:O REQUIRED: 5' PROPOSED: PW
SETBACK NOTES: Not change to existing setbacks.
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO
PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMENS COMPENSATION
INSURANCE AND RCW 18:27.
r,I THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED PY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
Signature ' Print Name
Released By
7/8/19
Date
ATTENTION
ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRCI 10.
FIRE APPLICANT ASSESSOR r1TY
09
STATUS: ISSUED BLD20181585
CONDITIONS
• Installation, use and maintenance of equipment and components shall be per manufacturer's specifications, installation
instructions, and applicable state codes. Provide manufacture's installation instructions on site for Building Inspector.
• Approval of this foundation design is conditional subject to inspection of existing site soil conditions.
• Retaining Walls must be designed and constructed to resist the lateral pressure of the 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 affixed to the whole house timer control that reads "Whole House Ventilation" (see operating
instructions).
• Maximum Height 25 feet. The agent/contractor shall set up the equipment; establish the datum point and the point of average
grade. Call for inspection to verify. These items must be consistent with the approved plan. Ifthe proposed height of a
building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone an elevation survey is
required.
• Obtain Electrical Permit fi-om State Department of Labor & Industries. 425-290-1309
• Gas pipe test must be observed by City Building inspector, affidavits shall not be accepted.
• Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of
the building or structure. Check the job card for all required City inspections including final project approval and final
occupancy inspections.
• Any request for altemate design, modification, variance or other administrative deviation (hereinafter "variance") from
adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing
fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable.
• Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve any items not to code specification.
• Sound/Noise originating fromtemporary construction sites as a result of construction activity are exempt fromthe noise limits
of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the
noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
• Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold
harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever nature, arising directly or indirectly from the issuance for this permit. Issuance 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.
• Maintain erosion & sedimentation control per city standards.
• Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing
illegal, nonconfomung or unpermitted building, structure or site condition which is outside the scope ofthe pen -nit application,
regardless of whether such building, structure or condition is shown on the site plan or drawing. Such building, structure or
condition may be the subject of separate enforcement action.
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT
TIME LIMIT: SEE ECDC 19.00.005(A)(6)
BUILDING I IENGINEERING (425) 771-0220 EXT. 1326 1
1. Go to: www.edmondswa.gov Building Department Inspections
2. Then: Services are now scheduled online. If you
3. Then: Permits/Development have difficulties, please call the
4. Then: Online Permit Info Building Department front desk for
5: If you don't have one already, create a assistance during office hours.
FIRE (425) 775-7720
PUBLIC WORKS (425) 771-0235
4
login (upper right hand corner) I (425) 771-0220 I RECYCLING (425) 275-4801
6: Schedule your inspection
When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection
being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon.
• E-Erosion Control/Mobilization
• E-Engineering Final
• B-Preconstruction meeting
• B-Footings
• B-Foundation Wall
• B-Foundation Drainage
• B-Isolated Footings/Piers
• B-Plumb Ground Work
• B-Plumb Rough In
• B-Gas Test/Pipe
• B-Mechanical Rough In
• B-Ext Wall-Sheathing/Nailing
• B-Roof Sheathing
• B-Window Flashing
• B-Height Verification
• B-Framing-Smoke/CO Alarms
• B-Insulation/Energy
• B-SheetrockNail
• B-Building Final
• B-Other
COMMERCIALGENERAL DATA
Occupancy Group(s): Occupant Load(s):
Type(s) of Construction:
Fire Sprinklers: Yes ❑ No ❑
WA STATE ENERGY CODE: If your project affects the building envelope,
mechanical systems, and/or lighting, you must complete the
appropriate WSEC forms.
DEFERRED SUBMITTALS: All commercial building permits that will require
associated plumbing, mechanical, fire sprinkler, and/or fire alarm
permits are applied for separately.
TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet
EQUIPMENTMECHANICAL •
BTUs Gas / Elec / Other Qty
A/C Unit /Compressor
Air Handler /VAV
Boiler
Dryer Duct
Exhaust Fans
5
Fireplace
'
Furnace
Heat Pump Unit
Hydronic Heating
Roof Top Unit (Provide eleva-
tions if a Commercial Bldg)
Other:
COUNTSPLUMBING FIXTURE
Qty Qty
Clothes Washer
2
Tub/ Showers ((
Z.
Dishwasher 1
Z
Backflow Device (RPBA, DCDA, AVB)
Drinking Fountain
Pressure Reduction/ Regulator Valve
Floor Drain/Sink
Refrigerator Water Supply
Hose Bibs
Water Heater - Tankless?&r N
Hydronic Heat
Water Service Line
ll)I
Sinks
y
Other:
Toiletsi
2
Other:
GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped)
BTUs Qty BTUs Qty
A/C Unit
Outdoor BBQ/ Fire pit
Boiler
Stove/Range/Oven
Dryer
Water Heater
'
Fireplace/ Insert
Other:
Furnace I I
GAS,
Other:
COUNTSMEDICAL
AIR VACUUM
.. .. •.
Qty
Qty
Carbon Dioxide
Nitrous Oxide
Helium
Oxygen
Medical Air
Other:
Medical - Surgical Vacuum
Other:
DEMOLITION
Type of structure to be demolished:
Square footage of structure to be demolished:
AHERA Survey done? Y / N
PSCAA Case #:
Critical Areas Determination:
Study Required ❑ Conditional Waiver ❑ Waiver ❑
Fill in Place ❑ Fill Material:
Removal ❑
Size of Tank (Gallons)
Critical Areas Determination:
Study Required ❑ Conditional Waiver ❑ Waiver ❑
.D
Grading: Cut cubic yards
Fill cubic yards
Cut / Fill in Critical Area: Yes ❑ No ❑
GENERAL PROVISIONS
APPLICATIONS: Applications are valid for a maximum of 1 year.
ESLHA Applications, 2 years.
LICENSING: All contractors and subcontractors are required to be licensed
with Washington State Department of Labor & Industries and have a
current City of Edmonds Business License.
SINE PLAN
SCALE: 1 "=20.00'
L_
a 10, 20' 30'
SITE ADDRESS
942 ALDER STREET
EDNIONDS, WA 98020
OWNER
ERNIE DUECK
942 ALDER STREET
EDMONDS, WA 98020
ASSESSOR'S PARCEL NO.
00434207101300
ZONING
R"
DRAINAGE
ORIGINAL CONSTRUCTION:1947
EXISTING IMPERVIOUS AREA: 2878 SF
NEW IMPERVIOUS AREA: 643 SF
MISCELLANEOUS NOTES _
• FILTER SOCKS TO BE ADDED TO ANY CATCH BASINS
DOWNSTRAM FROM THE CONSTRUCTION SITE. SEE
DETAIL E1.3.
• ALL DISTURBED SOILS SHALL BE COMPOST AMENDED
PER BMP T5.13.
• SEE DETAIL E1.1 FOR SILT FENCING DETAILS.
• EXISTING SWIMMING POOL TO BE FILLED PER
GEOTECHNICAL SPECIFICATIONS.
OWNER/CONTRACTOR RESPONSIBLE
FOR LOCATING ALL ON -SITE UTILITIES.
RELOCATIOWREVISION TO ANY UTILITIES
MAY REQUIRE SEPARATE PERMIT.
LOT SIZE
9,880 SQ. FT.
BUILDING FOOTPRINT
EXISTING BUILDING:
1778 SO. FT.
NEW ADDITION:
484
TOTAL:
2262
LOT COVERAGE:
22.9%
IMPERVIOUS SURFACE AREA
EXISTING ROOF 2245 SQ. FT.
EXISTING DRIVE & WALKS 1341
NEW ROOF 516
---NEWi)E0t `"'147
TOTAL AREA 4209 SO. FT.
TOTAL NEW AREA 623
HEIGHT CALCS
A=306.0 30(° ' p/
B=302.15 �aZ.�s * t`ZiZ.S
C-30'1.5 AY6 3c 1. S r 0 z� , 1 Z t
D=30'1.5 Sol. S Sol.�f r =
E=302.85 `
AVERAGE GRADE=392-78'• SOS' Z�
MAX. ALLOWABLE HEIGHT=W_
TOP OF NEW RIDGE=327.20'
DP= TOP OF SEWER MH IN STREET NEAR
NW CORNER OF SITE @ 298.2'
OWNEWONTRACTOR IS RESPONSIBLE
FOR EROSION CONTROL AND DAMAGE
"Nothing in this permit approval proe M-shall be
inters retell as all,)wing or permitt;W the
maintenance of any currently
noncorfi,rming or un rmitted buildm�
or site condition which it,, . •,tside the soaps of the
permit ?application, rewrtirbg of whe er such
bulkhng, structure or condition is shown on the
site pp1a.1 or drawing. Such building. Wamebire or
conditi:n, nx# ,y be the subject of a separate
enforcement
EXSITING
NON -CONFORMING
STRUCTURE
(NO CHANGE)
top of sewer mh
@ 2982
O*
0
RM
ALDER STPEET _
(CENTER OF R.O.W.)
New deck above e xl 5t'vk4)
avvL6�e .
.-----DESIGNATED
PARKING FOR
A.D.U.
EXISTING NON -CONFORMING
CORNER OF GARAGE AND ROC
TO REMAIN.
= NEW 2ND FLOOR ABOVE
_ _ _EXISTING GARAGE
i I EXISTING WALKWAY
i
EXISTING
GARAGE WALLS
BELOW
---NEW STAIRS
443
z i --! ENTRANCE TSY - v3
u�. � BAS§FMENfA.D.U. mi SILT FENCE
ih
z
B
t im i 1
9 I BY EBl6
xL------------------------
-------------------
Zone
5-� �;orner�F Flag
SetbaWks
Actual
Front
\
Sides
5` _
S` E I' w
Rear
1 •' —
Other
89.92'
CITY COPY
3U-) 2cig- i',�)�55
RECEIVED
DEC 10 2018
BUILDING
fpc. 1 g9lj
CITY OF EDMONDS
12151^ Avenue North, Edmonds WA 98020
Phone: 425.771.0220 • Fax: 425.771.0221 • Web: www.edmondswa.eov,
DEVELOPMENT SERVICES DEPARTMENT • PLANNING DIVISION
CONDITIONAL USE PERMIT
ACCESSORY DWELLING UNIT (ADU)
Owner/Applicant: Ernst and Christina Dueck
942 Alder St.
Ed o ds, WA 98020
Reviewed By:
Bra pley
Associate Planner
File Number: PLN20180029
Date of Report: December 13, 2018
I. SUMMARY OF PROPOSED ACTION
The applicant is proposing to build an Accessory Dwelling Unit (ADU) in the basement
level of the existing house located at 942 Alder St. (Attachments 1-3). Approval of an ADU
requires compliance with Edmonds Cornmunity Development Code (ECDC) Chapters
16.20 and 20.21. Pursuant to ECDC 20.01, an ADU is a Type 11 decision requiring public
notice.
II. COMPLIANCE WITH ECDC CHAPTER 16.20
The subject site is located within the RS-6 Single-Fainily Residential zone (Attachment 4).
The purpose of the RS - single-family residential zone is to reserve and regulate areas
primarily for family living in single-family dwellings and to provide for additional non-
residential uses which complement and are compatible with single-family dwelling use.
Pursuant to 17_7CDC 1620.010.D, an Accessory Dwelling Unit is an allowed secondary use
with a conditional use permit. The proposal is required to comply with the purposes of the
single-family residential zone and criteria outlined in Chapter 20.21. Based on staffs review
of the specific ADU criterion (as described in Section III of this report), staff finds that the
proposal is in compliance with the purposes of the single-family zone.
III. COMPLIANCE WITH ECDC CHAPTER 20.21
Section 20.21.030 of the Edmonds Community Development Code provides the criteria by
which Accessory Dwelling Units arc to be reviewed. The ADU criteria was crafted to ensure
that A.DUs would comply with Chapter 16.20 of the Edmonds Community Development
Code. In order for the permit to be approved, all of the criteria must be met. Detailed
findings of staffs review of each criterion follows:
Land Use Permit Required: Any person who occupies orpermits anotherperson to occupy an attached
accessory dwelling unit as a place of residence shall first obtain a permit. The permit shall he reviewed and
processed as a Type II decision (Staff decision - Notice required).
The application was determined to be procedurally complete on May 14, 2018. In
accordance with ECDC 20.03., a Notice of Application dated May 17, 2018 with a comment
period ending on May 31, 2018 was mailed to property owners within 300-feet of the subject
site based on the Adjacent Property Owners' List submitted by the applicant, posted at the
subject site, the Public Safety Complex, Development Services Department, and Library.
The notice of application was also published in the Herald Newspaper on May 17, 2018.
Attachment 6 documents compliance with the public notice requirements of ECDC 20.03.
Number of Units : A single,�amr.'� daa�elling may have no more than one accessory dwelling unit per lot.
The City is aware that the applicant intends to apply for an addition to the primary residence
that includes an additional kitchen above the garage. The occupancy of the primary
residence, including the addition, shall not exceed the definition of "Family" per ECDC:
21.30.010. The ADU portion of the house may not exceed two persons per ECDC
21.30.010(D)(2).
The proposal will result in only one A1)U and therefore is in compliance with the number of
units allowed per ECDC 20.21.030(B).
Size: In no case shall an accescog dwelling unit be (1) Larger than 40 percent of the livable floor area o f the
principal dwelling; (2) nor more than 800 .square feet, (3) nor have more than two bedrooms; provided, if the
accessoDi dwelling unit is completely located on a single floor, the planning manager may allow increased si.Ze
up to 50 percent of the floor area of the principal dwelling in order to �ficienily use all floor area, so long as
all other standards set fortis in this chapter are met.
The existing primary residence has 2,372 square -feet of livable floor area and the ADU is
proposed to consist of 1,094 square -feet and comprise 46.1-percent of the total livable floor
area of the primary dwelling. Since the ADU is located on a single floor, staff has determined
that the application meets the size criteria.
The following table describes both the maximum size that Accessory Dwelling Units are
allowed to be as well as the proposed size for this application:
Dueck Accessory Dwelling Unit
File No. PLN20180029
Page 2 of 7
MAXIMUM ALLOWED
50-percent of livable floor arca of
the t)rimary dw
Two bedrooms
PROPOSED
46.1-percent of livable floor area of the
i
ary dwelling _ _ __ J
Two Bedrooms
800-SF 1,094-SF'
Location and Appearance: The single. family appearance and character of the 7e.� dence shall be
mainlai7red rwhe7r 7 iezved f nna the su7ro7ending neighborhood. The design of the accessory d7velli77� 7at7it shall be
incorporated into the desz',gtt of the pri77cipal dtt�ellitzg unit and shall be designed to mainlait7 the ar hitecttrrcrl
design, s1J,/e, appearance and character of tl)e stain buildiq as a niggle family residence zrsi7g r»atchhig
maleiials, colors, window style, and roof des.gn. 'The primary entrance to the accesso!)r dwelling unit shall be
located in such a manner as to be w7obli-xvive 7when r roved p om the streel. Whenever possible, neiv entrances
should be placed at the side or rear n f The building. Only one electizc and one water teeter shall be allowed./or
the entire building, serving boll) the princa7), residence and the accesrog d�wellii7g ur7it. /1 cce.rso y <ha�ellit7g
units must be located will7in or atlached to single fancily divelliiig units
The proposed AD will be located on the basement level of the existing principal dwelling.
The ADU entrance will be located on the rear of the residence and not visible from the
street. Staff finds that the proposed AllU maintains the architectural design, style,
appearance, and character of the main building and would not compromise the singe-fanuly
appearance of the residence; therefore, the subject application complies with die location
and appearance criteria.
Parkin•: One of -.heel pa7kiq .pace in addition to /he parkin; spacer 7convallJ+ required Jor the principal
dwelling shall be required to be provided for the accessory divellin, unit, but in no event less than lhree .spaces
Per lot.
The existing residence has an attached two -car garage in addition to space for three vehicles
on driveway in the front of the residence. There is sufficient space for more than three off-
street parking spaces; therefore, the application complies with 1-CDC 20.21.030.8.
Occupancy: Tither the prince) diaielling or the accesro9t dwelling unit shall be owner-occ7.r�icd. `t77amer-
occupied" shall ocean a property o7vner 7»ho stakes his or her /.egal r esidence at the site, as evidenced by voter
tegislration, vehicle t-egisliation, or similar means, and aclttall i iv.(zdes at the site score than siv ntonlhs oul o f
anygiven fear, and at no lithe receives rent for /he o7wner=occlipied unit.. The owner(v) shall not rent the
designated owner -occupied unit at any lime during the pendency o f the AD (;permit; any such rental shall
void the peymit.. 'The owners) shall not rent any portion of the owner -occupied residence either during the
owner(,r)' occupancy or while the owner is absent from the owner -occupied unit for any period In no event shall
t Per ECDC 20.21.030(C), if the accessoiy dNvclling unit is completely located on a single floor, the planning manager
may allow increased size up to 50 percent of the floorarea of the principal d\velling in order to efficiently use all floor
area, so long as all other standards set forth in this chapter are met.
Ducck Accessory Dwelling Unit
File No. PI,N20180029
Pale 3 of 7
the total number of occupants exceed one family as defined in this code; provided, however, that if the accessory
dwelling unit is occupied by a nurse or other carrgiier assisting a disabled person who is an occupant of the
principal residence, or the principal residence is occupied by a nurse/cargirler and the accesso y dwelling unit
is occupied by a disabled person under the nurse's care, the occupancy limit of one famiy nvay be increased by
one adililional unrelated person to a total of one family related hygenetics, adoption or mania plus one
unrelated person, or a total a f six unrelated persons. In no event shall the total number of occupants exceed
one family as defined in this code.
The applicant has submitted a notarized affidavit to the City that meets this requirement
(Attachment 8). The applicant must also file the Covenant required by ECDC 20.21.025.A.2
with the County Auditor following approval of the ADU.
Safety} Light, Ventilation Floor Area, and Similar Factors: Acresso9i dwelling units .shall
comply with all applicable requirements of the Uniform .Housing Code and the Un form Building Code
adopted l y ECDC Title 19 and .shall. comply in all respects with the provisions of the Edmonds Community
Development Code. No permit for an accessog dwelling unit .shall Ge issued to a nonconfvr�rrir�g stnvclure
unless that str7scture is biwJ ght into con/bimance with the then current provisions of Ibis code.
A condition of approval for this ADU has been added that requires compliance with the
Building Division's inspection and compliance requirements.
IV. PUBLIC COMMENTS
Jim Carraway commented on the proposal noting that the basement has a history of being
used as an ADU and was concerned that the initial proposal to establish an ADU in the
proposed addition above the garage would create a third unit on a single family property. Mr.
Carraway is concerned that this would create a precedent that could then be applied to other
parts of the city.
Janice and Gary Kirkpatrick live next door and are concerned about the loss of view from
their property regarding the proposed addition (file no. BLD20181585) and noted that the
basement is currently being rented out.
Jay Magill had concerns similar to Mr. Carraway and the Kirkpatricks, stating that he is
familiar with the subject house as his uncle built it in the late-1940's and knows that it has a
full basement with living facilities. Mr. Magill is concerned that the establishment of an ADU
will create a third individual family unit. Additionally, he is concerned that the addition of
another unit will negatively impact the neighborhood by adding additional traffic and
demands on infrastructure.
Julie and Pat Perrine are concerned that the property was being rezoned from single-family
to multi -family.
STAFF RESPONSE: After consultation with the property owner and visit to the property, it
was apparent that the basement is in fact being used as an ADU; however, the main level
Dueck Accessory Dwelling Unit
Pile No. PLN20180029
Page 4 of 7
and the proposed addition are to be occupied by one multi -generational. family, related by
genetics or marriage. The applicant revised their application to establish a legal ADU in the
existing basement. The home may be occupied by one family, as defined in ECDC
21.30.010, plus two additional persons in a legally -established ADU.
In response to the Perrine comment, an ADU is an allowed conditional use within single-
family zones. This is not a .rezone.
V. TECHNICAL REVIEW
The application was reviewed by Snohomish County Fire District #1 and the City of
Edmonds' Building and Engineering divisions (Attachments 9-10).
Snohomish County Fire District #1 and the Building Division had no comments.
The Engineering Division found the proposal to be consistent with ECDC Title 18
(Attachment 10)
VI. DECISION
Based on statements of fact, conclusions, and attachments in this report, the application for
a Conditional Use Permit for an Accessory Dwelling Unit at 924 Alder St. is APPROVED,
subject to the following conditions:
1. The home may be occupied by one family, as defined in ECDC 21.30.010, plus up to
two additional persons in the A.DU.
2. This permit shall expire automatically if any of the following issues arise:
a. The Accessory Dwelling Unit is substantially altered and is thus no longer in
conformance with the plans and drawings reviewed and approved by the
permitting authority and Building Official;
b. The subject site ceases to maintain the required number of parking spaces;
c. The property owner ceases to reside in either the primary residence or the
Accessory Dwelling Unit, the owner. -occupied unit is rented, or the current
(or future) owner fails to file the ADU affidavit as required pursuant to
ECDC 20.21.025(A)(1).
3. A building permit and/or compliance permit must be obtained from the Building
Division and final inspection must be made and occupancy approval granted by the
Dueck Accessory Dwelling Unit
bile No. P1,N20180029
Page 5 of 7
City Building Inspector prior to the area being used as an ADU. Specific comments
from the Building Division will be addressed during review of the applicable building
pern-iit application.
4. The Accessory Dwelling Unit Covenant required under ECDC 20.21.025.A.2 must
be filed with the Snohomish County Auditor. This covenant may be obtained from
the Planning Division. Prior to occupancy of the Accessory Dwelling Unit, the
applicant must either:
a. Provide the City processing fee of $100 plus the County recording fee of $99
for one page, for a total of $199, and the City will record the covenant for
you; OR
b. Take the covenant to the County and record it for the County's recording fee
of $99 for one page, and return a copy of the recorded covenant to the
Edmonds Planning Division with the .Auditor's recording sticker on the
COPY.
5. The Accessory Dwelling Unit permit shall not be transferable to any site other than
the subject site described in the application. The Accessory Dwelling Unit permit is
transferable to new owners of the subject property unless there is a violation of any
conditions of approval listed above. New owners must file a notarized Accessory
Dwelling Unit Affidavit with the City of Edmonds Planning Division.
VII. ATTACHMENTS
1. Land Use Application
2. Site Plan
3. Floor Plan
4. Zoning and Vicinity .Map
5. Notice of Complete Application
6. Public Notice Documentation
7. Public Comments
8. Owner's Occupancy .Affidavit
9. Technical Review Comments
10. Engineering Memo of Compliance
Dueck Accessory Dwelling Unit
File No. 111..N20180029
Page 6 of 7
VIII.
01
PARTIES OF RECORD
City of Edmonds
121 — 5"' Ave. N
Edmonds, WA 98020
Dimitri Lokhmatov
7910 — 123' Ave. NE
Lake Stevens, WA 98258
Jay Magill
925 Walnut St.
Edmonds, WA 98020
Janice & Gary Kirkpatrick
948 Alder St.
Edmonds, WA 98026
APPEALS
Christine & Ernst Deuck
942 Alder St.
Edmonds, WA 98020
Jim Carraway
944 Walnut St.
Edmonds, WA 98020
Julie and Pat Perrin
401 —10' Ave. S.
Edmonds, WA 98020
A party of record may submit a written appeal of a Type II decision within 14 days of the
date of issuance of the decision. The appeal shall be made in writing and shall include all
required information stated in EC.DC 20.07.004.D as well as the applicable fee. The appeal
will be heard at an open record public hearing before the Hearing Examiner according to the
requirements of ECDC Chapter 20.06 and Section 20.07.004.
Dueck Accessory Dwelling Unit
File No. 111,N20180029
Pagc 7 of 7
.11. 1 b'
BUILDING PERMIT
APPLICATION
Development Services
Building Division
121 5th Ave N / Edmonds, WA 98020
425.771.0220
For handouts, submittal requirements, permit status and inspection
scheduling information go to: http://www.edmondswa.gov/
JOB SITE INFORMATION/LOCATION: (Where the work is taking place)
Job Site Address: 7q2 Ader YWeel AeJxaoc1s 1VA
9�oZa
Parcel:
Lot /Unit/Suite #: Subdivision:
PROPERTY OWNER:
Name: &nl e 4 / 1�'IGt liue <
Mailing Address: qq2 14Itl " ,Weeor
City/State/Zip: %afyiJl oA, W11 riig'000
Phone #:
Email
OWNER INSTALLATION: *If yes, read and sign*
Will work be performed by the property owner? ❑ Yes ❑ No
I own, reside in, or will reside in the completed structure.
This installation is being made on property that I own which is
not intended for sale, lease, rent, or exchange according to
RCW 18.27.090.
Owner Signature:
APPLICANT / CONTACT INFORMATION:
Name of Applicant: tb/mi f /1 Z0kArn'910V
Mailing Address: 7W /?-? ' /SUE me
City/State/Zip: f KP shtle^14 (il A 'S'Z5 $
Phone #: l/25--_;5 —9"6
E-mail: 6lU1<14MA7OV(0/f-l/V/L . Cpi�a/
GENERAL CONTRACTOR: (If different from applicant)
General Contractor:�L/LAC/
Mailing Address:
City/State/Zip:
Phone #:
E-mail:
WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE:
CITY OF EDMONDS BUSINESS LICENSE #: ml K V 2_ UI 07 -!
Office Use.
Permit #: Z )j Q I ! 8
(ProvideTYPE OF PERMIT
ccessoryStructureJ�c>
Detached Garage
..-
C -Addition od I ,
�'� lk
❑ Demolition
❑ Mechanical
❑ New Single Family / Duplex
❑ Plumbing
❑ Fire Sprinkler
❑ Remodel
❑ New Commercial/ Mixed Use
❑ Re -Roof
❑ Signs
❑ Tank
❑ Tenant Improvement
❑ Other
Remodel Permit fees are based on:
The value of the work performed. Indicate the value (rounded to
the nearest dollar) of all equipment, materials, labor, overhead,
and the profit for the work indicated on this application.
Valuation:
PROPOSED NEW SQUARE FOOTAGE FORTH IS APPLICATION
Basement sq ft: Finished ❑ Unfinished ❑
1st Floor, sq ft:
2nd Floor, sqft: 'W61i
Garage/Carport:, sq ft:
Deck/Covered Porch/Patio:
1
\
`Othersq ft:
PROJECT DESCRIPTION
AddfYlf, ao AddfYi'oyl Dye.r oei
I certify that the information I have provided on this form/application is true,
correct and complete, and that I am the property owner or duly authorized
agent of the property owner to submit a permit application to the City of
Edmonds.
Print Name: ( ft A ' V
Signature: Date -1Q--1
Ross
Engineering
Design
Inc
DUCK ADDITION
STRUCTURAL CALCULATIONS
942 ALDER STREET, EDMONDS, WA 98020
Job Number
18016
Z ..
w SS
�CitSC�
s10N�1.
ELECTRONIC COPY
ORIGINAL IS ON FILE .. "
AT ROSS ENGINEERING
r.
... . . ... ....
For
. "
THE LEREN COMPANY
Ross Engineering Design, Inc
425-314-2373 ......
l
ryan ross@rossengineer com _: 5<
• tt
RECEIVED
DEC 10 2018:
BUILDING
Page 1 of 36
Engineering
Design
Inc
DUECK ADDITION
STRUCTURAL CALCULATIONS
942 ALDER STREET, EDMONDS, WA 98020
Job Number
18016
ORIGINAL IS ON FILE
AT ROSS ENGINEERING
For
THE LEREN COMPANY
Ross Engineering Design, Inc
425-314-2373
ryan.ross@rossengineer.com
Page 2 of 36
Results for LC 1, ASCE 2A.1-1
Full Model 1
Feb 20, 2018 at 7:39 PM
DUECK ADDITION.rfl
Page 3 of 36
BOSS
Engineering
Design
Inc
project: DUECK ADDITION
by: RR
sheet #:
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
client: ITHE LEREN COMPANY
job #: 18016
Governing Codes
General -
International Building Code - 2015
Wood -
ANSI / AMPA NDS - 2015
ANSI / AMPA SDPWS - 2015
Loads -
ASCE / SEI 7-10
Concrete -
ACI 318 - 14
Building Input Information
Plate
Plate Heights
Level Height
2 8.00 ft e'
1 9.00 ft r
Floor Framing Depth
12 in
Top Plate Height =
18 ft
Roof Area =
820 sq ft
2 Area =
820 sq ft
1 Area =
F sq ft (LEVEL 1 AREA ONLY USED FOR INTERIOR WALL WEIGHT CALCULATION)
Level 2 Low Roof Area =
200 sq ft
Floor 2 Side to Side
Dimension 38' ft
Floor 2 Front to Back
Dimension
1 27
ft
Floor 1 Side to Side
Dimension
23.5
ft
Floor 1 Front to Back
Dimension 1 23.75 ft
Average Roof Height ;=
21 ft
Roof Rise per 12 ft =
5 ft
Page 4 of 36
Rossproject:
Engineering
Design
Inc
DUCK ADDITION
by: RR
sheet #:
location: 942 ALDER STREET, EDMONDS, WA98020
date: 2/20/2018
client: THE LEREN COMPANY
job #: 18016
Roofloads
Dead Load
Sheathing
Joist
Beam
Min. w/ Uplift
Roofing
3.00
psf
3.50
psf
3.50
psf
2.00 Psf
Sheathing
1.50
1.50
1.50
1.00
Insulation
2.00
2.00
2.00
1.00
Sprinkler
Ceiling
2.50
2.50
Lights
0.50
0.50
Trusses
2.00
2.00
Mechanical
1.00
1.00
Misc
-050-1
2.00
2.00
Total
7.00
psf
13.00
psf
15.00
psf
6.00 psf
Snow Load
Ground Snow Load Pg =
Pg =
20
psf
Minimum Roof Snow Load =
25
psf
Exposure Factor Ce =
Ce =
1.0
Thermal Factor Ct =
Ct =
1.0
Slope Factor Cs =
Cs =
1.0
0.7CeCtCslsPg
Design Roof Snow Load
Ps =
Ps =
14
psf
=
25
psf minumum
roof snow load controls
Wood Floor Loads
Dead Loads
Sheathing
Joist
Beam
Floor Covering 2.50
psf
2.50
psf
2.50
psf
Gyperete
Sheathing
2.30
2.30
2.30
Insulation
Sprinkler
Ceiling
2.50
2.50
Lights
0.50
0.50
Joist
2.00
Mechanical
1.00
1.00
Misc
1.00
1.20
1.20
Total
5.80
psf
10.00
psf
12.00
psf
Live Loads
Residential 1 40 jpsf
Page 5 of 36
Ross
Engineering
Design
Inc
project: DUECK ADDITION
by: RR
sheet #:
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
client: THE LEREN COMPANY
job M 18016
Wood Wall Weights
Level 2
Exterior Height : 8.00 ft
Weight s
Cover/Veneer:
siding
2.0
Plywood Shtg:
1/2"
1.5
Studs:
2x6 @ 16" oc
1.7
Insulation :
fiberglass
1.0
Gwb :
5/8"
2.8
Misc :
1.0
10.0 psf x Height = 80.0 plf
Level
Interior Height: 8.00 ft
Average wall spacing : 7 Ift Weight s
Cover/Veneer:
Plywood Shtg:
Studs: 2x4 @ 16" oc 1.3
Insulation
Gwb : /8" both sides 5.5
Misc : 2.0
8.8 psf x Height = 70.0 plf
divided by Tributary Width = 1 30.0 psf
Exterior Height : 9.00 ft Weight s
Cover/Veneer:
siding
2.0
Plywood Shtg :
1/2"
1.5
Studs:
2x6 @ 16" oc
1.7
Insulation :
fiberglass
1.0
Gwb :
5/8"
2.8
Misc :
1.0
10.0 psf x Height = 90.0_plf_
Interior Height: 9.00 ft
Average wall spacing: 7 ft Weight s
Cover/Veneer:
Plywood Shtg :
Studs: 2x4 @ 16" oc 1.3
Insulation:
Gwb : 5/8" both sides 5.5
Misc : 2.0
8.8 psf x Height = 78.8 plf
divided by Tributary Width = 11.3 psf
Page 6 of 36
Rossproject:
Engineering
Design
Inc
DUECK ADDITION
by: RR
sheet #:
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
client: THE LEREN COMPANY
job p: 18016
ASCE 7-10 Seismic Design Parameters
Risk Category:
II
IBC Table 1604.5
Importance Factors
ASCE Table 1.5-2
Seismic, IE = 1.00
hftp://earthquake.usgs.gov/designmaps/us/application.php
Site Soil Class:
ASCE Table 20.3-1
Or Geotechical
Response Accelerations:
For Lattitude =
47.81
degrees
Recommendation
& Longitude =
-122.37
degrees
Mapped spectral response acceleration
SS=
1.27
g
site -specific
S1=
0.497
g
site -specific
Fa= 1.00
IBC Table 1613.3.3(1)
Fv = 1.50
IBC Table 1613.3.3(2)
Maximum spectral response acceleration
IBC 1613.3.3
SMs = FA = 1.27 g
Sm, = FvS1 = 0.747 g
Design spectral response acceleration
IBC 1613.3.4
SDs = (2/3) SMs =
0.847
g
SE), = (2/3) SM, =
0.498
g
Seismic Design Category:
Based on SDs = D
IBC Table 1613.3.5(1)
Based on SDl = D
1BC Table 1613.3.5(2)
Controlling Category = D
Building Period:
Structure Type =
4
1- Steel moment resisting frame
ASCE 12.8.2.1
Building Height h =
18 ft
2 - Concrete moment reisisting frame
Ct = 0.02
3 - Eccentrically braced steel frame
x = 0.75
4 - All other structural systems
Approximate fundamental period
Ta =.Ct x h" = 0.17 seconds
Response Coefficient:
R =
6.50
ASCE Table 12.2-1
W o =
3.00
Cs = SDs/(R/IE) = 0.130
ASCE 12.8.1.1
Cs(max) = SM/(11Ta/10 = 0.438
Cs(mm) = 0.010
Controlling Cs = 0.130
Seismic Design Force:
V = CsW = 0.130 W
(ult)
ASCE 12.8.1
V = CsW/1.4 = 0.093 W
(asd )
rho
Base Shear= 6T3 Kips
2/20/2018
Page 7 of 36
Ross
Engineering
Design
Inc
project: DUECKADDITION
by: RR
sheet#:
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
client: THE LEREN COMPANY
job #: 18016
ASCE 7-10 Wind Design Parameters
Risk Category
II
IBC Table 1604.5
Design Wind Speed V
110
mph
Figure 26.5-1
Exposure Category
B
Section 26.7
Enclosure Classification
Enclosed
Section 26.10
K,t Topographic Factor
1.0
Figure 26.8-1
Kd Directionality Factor
0.85
(Building CC)
Table 26.6-1
Hurricane Region w/ V > 100 mph?
No
Wind Loads, Components and Cladding
ASCE 7-10 Section 30.4, h<60ft;
Height h, z
18
ft
Roof Slope =
23
Degrees
Slope Reduction Factor =
1
Applied to GCp;
Velocity Pressure Coefficient
Table 30.3-1
a 7
z 30
zg 1200
Kh,z = 2.01(z/zg)2/a
=
0.70
Velocity Pressure
Equation 30.3-1
qz,h = 0.0026KzKztKdV2 =
18.4
psf
GCp; Internal Pressure Coeffecient
0.18
+/-
Table 26.11-1
Design Wind Pressure: p = gz,h(GCp- GCp;) psf
Figure 30.4-1, Equation 30.4-1
Zone 4, 5
Zone 4
Zone 5
Zone 4,5
Zone 4
Zone 5
Area Gcpi (+)
Gcpi (-)
Gcpi (-)
p inward p outward
p outward
10 1.000
-1.100
-1.400
k 21.8
-23.6
-29.1
20 0.947
-1.047
-1.294
# 20.8
-22.6
-27.2
)
50 0.877
-0.977
-1.153
19.5
-21.3
-24.6
100 0.823
-0.923
-1.047
) 18.5
-20.4
-22.6
150 0.792
-0.892
-0.985
I 17.9
-19.8
-21.5
200 0.770
-0.870
-0.941
17.5
-19.4
-20.7
300 0.739
-0.839
-0.878
j 17.0
-18.8
-19.5
500 0.700
-0.800
-0.800
16.2
-18.1
-18.1
)
Page 8 of 36
Rossproject: DUECK ADDITION by: RR sheet #:
Engineering location: 942 ALDER STREET, EDMONDS, WA 98020 date: 2/20/2018
Design client: THE LEREN COMPANY job #: 18016
Inc
Gravity Design
Page 9 of 36
Page 10 of 36
1 �m�
Z
J54
P1_1-1 0 P3_L1 P22_L1
H1 - :. H2
P5_L1
B8/
J70
P4 L1
J69
J68
J67
P1 L1 P„_L1 -
B5- ■ B6-
J71
J87
P2 L1 I
B12" .
J86
J85
J101
' B143
J84
- - J1o0 1
J99
..... J83
\ m
- ro J82.
J98
J81
J97
B57
J96
J79 .
P9_L1 J95 P8_L1-- P7 L1
- B10f B9
\gyp m m n m m N M N .
_ N N . .....
m O N N
m
m
- P12_L1 P13_L1 P1 Lt P2 _L1 P, L1 P16 L,
H _.
N m m m m m m n r n n m N
m m m
--
P17_L1 - P18_L1 P19_L1
Loads: DL PreComp - PreCompos@e Dead Load - -
Results for LC 1. ASCE 2.4.1-1
UPPER FLOOR
Feb 20, 2018 at 7:37 PM
KEY PLAN DUECK ADDITIONA
Page 11 of 36
Page 13 of 36
Company Feb 20, 2018
_ RASA Designer hPM
Job Checked
Number Checked By.
A NEMETSCHEK COMPANY Model Name
Floors
Label.. Elevat..Area L... Floor T... _- Deck Default De_ckA..
Parent- Des...Bot :..Con_
Top Re-barAnacti..S
L..Spli. No ...
Para..,
1
IFOUNDA.� .67 ;None e•T
None r 0
7 None N!A N/A
N/A
.67 sj:;
T 0
2
GARAGE � 2 - None Floor B..
--�--
None
....--- -
0
None N/A,N/A'
-- - ----- -
N/A
- --- -i�
.1.33S�••,
0
3
UPPER F..; 11.5 ,Reside...Floor B..{Wood FloorDeckt
O
None ;N/AWN
N/A Jr
9.5ashe..l
0
r4
^ROOF . 19.5 Snow ,Floor-BB.,Wood Trussed R....
0
_None _N/A N/A
_ N/A
8 She..-,
0
Wood Material Properties
IaW_ Tvna natnhaca Snar:iac rrarla Cm Fmrrt Nii Tharm r)ancrk/f
1
DF#1 Sdid Sa..
Visually Graded
Douglas Fir -Larch
No.1
1
.3
.3
.035
2
DF#2 'Solid Sa..
Visually Graded
Douglas Fir -Larch
No.2
1
_ .3
.3
.035�
3
HF#2
SolidSa..
Visually Graded
Hem -Fir L
No.2 J
1
J .3
! .3
.035 I
4
HF STUD SolidSa...
Visuall Graded
Hem -Fir
Stud
1
.3
3
035
5
24F-1.8E D.J.Glulami
NDS Table 5A
24F-1.8E DF BAL '
na
1
.3
.3
' 30 5
6
7
24F-'L8E �...Glulam.
'KING BEAM Custom
NDS Table 5A
N/A
24F-1.8E DF UNBALI
King Beam
na !
na
1
1
3
.3
3
.3
.035
T .035
8
VERSA -LAM! SCL
Boise Cascade
2.0E-3100F VERSALAM ;
na
1
.3
.3
.035
9
PT lCustom
N/A
PT
na
1
.3
.3
1 .035
10
PARALLAM SCL
TrusJoist
2.0E DF Parallam PSL
na
1
.3
.3
7 .035
11
LVL ! SCL (
TrusJoist_
1 1.9E TimberStrand LSL (
na l j
1
.3
L- .3
1 .035_
Custom Wood Properties
Label Fh rknil Ft rknil Fv rksl Fr fksil F Iknil FnS Iksil Tvne rF
1
LVL_PRL 1.5...
2.25
i 1.5
.22
1.95
T 1500
1005
T sCL r -
2
LVL PRL 2.0...
2.9
1.9
.285
2.75
2000
1340
SCL
3
LV1 L Microllam-
2.6 1
1.555
.285
2.51
1900 1
1273
SCL
4
:PSL Parallam...
2.9
2.025
.29
2.9
2000
1340
SCL
5
PSL Parallam...,
2.4
1.755
.18
2.5
1800
1206
SCL
6
LSL TimberStr...
2.325
1.07
.31
2.05
1550
1038.5
SCL
7
LSL TimberStr... 1.7
1.075
.4
1.4
1300
871
SCL '
8
f 9
King Beam
PT _-- -
3
�- --.68 . - --
2
_42
.3
_116 _ _ _i
1.8
.832
2300 i
1112 i
1541
745.04
visually...
iVisualy .. --
Deck General Provertfes
Label _
Material Type _
Deck
___ _ .. .Unbracedifll
Max Spa._,
1 Wood Roof Deck
Wood Deck
.5 in
50
50
T2 Wood Floor Deck
Wood Deck
.8 in
50
50
_
3 T Wood Exterior Deckiag
Wood Deck
_
1.5 in
_
' 50
_
50
4 Wood Trussed Roof
Wood Deck
.5 in
50
50
5- -- - None - _
Wood Deck
0 in -
�- 50
Deck Loads
_ Label
_ Two W ay _-Self Wt [ksf]_
Super DL[ksq
Const DLIks�t
Const LL [ksfj_ _
1 Wood Roof Deck
.001
.012
r
0
0
2 Wood Floor Deck
.002
.009
0
0
3 Wood Exterior Decking
.004
1 .001
1 0
0
4 Wood Trussed Roof
.001
.014
0
0
5 l - None. .. - - --- - l -. 0
2.917e-6 1-- -Q- -- - _I 0
-
RISAFloor Version 12.0.1 [C:\... \...\...\...\...\18016 DueckAddition_LCI\CALCS\DUECKADDITION. rfq Pagel
Page 14 of 36
Company
RISA Designer
Job Number
A NEMETSCHEK COMPANY Model Name
Feb 20, 2018
7:52 PM
Checked By._
Design Deflection Parameters
Label DL Deflj...DL Ratio LL Doli...LL Ratio DL+LL Defl[in]_ DL+LL ... Category .Defl[in]_ Ratio Category min] Ratio
_ r__ _ r �,.;, • r+ru�nwl nnn n.n 1
1
••`-•`•
uVV
NW
LTv
I VL I I
vwv
I 1\u11G
NW
360
! _ a. 360 -
_---.-.-__-�-240
SL 360
None --
360
3
2x6
360
' 360
1240
t SL
t 360
None
360
4
2x8
360
360_
240
SL
360
None
360
5
, 2x10
360 r ' 360
240
_.
T SL t
360 T None
360
6
y 2x12
360
360
240
SL
None
360
7
4x10-�
360
360
240
SL
_360
360 Y None
360
8
HEADER
360
360
240
SL
360
None
360
9
•3x GWLAM
360
360
240
_
SL
360
_ _ _
TNone
360
10
5x GWLAM
360
360
240
SL_
360
None
360
11
6x GWLAM
360
360
- -' -240
�- SL - --- --
360
None
360
12
SCL BEAM
360
360
240
SL
360
None 1
360
13
SCL F ULSCL s
360
360
240
SL
360
_ _
' None
R 360
14
TRUSS
1000
1000
1000
SL
1000 None
360
15 ' 1 JOIST
360
_
480
240
_
' SL
360
None 360
16
EXIST
1000
1000
1000
SL
1000 None
1 77
14 SCL FL...~--
360
i -- 360
- - 240
_
fi SL
360
None r
360
18
141JOIST
360
4
- - 1 ;- -
i 240
_ SL i
360
None
360
Uniform Area Loads
Label... ---_.- ..-
r_. Additive.._ „-.PreDL[ksfj_ PostDLjksfj. LL[ksf]
LL Type. VL4ksf] Dy_n Laedjksf]_i
1 '
Residential
.04
LL-Reduces ;
2
Snow
.025
SL
3
-None
— - - - - - - - T
_
, LL-Non
4
Deck
.06
LL-Reduce
Line Loads: FOUNDATION
Start Point End Point Start Pre... End PreD...Start Post..End Post -Start LL[k..End LL[k/ft] LL Type St Dyn Load [k/... End Dyn Load[_..
No Data to Print --
Line Loads: GARAGE
Start Point End Point Start Pre... End PreD... Start Post -End Post -Start LL[k..End LL[k/ft]. LL Type St Dyn Loadjk/...End Dyn Load[_..
— -- -- -
No Data to Print ...
Line Loads : UPPER FLOOR
_Start Point End Point Start Pre... End, PreD... Start Post -End Post..Start LL(k..End LL[klFtj LL Type TSt Dyn Load[k/.�End Dyn Load[
1 1 i min i N�� T T- T n� T � nT I I -nl„n ;
2
N27
N29
.05
.05
LL-Non
3
N29
N30
.05
.05
LL-Non
4
N30
N 127
.05_
05
LL-Non
5
N127
_ _
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Page 16 of 36
Company Feb 20, 2018
RISA Designer hPM
Checked
Job Number Checked By.
ANEMETSCHEKCOMPANY Model Name
Beam Code Summary for Wood: FOUNDATION
Label_.. _ _ Size„ Elicit ,Material Bending.._. Loc[ft]-__LC Deft Check Loc[ft]. Cat ShearCh,._Locjit].
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Label Size ExMicit Material Bending - Locrftl LC Defl Cher_k Lnciftl Cat Shear Ch.Aacrftl LC
1
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RISAFloor Version 12.0.1 [C:\... \...\...\..A..\18016 Dueck Addition-LCI\CALCS\DUECKADDITION.rfQ Page 4
Page 17 of 36
Company Feb 20, 2018
RASA Designer 7 52 PM
Job Number Checked By.
ANEMETSCHEK COMPANY Model Name
Beam Code Summary for Wood: UPPER FLOOR (Continued)
I ahol Riga FYnlirit Mafarial Ranrlinn I ncrffl I C r)efl r.herk I nrfffl r At Shear Ch I nrlffl I(,
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Beam Code Summary for Wood: ROOF
Label
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Page 18 of 36
Company Feb 20, 2018
I
Designer PM
-
RISA
Job Number Checked By.
ke
Checked
A NEMETSCHEK COMPANY
Model Name
Wood Column Code Checks
Stack
Lift
Shape,
„Code C... Elev[f9 LC
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863
1.347 ' 1.485
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1.462 • 1.613
.172
3.6.3
5 ;
_
P5
1 i
2-2X4
.543 1
2
00
2
i z ; 22 .397 T1.512 �2 42 12.693
.288
T 3.6.3
f F
PR
i ::
1-9,xa
TRF
9,
a
nnn
9
7 99 .
aRa
aa?
1 Raa 1 7nR
�m
R
7 -
P7 1 ,- 4-2X4
.722
2 120
.000 i
2
1z 122 1
.486 1
1.656
1 2.586 12.851
1 .346
3.6.3
8
P8
1
4-2X4
.755
2
2
.000
2
z 22
.465
.863
1.349
1.485
.18
3.6.3
9
P9
11
1 5-2X4
.970
2 119
.000
2
z 22 I
.486 1
1.656 ' 2.589
' 2.851
.346
3.6.3
10
11
P10
P11
1
1
2-2X4
6X6
.762
.531 _
2
2
2
2
4.000..
.000
2 _ z 22
2 z 22
.384
54
788
5
1.268
.75
1.403
.75
.15
17
3.6.3
3.6.3
12
13
P12 1 6X6
P13 :11 4X6 !
.322
.840
2 _�
2
3
2
.000
000
' 2 z 22
! 2 z 22 T
.589 1 .483
288 I .546
.782
.88
.782
.928 _
133 3.6.3
.116 3.6.3
14
P14
1
. 6X6
.502 ,
2
2
000
2
z 22
.555
42_
.68
.68
.116
3.6.3
15
P15
11
6X6
380
23
.000-2-
+z 22
.589
4 3�
.782
.7821
.133
1 3.6.3
16
P16
.1
4X4
.124
2
2
.000
2
z 22.
.29
.63
1.02
1.02
.116
3.6.3.,
17
P17
1
6X6
.099
2
2
1 .000
1 2
1z 1221
.555
.42
.68
' .68
.116
3.6.3 ;
18
19 T
P18 .._�
P19
1 6X6 _�
1 6X6
.163
.082
2
2
2
2
.000
.000
• 2 z 22
i 2 z : 22
.555 _�
.555 '
.42
.42
-.-.68
.68
.68 .:
.68
_116
.116
3.6.3
13.6.3
20
21
P20
P21
1 4X6
1 3-2X4 �
.724
.896
2
2
2 000
_
4 T .000
2
2
�z ' 22 '
z ! 22
.288 _
.439
.546
992
.88 ° .928 _.1_16 _.3fi-
� _ ._ _._
T 1.549 ! 1.708 .207 t 3.6.3
22
P22
: 1
2-2X4
086
2
2
.000
1 2
z ` 22
.465
.863
1.344
1.485
.18
3.6.3
23 =
P23
1
2-2X6
.330
3
1 .000
111.5
1 z 122 '
.708 '
.46
.773
I .893
.172
13.6.3
24
25
P24 1 : 2-2X6
P25 ' 1 2-2X6
.330 ;
.021
11_5
11.5
3
3
000
0
. 11.5 z 22
11.5 ' z _ 22 r
.708
.708
_46
46
.773 Y .893
T .773 .893
.172
.172
3.6.3
3.6.3
26
P26
1
2-2X6
.021
11.5
3
.000
11.5
z 22
.708
.46
.773
.893 .172
3.6.3
Wall Results, Wood Wall Panel
Wall Pnncl Pc inn Stun RI7P Rturi Rnarinnfinl Avini Chork i,rw 1 R
1 r
W44A
R1
2X4
16
.298
2
2
_j
W45
R1
2X4
_
16
.233
2
3
W46
R1
2X4
_
16
.397
4
4
W47
R1
2X4
16
.832 !
19
5
W48
_
R1
7
2X4
t
IT
16 ....... .... ......_......_....306
_
3
6_
W49 R1
2X4
16
17
7 r
W50
- R1 _ -
_
_ - -�- 2X6
-- _..
16 i
_..021 _
.099 f
2 -----
8
W51
R1
2X6
16
.117
2
9
W55
R1
2X6
16
.016
_
3 -
10
W56
2X6
16
.015
3
11
--
W57
�- -R1
R1
.
2X6
-. T
- - --, -- ...._
16
._.
.084
3
12
W58
R1
2X6
16 !
3
13 '
_
W59 �-
R1
2X6
16
_102 _. T
.021
3
14
W60
R1 _
2X6
7
16
.021
15
W61
R1
2X6
16
.109
3
16
W62
R1
2X6
16
.011
3
1-
W63
R1
2X6
16
.121
3
18
W64
R1
2X6
16
.02
3
19
_
W65
R1
2X6
16
.02
_
3
26
W66
R1
2X6
16
.054
3
21.
W67
_
i R1
2X6
16
3
22 _
W68
_ R1
i 2X6
--16
1 - -
.016 _
A27 _ _
3
RISAFIoor Version 12.0.1 [CA...\...\...\...\...\18016 Dueck Addition_LCI\CALCS\DUECKADDITION.rff Page 6
Page 19 of 36
Company
' Designer
RISA
Job Number
ANEMETSCHEK COMPANY Model Name
Wall Results, Wood Wall Panel (Continued)
Feb 20, 2018
7:52 PM
Checked By.
Wall Panel
Region
Size_
Stud Spacing[in]..
Abal Check_
Gov LC
_ ___
r 23 W69
R1
_Stud
2X6
___ -_-�
16
-.015
_
3
24 W70 l
R1
2X6
16
.117
3
25 ( W71 I
R1
2X6
16
.122
3
27 -- W73 -- R1 2X6 1_ _16 _ _ _ -1 _ .077 ._ _.�. - -
Page 20 of 36
Rossproject:
Engineering
Design
Inc
DUECK ADDITION
by: RR
sheet #:
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
client: THE LEREN COMPANY
job #: 18016
Footings
Allowable Bearing = 2000
Wall St Loc [ft) End Loc [ft] Length [ft]
psf
Max Base
Reaction[k)
Label
Top Floor
Bottom
Floor
Start
Point
End Point
Material
Type
Material
Set
Footing
Width
(in)
Result
(psf)
Check
F1
9.826,49.96 1L826,49.96
2.0
3.55
F1
FOUNDATION
Base
N1
N2
Concrete
Conc3000NV)
24
888
OK
F2
19.909,49.96. 21.909,4996
2.0
5.98
F2
FOUNDATION
Base
N3
N4
Concrete
COnc3000NN
24
1495
OK
F3
29.826,49.96 31.826,49.96
2.0
2.60
F3
FOUNDATION
Base
N5
N6
Concrete
Conc3000Nv1
24
649
OK
F4 -
32.659,46.96 32.659,44.96
2.0
2.79
F4
FOUNDATION
Base
N7
N8
Concrete
Conc3000N1A
24
697
OK
FS
32.659,44.106 32.659,42.106
2.0
5.95
FS
FOUNDATION
Base
N9
N10
Concrete
Conc3000MA
24
1488
OK
F6
32.659,34.314 32.659,32.314
2.0
7.03
F6
FOUNDATION
Base
N11
N12
Concrete
Conc3000NN
24
1758
OK
F7
33.659,26A6 31.659,26.46
2.0
7.65
F7
FOUNDATION
Base
N14
N15
Concrete
Conc30DOW
24
1913
OK
F8
21.763,26.46 19.763,26.46
2.5
9.17
F8
FOUNDATION
Base
N16
N17
Concrete
COnc3000NN
30
1467
OK
F9
9.868,26.46 7.868,26.46
2.5
12.50
F9
FOUNDATION
Base
N18
N19
Concrete
Cono3000NNI
30
2000
OK
F11
19.763,39.46121.763,39.461
2.5
9.96
F11 -
FOUNDATION
Base
N22
N23
Concrete
Cone3000NN
30
1593
'OK
F12
35.534,9.955 37.534,9.955
2.0
1.02
F12
FOUNDATION
Base
N24
N25
Concrete
Conc3000NN
24
256
OK
F13
6.409,3.955 8.409,3.955.
2.0
2.21
F13
FOUNDATION
Base
N26
N27
Concrete
Conc3DODNVI
24
554
OK
F14
20.888,3.955 22.888,3.955
2.0
3.25
F14
FOUNDATION
Base
N28
N29
Concrete
Conc3000N1A
24.
812
OK
F15
35.534,3.955 37.534,3.955
2.0
1.92
F15
FOUNDATION
Base
N30
N31
Concrete
Conc3000N%A
24
479
OK
F16
6.409,9.95S 33.659,9.955
27.3
34.77
F16
FOUNDATION
Base
N32
N33
Concrete
Conc3000N1n
16
9S7
OK
EX F17 -
31.826,49.96 32.659,49.96
0.8
0.57
EX F17
FOUNDATION
Base
N6
N34
Concrete
Conc3000NN
.12
683
OK
EX F18
32.659,49.96 32.659,46.96
3.0
0.79
EX F18
FOUNDATION
Base
N34
N7
Concrete
Conc3000N1A
12
263
OK
EX F20
8.868,49.96 9.826,49.96
1.0
0.73
EX F20
FOUNDATION
Base
N35
N1
Concrete
Conc3000NN
12
764
OK
F43
8.868,37.252 8.868,39.461
2.5
9.75
F43
FOUNDATION
Base
N36
N37
Concrete
Conc3000NN
24
1949
OK
EX F41
8.869,39.461 8.868,49.96
10.5
3.87
EX.F41
FOUNDATION
Base
N37
N35
Concrete ..
Conc3000NIA
12
369
OK
EX F52
32.659,44.96 32.659,44.106
0.9
1.17
EX F52.
FOUNDATION
Base
N8 .
N9
Concrete :.
Conc3000NV)
12
1367
OK
EX F53
32.659,42.306 32.659,34.314
7.8
1.51
EX F53
FOUNDATION
Base
N10
N11
Concrete
Conc3000Nt4
12
194
OK
EX F54
32.659,32.314 32.659,26.46
5.9
6.94
EX F54
FOUNDATION
Base
N12
N38
Concrete
Conc3000NO[
12
1185
OK
Page 21 of 36
Rossproject: DUECK ADDITION b RR sheet #:
Engineering location: 942 ALDER STREET, EDMONDS, WA 98020 date: 2/20/2018
Design client: THE LEREN COMPANY job #: 18016
Inc
Lateral Design
Page 22 of 36
Ross
Engineering
Design
Inc
roject:: DUECKADDITION
by: RR
sheet#:
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
client: THE LEREN COMPANY
job #: 18016
Seismic Story Shear
Story Weights
Level 2
Level 1
Weight
Area / Length Total Weight
Roof
15.0
psf
820
sq ft
12.3
Exterior Wall Above
0.0
plf
0
ft
0.0
Exterior Wall
40.0
plf
130
ft
5.2
Interior Wall Above
0.0
psf
0
sq ft
0.0
Interior Wall
5.0
psf
820
sq ft
4.1
Low Roof
0.0
psf
0
sq ft
0.0
Other
i
( psf
) sq ft
0.0
Floor
12.0
psf
820
sq ft
21.6 i k
9.8
Exterior Wall Above
40
plf
130
ft
5.2
Exterior Wall
45
plf
94.5
ft
4:3
Interior Wall Above
5.0
psf
820
sq ft
4.1
Interior Wall
5.6
psf
0
sq ft
0.0
Low Roof
15.0
psf
200
sq ft
3.0
nrhor
t
1-f
I-ft
nn
Story Shear
C, = 0.130 (ult )
Height Weight V.
Level hx (ft) wx (k) hxwx Fx (k)
) (
2 18.00 21.6 389 ) 3.88
1 9.00 26.4 238 ) 2.37 1
Total = 48.0 626 6.25
Mora, = cs x Swx = : - 6.25 k
Fx = Vwtai x hxwx / Shxwx
Diaphragm Shear
SDs = 0.847
I E = 1.00
Weight
Story Shear
Level wi(k) Sw,
F,(k) SF,
2 21.6 21.6
3.88 3.88
1 26.4 48.0
2.37 6.25
Max Fpx=0.40xlpxSpsxW;=
0.34 xw;
Min Fpx=0.20xlpx5DSxW; =
0.17 x w;
Base Shear V =1 6.25 k
Dia. Shear
Fpx(k)
Max Fpx
(k)
Min Fpx
(k)
Controlling
Fpx(M
)
3.88.
7.32
3.66
3.88
3.44
8.94
4.47
( 4.47
Page 23 of 36
Rossproject:
Engineering
Design
Inc
DUECK ADDITION
by: RR
sheet#:
location: 942 ALDER STREET, EDMONDS, WA98020
date: 2/20/2018
client: THE LEREN COMPANY
job #: 18016
Wind Loads Main Wind Force Resisting System
ASCE 7-10 - Method 2 per Figure 28.6-1
Wind Criteria Risk Category:
II
Wind, IW =
1.00
Hurricane Region w/ V > 100
mph?
No
I =
1.00
Basic Wind Speed (V) (ult) =
110
mph
K,t =
1.00
Exposure =
B
Roof Angle =
23
deg
Average Roof Height =
21
ft
Plate Height (H) =
18
ft
Least Horiz Dimension (L) =
23.5
ft
0.10L =
2.35
ft
0.4(H)
5
ft
amin = max of3ftor0.04L=
3
ft
a=
3
ft
2a = .
6.0 ft
Simplified Design Wind Pressure
Load Case 1
Load Case 2
IMinimurn
Controlling
Zone
PM(PSO
PI(Ps11
P00(0f)
Ps(Psf)
Ps (PA
P:(Psf)
A
26.6
26.6
0.0
0.0
16.0
26.6
B
-7.0
-7.0
0.0
0.0
8.0
8.0
C
17.7
17.7
0.0
0.0
16.0
17.7
D
-3.9
-3.9
0.0
0.0
8.0
8.0
E
-23.1
-23.1
0.0
0.0
---
F
-16.0
-16.0
0.0
0.0
---
--
G
-16.0
-16.0
0.0
0.0
---
----
H
-12.2
-12.2
0.0
0.0
---
----
EON
-32.3
-32.3
0.0
0.0
---
----
GoH
-25.3.
-25.3
0.0
0.0
---
----
Transverse
v
2/20/2018
Page 24 of 36
Rossproject:
Engineering
Design
Inc
DUECKADDITION
by: RR
sheet
location: 942 ALDER STREET, EDMONDS, WA98020
date: 2/20/2018
client: THE LEREN COMPANY
job #: 18016
Wind Story Shear
Front to Back
Zone A
Zone B Zone C Zone D
26.6 Ps(Psf)
8 Ps(Psf) 17.7 Ps(Psf) 8 P:(Psf)
Level Area (ft2)
Area (ft2) Area (ft2) Area (ft2) VW (K)
2
66
129 4. 44
1
104
120 4.89 t
Side to Side
Zone A
Zone B
Zone C
Zone D
26.6 Ps(Psf)
8 Ps(Psf)
17.7 Ps(Psf)
8 Ps(Psf)
Level Area (ft2)
Area (ft2)
Area (ft2)
Area (ft2) Vw (K)
2 36
62
80
184 4.34
1 117
191
6.49
2/20/2018
Page 25 of 36
Ross
Engineering
Design
Inc
project: DUECK ADDITION
by: RR
sheet#:
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
client: THE LEREN COMPANY
job M 18016
Story Shear Summary
Front to Back
Seismic Wind
Level VE (K) VW (K)
2 3.88 4.04
1 2.37 4.89
Side to Side
Seismic Wind
Level VE (K) VW (K)
2 3.88 4.34
1 2.37 6.49
2/20/2018
Page 26 of 36
Ross
Engineering
Design
Inc
project: DUECK ADDITION
by: RR
sheet #:
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
client: THE LEREN COMPANY
job #: 18016
Roof Diaphragm and Chord Design
Unblocked Diaphragm Allowable Shear per NDS Table 4.2B (asd)
G r 0.43 SGAF = [1-(0.5-G)]
Sheathing
Grade
Common
Nail Size
Minimum Fastener
Penetration into
Framing
Mimimum
Nominal
Panel
Thickness
Minimal
Nominal
Framing
Width
V Seismic
V Wind
plf
plf
Case
1
Case
2, 3, 4, 5, 6
Case
1
Case
2, 3, 4, 5, 6
Struct I
6d
1-1/4
5/16
2
153
116
214
163
3
1 172
130
242
181
8d
1-3/8
3/8
2
223
167
312
235
3
246
186
344
260
Sod
1-1/2
15/32
2
265
200
372
279
3
298
223
416
312
Sheathing
and Single
Floor
6d
1-1/4
5/16
2
140
102
195
144
3
158
116
221
163
3/8
2
153
116
214
163
3
172
130
242
181
8d
1-3/8
3/8
2
200
149
279
209
3
223
167
312
235
7/16
2
214
158
300
221
3
237
177
332
246
15/32
2
223
167
312
235
3
246
186
344
260
10d
1-1/2
15/32
2
237
177
332
246
3
270
200
377
279
19/32
2
265
200
372
279
3
298
1 223
416
312
Check Roof Diaphragm
Front to Back
Case 2 Suport Perpendicular to Shear
V (ult) Dia. D v (asd)
(k) (ft) (plf)
Seismic 3.88 27.0 s0 < 177 OK
Wind 4.04 45 < 246 OK
Side to Side
Case 2 Suport Perpendicular to Shear
V (ult) Dia. D v (asd)
(k) (ft) (plf)
Seismic 3.88 38.0 36 < 177 OK
Wind 4.34 34 < 246 OK
Check Tyical Chord For Maximum Force
Vmax (ult) =
2.72 k (asd)
Diaphragm Width=
38.0 ft
Diaphragm Depth =
27.0 ft
Plate Size
2x6
Ft alb. =
525 psi
Chord Splice Capacity
= (16) 16d nails = 16 x 122 lb x 1.6 =
M = 12.90 kft
T = M/D = 478 lb
At = 8.25
Tallow = Ft allow x At x Cd = 6930 Ib >
3123.2 lb>T OK
478 OK
Page 27 of 36
Rossproject:
Engineering
Design
Inc
DUECKADDITION
by: RR
sheet#:
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
client: THE LEREN COMPANY
job #: 18016::]
Wood Shear Wall Schedule
NDS Table 4.3A
max stud spacing = 16" oc ? yes
specific gravity: r 0.43 i
specific gravity miltiplier = 0.93
Seismic
panel
panel
fastener
nail (common or
nail edge spacing
grade
thickness
penetration
galvanized box)
6
4 3
2
5/16"
11/4
6d
186
279 363
474
3/8"
13/8
8d
260
400 512
679
C - D (Struct 1)
7/16"
13/8
8d
260
400 512
679
15/32"
13/8
8d
260
400 512
679
11/2
10d
316
474 618
809
3/8
11/4
6d
186
279 363
474
13/8
8d
242
353 456
595
7/16"
138
8d
242
353 456
595
C D
15/32"
138
8d
242
353 456
595
11/2
10d
288
428 558
716
19/32"
11/2
30d
316
474 618
809
Wind
panel
panel
fastener
nail (common or
nail edge spacing
grade
thickness
penetration
galvanized box)
6
4
3
2
5/16"
11/4
6d
260
391
508
664
3/8"
13/8
8d
365
560
716
950
C - D (Struct 1)
7/16"
13/8
8d
365
560
716
950
15/32"
13/8
8d
365
560
716
950
1112
10d
443
664
866
1133
3/8"
1114
6d
260
391
508
664
13/8
8d
339
495
638
833
C-0
7/16"
13/8
8d
339
495
638
833
15/32"
13/8
8d
339
495
638
833
11/2
10d
404
599
781
1003
19/32"
11/2
10d
443
664
866
1133
Sheathing Capacities
Shear Wall Panel Panel # of Sides Nail Nail Seismic Wind
Label Grade Thickness Sheathed Size Spacing (plf) (plf)
11 C-D
7/16"
1
8d
6
242
339 1
12 C-D
7/16"
1
8d
6
242
339 1
13 C-D
7/16"
1
8d
4
353
495 1
4 C-D
7/16"
1
8d
3
456
638 1
5 C-D
7/16"
1
8d
2
595
833 1
16 C-D
7/16"
2
8d
3
911
1276 1
r
r
r �
r �
Page 28 of 36
Rossproject:
Engineering
Design
Inc
DUECKADDITION
by: RR
sheet#:
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
client: THE LEREN COMPANY
job #: 18016
Shearwall Connections
Shear Clips
Simpson Shear Connectors, pg 190
Fastener
Allowable Shear (lb)
LS50
630
LTP4
575
A34
445
A35
600
16d TOENAIL
75
Sill Plate Connection to Concrete
Bolt
Side
NDS Table 11E
Diameter
Member
Z (lb)
Z' (lb)
G = 0.43
1/2"
1-1/2"
590
944
CD = 1.6
5/8"
1-1/2"
860
1376
CM = 1.0
3/4"
1-1/2"
1200
1920
1/2"
2-1/2"
730
1168
5/8"
2-1/2"
1070
1712
3/4"
2-1/2"
1400
2240
Sole Plate Connection to Rim/Blocking
NDS Table 11J & 11N, ESR-2236
side
G = 0.43
Dowel
Member
Z (lb)
Z' (lb)
CD = 1.6
16d
1.5
122
195
CM= 1.0
SDSl/4x6 2.5
245
392
Connection Capacities
Shear Wall
Label
Shear Clips
Type
Spacing
Capacity
Sill Plate
Size
Anchor
Spacing
Capacity
Sole Plate
Size
Dowel
Spacing
Capacity
Controlling
Capacity
1
16d TOENAIL
6
1150
2x
5/8"
48
1344
2x
116d
16
1390
150
2
LTP4
24
1288
2x
5/8"
48
1344
2x
116d
16
1390
288
3
LTP4
18
1383
2x
5/8"
32
1516
2x
116d
14
1586
383 j
4
LTP4
14
1493
2x
5/8"
24
1688
2x
116d
14
1586
493
5
LTP4
10
1690 ..2x
5/8"
18
1917
2x
116d
13
1781
690 I
6
LTP4
7
1986
3x
5/8"
18
11141
3x
ISDS1/4x6
14
11176
986
Page 29 of 36
Rossproject:
Engineering
Design
Inc
DUECK ADDITION
by: RR
sheet#:
location: 942 ALDER STREET EDMONDS WA 98020
date: 2/20/2018
client: THE LEREN COMPANY
job #: 18016
Shear Wall Braced Lines
Front to Back Tributary (%) Side to Side Tributary {%J
Level Level
Label
GRID A
GRID B
GRID E
GRID F
GRID
GRID
GRID
GRID
GRID
GRID
TOTAL
SHEARWALL DESIGN
100 100
Label
GRID 2
GRID 3
GRID 4
GRID 5
GRID 5.5
GRID 7
GRID 8
GRID
GRID
GRID
TOTAL
100 100
Ve =
Accumulated seismic shear on Braced Line (k)
ve=
Design seismic shear on the design panel (plf)
Vw =
Accumulated wind shear on Braced Line (k)
vw =
Design wind shear on the design panel (pin
Ltot =
Total shear panel length in Braced Line (ft)
ve a =
Allowable seismic shear of the design panel (plf)
H =
Plate height (ft)
vw a =
Allowable wind shear of the design panel (plf)
Lsw =
Length of design shear panel for overturning (ft)
Tr =
Tributary roof/floor (ft)
L1, 2, 3 =
Length of shear panels between openings in a perforated shear wall (ft)
La =
Adjacent wall length (ft)
Hopg =
Height of opening in a perforated wall (ft)
Ta =
Adjacent tributary roof/floor (ft)
Co =
Reduction factor for a perforated shear wall
P1=
Design panel weight (lb)
Ratio =
Height -length aspect ratio of a shear segment
P2 =
Adjacent wall weight (lb)
2L/H =
Aspect ratio reduction factor
T =
Overturning tension (lb)
C =
Overturning compression (lb)
V
2/20/2018
c-
Ross
Engineering
Design
Inc
project: DUECK ADDITION
by: RR
sheet #:
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
client: THE LEREN COMPANY
job #: 18016
LEVEL
2 Front to Back Shearwall Design
E T/C
W T/C
GRID
Ve Vw Ltot H - - Type Lsw Ll L2 L3 Hopg
Co Ratio 2L/H
SW ve
ve a vw vw a Tr La Ta
P1 P2 Above
Above
E T/C
W TIC
Holdown
A
194 202 014.S=8.00=Seg�577514
1.00 1.39 1.00
0=1=1 94
150 84 150 1112.5t 4t�1
923 228 0
0
60
-21
Iw NOT.REQ'D�
E
097 101 JR21=8.00=Seg> 214
1.00 0.38 1.00
MIMI 32
150 29 150 012.5=4�1
3371 228 0
0
-1655
-1682
SNOT REQ'D=
F
097 101 I♦1758001Seg�17�
1.00 0.47 1.00
�10i 40
150 36 150 N13.5W41 1�
2882 228 0
0
-1349
-1384
"�NOT REQ'D
LEVEL
GRID
3.88
2
Ve
4.04
Side to Side Shearwall Design
Vw Ltot H Type Lsw Ll L2 L3 Hopg
Co
-Ratio
2L/H
SW
ve
vea
vw
vwa
Tr La Ta
P1
P2
E T/C
Above
W T/C
Above
E T/C
W TIC
Holdown
2
097
109 06=800=Perf1 11�3i3�4=.
080
267
075
$=1"
113
145
109
150
1=11l4�1
627
228
0
0
48
-68
1•NOT REQ'D7
3
0.58
0.65 W4.5=8 00=5eg> 4.591
1.00
1.78
1.00
'"K11(
91
150
87
150
051�4�110
257
228
0
0
368
338
il� NOT REQ'D7�
5
155
1.74 W51 8.00=Seg> 151" - -
1.00
1.60
1.00
0220
217
242
208
288
0011�41 1=j
285
228
0
0
1368
1297
1�MSTC48R3
7
078
087 05135W800=Pert. 12.331=2.6=2:751 4=0
0.77
3.08
0.65
IN 10
102
121
97
150
=11 4t 1"-
703
228
0
0
-227
-241
N�NOTRDXD�
Ross
project: DUECK ADDITION
by: RR
sheet #:
Engineering
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
Design
client: THE LEREN COMPANY
job M 18016:
Inc
LEVEL
GRID
1
Ve
Front to Back
Vw Ltot
H
Type
Shearwall Design
Lsw L1 L2 L3 Hopi;
Co
Ratio
2L/H
SW
ve
vea
vw
vwa
Tr
La
Ta
PI
P2
E T/C
Above
W T/C
Above
E T/C
W T/C
..
Holdown
B
313
446 12
900
Seg.
12
100
075
100
1 2 1
182
242
223
288
1 1
4
4
L 734
331
0
0
943
1311 1
HDU4
E
313
446 11075
900
Seg.
425 1
100
212
094
1 2 1
204
228
249
288
1 1
4
1 1
260
245
-1655
-1682
-198
185 1
NOT REQ'D
LEVEL
GRID
6.25
1
Ve
8.93
Side to Side
Vw Ltot
H
Type
Shearwall Design
Lsw L1 L.2 L3 Hopg
Co
Ratio
2L/H
SW
ve
vea
vw
vwa
Tr
La
Ta
P1
P2
E T/C
Above
W T/C
Above
E T/C
W T/C
Holdown _
3
1.56
2.71 1 4
7.00
Seg.
2 1
1.00
3.50
0.57
1 4 1
273
260
406
493
1 1
4
1 1
98
197
368
338
2037
2936 [
STHD14
4
2.50
4.33 1 23
8.00
Seg.
23 1
1 00
0.35
100
1 1 1
76
150.
113
150
1 1
4
1 1.
1270
221
0
0
-247
49 1
NOT REQ'D 1
8 2,19 3.79 1 5 7100 Seg 2.5 1- 100 2.80 0 71 1 4 1 306 326 455 493 1 1 4 1 1 123 197 0 0 1886 2927 1 STH014 1
to 50 0 y4 "
01
D
CD
W
O_
W
m
Page 32 of 3
Loads: 01-1 - Other Load 1
Results for LC 1, ASCE 2.4.1-1
UPPER FLOOR
SEISMIC OVERTURNING
Lateral
Gravity
i
Page 33 of 36
x
l;T-z
Loads: OL2 - Other Load 2
Results for LC 1, ASCE 2.4.1-1
UPPER FLOOR
WIND OVERTURNING
Feb 20, 2018 at 7:43 PM
DUECK ADDITIONA
Page 34 of 36
Beam: B57 Shape Group: 2.0E Parallam PSL Code: AWC NDS-12: ASD
Floor: UPPER FLOOR Span: Continuous
Size: 3.5x11.25FS Fixity: Pinned -Pinned
Material: PARALLAM Bending: Strong Axis
Function: Gravity
Geometry: Length=13.8958ft
Points (Start to End): N124 to N127 (20.7634,28.9554,0) to (34.6592,28.9554,0) Angle: 0 degrees
Diagrams for Load Combination 22: ASCE 12.4.3-8 -
Load Diagram : Distributed Loads (k/ft), Point Loads (k)
Envelope and Category Shear Reactions: (k)
Non Reducible (Unreduced) Non Reducible (Unreduced)
DL LL+LLS LL+LLS Roof ILL Total Roof LL Total
I -End: .083 0 .289(b)-.044(a) 0
J-End:
Maximum Total I -End Reaction: 2.083k for LC 22 (ASCE 12.4.3-8 -), skip loading case. a
Maximum Total J-End Reaction: Cantilevered end. No connection reactions
Maximum Total I -End Uplift Reaction: -.658k for LC 21 (ASCE 12.4.3-8 +), skip loading case a
Maximum Total J-End Uplift Reaction:-1.462k for LC 22 (ASCE 12.4.3-8 -), skip loading case c
Shear: 32.3% Capacity at 12.0141ft for LC 21 (ASCE 12.4.3.8 +) UPLIFT HANDLED 9Y TWIST STRAPS
V = 4.724k at 12.0141 ft fv = .1.8ksi Fv' = 0.5568ksi, skip loading case a TO Bil AND HDU4 TO POST AND
HOLD-DOWN
Wood Shear Factors
Fv = .29ksi CD = 1.92 Cm = 1 Ct = 1
Bending: 53.6% Capacity at 8.3954ft for LC 21 (ASCE 12.4.3-8 +), skip loading case a
M =-16.968k-ft RB. = 12.3749 le -bend Top = 11.8958ft le -bend Bot = 13.8958ft fb = 2.758ksi Fb' = 5.14588ksi
Wood Bending Factors
Fb=2.9ksi CD=1.92 Cm=1 Ct=1 Cfu=1 CL=0.924188 CIF =1 Cr=1 CV=1
RISAFloor Version 12.0.1 [CA ... \... \... \... \... \18016 Dueck Addition_LCI\CALCS\DUECK ADDITION.rfl] Page 1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing 8
Title Block" selection.
Beam on Elastic Foundation
Description : GRADE BEAM
CODE REFERENCES
Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : ASCE 7-10
Material Properties
Project Title: Page 35 of 36
Engineer: Project ID:
Project Descr:
fc =
2.50 ksi
Phi Values
Flexure : 0.90
fr = fc1� ' 7.50
= 375.0 psi
Shear: 0.750
yr Density =
145.0 pcf
p 1
= 0.850 `
X Lt Wt Factor =
1.0
Elastic Modulus =
3,122.0 ksi
Soil Subgrade Modulus
=
250.0 psi / (inch deflection) _
Load Combination ASCE 7-10
fy - Main Rebar =
60.0 ksi
Fy - Stirrups
= 40.0 ksi
E - Main Rebar =
),000.0 ksi
E - Stirrups
= 29,000.0 ksi
Stirrup Bar Size #
= # 3
Number of Resisting
Legs Per Stirrup
2
Beam is supported on an elastic foundation.
Printed: 20 FEB 2018. 7:47PM
ENERCALC, INC.1983.2014, Build:6.14.3.31, Ver.6.14.3.31
18 in
D(2.5) L(Uj.8*.2p ("fQ.E4)2W.8) E(2.9) D(3.1) L(5.6) S(0.63) D(1.3) L(2.4$kZ5jQM64.8JXfPV2".8) E(2.9)
I I
18"wx10"h
Span=27.0 ft
Cross Section & Reinforcing Details
Rectangular Section, Width =18.0 in, Height =10.0 in
Span #1 Reinforcing....
244 at 3.0 in from Bottom, from 0.0 to 27.0 ft in this span
Applied Loads
Beam self weight calculated and added to loads
Point Load: D = 2.50, L = 0.30, S = 3.20, W = -4.80, E = -2.90 k @ 1.50 ft
Point Load: D=1.440, L = 3.20, S = 0.140, W = 4.80, E = 2.90 k @ 4.0 ft
Point Load : D = 3.10, L = 5.60, S = 0,630 k @ 15.50 ft
Point Load: D =1.30, L = 2.70, S = 0.140, W = -4.80, E _ -0.290 k @ 23.0 ft
Point Load: D = 3.350, L = 0.660, S = 3.40, W = 4.80, E = 2.90 k @ 25.50 ft
DESIGN SUMMARY
244 at 2.0 in from Top, from 0.0 to 27.0 ft in this span
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
= 0.730: 1
Maximum Deflection
Section used for this span
Typical Section
Max Downward L+Lr+S Deflection
Mu: Applied
9.928 k-ft
Max Upward L+Lr+S Deflection
Mn ` Phi: Allowable
13.603 k-ft
Max Downward Total Deflection
Load Combination
+1.20D+1.60L+0.50S+1.60H
Max Upward Total Deflection
Location of maximum on span
15.565 ft
Span # where maximum occurs
Span # 1
Maximum Soil Pressure =
1.831 ksf at 27.00 ft
0.000 in
0.000 in
0.051 in
0.000 in
Design
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. '2 Defl Location in Span Load Combination Max. "+" Defl Location in Span
Span 1 1 0.0509 27.000 0.0000 0.000
Page 36 of 36
10
Rossproject:
Engineering
Design
Inc
DUECK ADDITION
by: RR
sheet #:
location: 942 ALDER STREET, EDMONDS, WA 98020
date: 2/20/2018
client: THE LEREN COMPANY
job #: 18016
Misc Calculations
Wood Guardrail Posts (if applicable)
M = 2001b x 42" =
8400 in -lb
fb =
850 psi
Cd =
1.6
Seq'd = M/fb/Cd =
6.1764706 in3
d =
3.50 in
w =
3.50 in
S =
7.1458333 in3
4x4 post OK with no notch
Post Attachment
M =
8400 in -lb
s = anchor space =
5 in
T req'd = M/s =
1680 lb
DTT2Z = 1800 LB OK
M = 2001b x 42" =
8400
in -lb
fb =
850
psi
Cd =
1.6
Seq'd = M/fb/Cd =
6.1764706
in3
d =
2.75
in
w =
5.50 in
S=
6.9322917 in3
6x6 post ok with 2.75" max notch
GENERAL NOTES
GENERAL REQUIREMENTS
ALL WORK SHALL COMPLY WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE (STRUCTURAL DESIGN),
INTERNATIONAL RESIDENTIAL CODE (ORDINANCE), MOST RECENT EDITION OF THE UNIFORM PLUMBING CODE,
INTERNATIONAL MECHANICAL CODE, NATIONAL ELECTRIC CODE, WASHINGTON STATE ENERGY CODE, ANY STATE
AND LOCAL AMENDMENTS, AND ANY APPLICABLE LAND USE CODE.
THE OWNEWBUILDER SHALL BE RESPONSIBLE FOR DEVELOPING CONSTRUCTION DETAILS NECESSARY TO
CONSTRUCT WEATHER TIGHT, DURABLE BUILDING. ALL FLASHING, WEATHERPROOFING, ROOFING AND
WATERPROOFING DETAILS AND CONSTRUCTION OF THESE DETAIL ASSEMBLIES ARE THE FULL AND COMPLETE
RESPONSIBILITY OF THE OWNERIBUILDER AND THESE DETAILS SHALL BE CONSTRUCTED PER MANUFACTURER
REQUIREMENTS, BUILDING CODE REQUIREMENTS AND ACCEPTED INDUSTRY STANDARDS FOR PERFORMANCE.
THE DESIGNER HAS NOT BEEN CONTRACTED TO PERFORM CONSTRUCTION ADMINISTRATION SERVICES OR
CONSTRUCTION OBSERVATION SERVICES FOR THIS PROJECT AND IS NOT LIABLE OR RESPONSIBLE FOR
DETERMINING ADEQUACY OF CONSTRUCTION OF BUILDING ENVELOPE OR DETAILS. THE OWNER/BUILDER SHALL
BE RESPONSIBLE FOR INSPECTING AND VERIFYING THAT ALL FLASHING, WEATHERPROOFING, ROOFING AND
WATERPROOFING DETAILS ARE BUILT CORRECTLY AND MEET OWNERBUILDER'S APPROVAL BEFORE BEING
COVERED BY SUBSEQUENT CONSTRUCTION WORK. USE OF THESE PLANS BY ANYONE OTHER THAN THE
INTENDED OWNER/BUILDER IS NOT PERMITTED.
ANY REDUNDANCY BETWEEN THESE NOTES AND S-SHEETS THE S-SHEETS SHALL SUPERSEDE
SITE WORK
1. BACKFILL FOUNDATION DRAIN AT PERIMETER OF BUILDING WITH COURSE GRANULAR FILL. (11/2-3/8 CLEAN
WASHED ROCK WITH MIN. 12" WIDE BLANKET EXTENDING TO FINISHED GRADE.) PROTECT DRAIN TILE AND
WATERPROOFING.
2. ROUGH GRADING SHALL PROVIDE POSITIVE DRAINAGE AWAY FROM BUILDING. TRENCH TO ELEVATIONS
BELOW FROST LINE FOR STORM DRAINS, WATER LINES, SEWERS, AND IRRIGATION SLEEVES.
3. PROVIDE PERFORATED PLASTIC PIPE FOUNDATION DRAINS WHERE SHOWN IN DRAWINGS. CONNECT TO
ROOF AND STORM WATER SYSTEM. IN JURISDICTIONS REQUIRING SEPARATE ROOF DRAIN LINES, PROVIDE
TIGHT LINE CONNECTED TO ROOF DRAINS IN ADDITION TO PERFORATED DRAIN LINES.
4. ROCKERIES AND RETAINING WALLS SHALL BE DESIGNED BY LICENSED ENGINEER AND INSTALLED PER
APPLICABLE CODE.
MECHANICAL
1. PLUMBING SYSTEMS SHALL BE DESIGNED AND INSTALLED BY COMPETENT, EXPERIENCED PLUMBER AND IN
ACCORDANCE WITH THE UNIFORM PLUMBING CODE AND LOCAL CODES.
2. HVAC SYSTEMS SHALL BE DESIGNED AND INSTALLED BY COMPETENT AND EXPERIENCED MECHANICAL
CONTRACTOR IN ACCORDANCE WITH THE INTERNATIONAL MECHANICAL CODE, 20151RC, AND LOCAL CODES.
PROVIDE DOCUMENTATION OF FURNACE A.F.U.E. DUCTWORK INSULATION SHALL CONFORM TO THE
WASHINGTON STATE ENERGY CODE. WHEN INSTALLED IN GARAGE, HEATING UNITS SHALL BE PLACED SUCH
THAT ALL PILOT LIGHTS, BURNERS, HEATING ELEMENTS, OR SWITCHES ARE LOCATED A MIN. OF 18" ABOVE THE
GARAGE FLOOR.
THERMAL AND MOISTURE
1. INSULATION REQUIREMENTS SHALL MEET OR EXCEED THE LATEST EDITION OF THE WASHINGTON ENERGY CODE
OR ENERGY CODE ADOPTED BY THE LOCAL JURISDICTION. INSULATION REQUIREMENTS SHALL BE SHOWN ON
PLANS
2. APPLY 1 COAT (MIN) HEAVY BODIED ASPHALT BITUMINOUS DAMPPROFING TO EXTERIOR OF FOUNDATION
WALLS, FROM FOOTING TO FINISHED GRADE AT FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE
INTERIOR SPACES AND FLOORS BELOW GRADE- (R406.1)
3. APPLY APPROPRIATE WATER REPELLENTS TO ANY MASONRY, CEMENT, PLASTER, OR STUCCO PER -
MANUFACTURER'S INSTRUCTIONS.
4. PROVIDE 6 MIL BLACK POLYETHYLENE VAPOR BARRIER IN ALL CRAWLSPACE AREAS, LAPPED AT ALL SPLICES
AND OVER FOOTINGS.
FINISHES
GARAGE CEILINGS BENEATH HABITABLE SPACES SHALL BE COVERED WITH 5/8' TYPE'X' GYPSUM WALL BOARD.
GARAGE CEILINGS BENEATH ATTIC OR NON UVING SPACE SHALL BE COVER WITH 5/8" GYPSUM WALL BOARD.
WALLS AND STRUCTURE SEPARATING RESIDENTIAL AND GARAGE SPACES SHALL BE COVERED WITH 1/2" GYPSUM
WALL BOARD. ALL GARAGE GYPSUM WALLBOARD SHALL HAVE JOINTS FIRETAPED WITH NAILS SET AND
COMPOUNDED. ALL OTHER WALLS SHALL RECEIVE 10 GYPSUM WALLBOARD. CEILINGS WITH JOISTS/TRUSS
SPACES GREATER THAN 16" SHALL RECEIVE 5/8" GYPSUM WALLBOARD OR ill" GYPSUM CEILING BOARD. WALLS
SURROUNDING TUBS OR SHOWERS SHALL BE COVERED WITH WATER-RESISTANT GYPSUM WALLBOARD. WATER-
PROOF SURFACE TO A HEIGHT OF 72" ABOVE ADJACENT FLOOR. ANY CEMENT PLASTER OR STUCCO SHALL BE
INSTALLED IN ACCORDANCE WITH NORTHWEST WALL AND CEILING BUREAU RECOMMENDATIONS FOR MATERIALS,
BACKING, LATH, APPLICATION TECHNIQUES, AND FINISHES.
ELECTRICAL
SYSTEMS SHALL BE DESIGNED AND INSTALLED BY COMPETENT AND EXPERIENCED ELECTRICAL CONTRACTOR IN
ACCORDANCE WITH MOST CURENT STATE AND LOCAL ELECTRICAL CODE. ELECTRICAL SCHEMATICS PROVIDED IN
THIS SET OF PLANS ARE FOR REFERENCE LAYOUT ONLY.
FIRESTOPPING
FIRESTOPPING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND
HORIZONTAL)AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND
THE ROOF SPACE. FIRESTOPPING SHALL BE PROVIDED IN WOOD FRAME CONSTRUCTION IN THE FOLLOWING
LOCATIONS:
1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES NOT TO EXCEED 1B-0"
HORIZONTALLY, AND AT THE CEILING AND FLOOR LEVEL.
2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT
SOFFITS, DROP CEILINGS, COVE CEILINGS, ETC.
3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN AND WALL
CAVITIES IN LINE WITH STRINGERS.
4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CHIMNEYS AND FIREPLACES AT CEILING AND FLOOR LEVEL, NTH
NON-COMBUSTABLE MATERIALS.
MISCELLANEOUS
1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ETC. IN THE FIELD PRIOR TO PROCEEDING.
2. VERIFY SIZEAND LOCATION OF ALL OPENINGS IN THE FLOOR, ROOF, AND WALL WITH MECHANICAL AND
ELECTRICAL WORK.
3. PROVIDE SMOKE DETECTORS IN ACCORDANCE WITH (R314) SMOKE DETECTORS TO BE HARD WIRED AND
INTERCONNECTED. (R314.4, R314.5). A SMOKE DETECTOR SHALL BE INSTALLED IN EACH SLEEPING ROOM AND
OUTSIDE EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS.(R314) CARBON MONOXIDE
ALARMS SHALL BE INSTALLED OUTSIDE EACH SEPARATE SLEEPING AREA AND IN THE VICINITY OF THE
BEDROOMS. (R315)
4. KITCHEN RANGE, DRYER, BATH AND LAUNDRY ROOM VENTILATION DUCTS SHALL TERMINATE OUTSIDE THE
BUILDING AND BE EQUIPPED WITH BACK DRAFT DAMPERS.
5. EXTERIOR OPENINGS TO THE WEATHER SHALL BE FLASHED AND COUNTER -FLASHED IN SUCH A MANNER AS TO
MAKE THEM WATERPROOF. ROOF FLASHING PER R903.
6. GUARDRAILS TO BE A MIN. OF 36"ABOVE FINISH FLOOR. (R312) (EXCEPTIONS TO COMMERCIAL PER I.B.C.)
7. OPEN GUARDRAILS TO HAVE INTERMEDIATE RAILS OR PICKETS PLACED SUCH THAT SPHERE 4" IN DIAMETER
CANNOT PASS THROUGH.
S. BEDROOM EMERGENCY EGRESS WINDOWS MUST HAVE A MIN. NET CLEAR OPENING OF 5.7 SQ. FT. MINIMUM
NET CLEAR OPENABLE WIDTH OF 20"AND MIN. NET CLEAR OPENING HEIGHT OF 24". MAX. FINISHED HEIGHT OF
44" FROM FINISHED FLOOR TO BOTTOM OF CLEAR OPENING (R310.1).
AREA CALCULATIONS
HEATED AREAS SQUARE FOOTAGE
EXISTING MAIN FLOOR 1275
EXISTING BASEMENT 1094
NEW ADDITION 864
TOTAL GROSS AREA 3233
NON -HEATED AREAS SQUARE FOOTAGE
EXISTING GARAGE 558
NEW DECKS 154
BASEMENT A. D.U. TO MAIN RESIDENCE RATIO:
MAIN RESIDENCE (WITH NEW ADDITION): 3233
A.D.U. IN BASEMENT: 1094
PERCENT ADU TO HOUSE: 33.8%
Al
A2
A3
A4
A5
A6
S1
S2
S3
S4
S5
S6
S7
DRAWING INDEX
COVER SHEET, INDEX, GENERAL NOTES
ENERGY CALCULATIONS
ELEVATIONS
BASEMENT ADU PLAN
BASEMENT/GARAGE PLAN
MAIN FLOOR PLAN
STRUCTURAL NOTES/SCHEDULES
STRUCTURAL DETAILS
BUILDING CROSS SECTION, SHEARWALL & HOLDOWN LOCATIONS
FOUNDATION PLAN
MAIN FLOOR FRAMING
ROOF PLAN
MISC. DETAILS
SYMBOL LEGEND
OO
CARBON MONOXIDE DETECTOR
INTERCONNECTED 1IN w/ BATTERY BACKUP
oo.
CAN BE COMBINED W S.D.
O
SMOKE DETECTOR
So.
INTERCONNECTED 110v W BATTERY BACKUP
GO
EXHAUST FAN (VENT TO OUTSIDE)
0
KEYNOTE
101 DOOR SCHEDULE SYMBOL
71 WINDOW SCHEDULE SYMBOL
Q REVISION -SEE DESCRIPTION IN
TITLE BLOCK
l SIM," DETAIL SYMBOL
to SIMILAR DETAIL
DETAIL NO.
SHEET NO.
l sIM
10 BUILDING CROSS SECTION
DETAIL NO.
SHEET NO.
Room name— ROOMNAME
15-
Know what below.STATE LAW REQUIRES THAT YOUOALL BEFORE YOU DIG TO
Call before you dig. LOCATE ALL UNDERGROUND UTILITIES.
ADDITION TO RESIDENCE �
& BASEMENT CONVERSION TO
AN ACCESSORY DWELLING UNIT
942 ALDER STREET, EDMONDS, WA 98020
Obtain Electrical Permit t'rom
State Labor & Industries
City of Edmonds Building Dcpn�_. ;.
APPROVED PLC
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ALL WORK SUBJECT
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INSPECTION FOR
CODE COMPLIANCE
APPR ED
MIR • T
CITY OF EDMONDS
BUILDING DEPARTMENT
WORK �W
PROJECT NO.
171202
DESIGNED BY
TL
DRAWN BY
TLBRM
ADDRESS
OWNER
CHECKED BY
TL
®APPROVED DATE:¢
BLDG.OFFICIAL: L
SHEET NO.
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MF1Y 3 21V19
RNTDATE 5B/201910:20:29AM
R301 CLIMATE ZONE
THIS PLAN IS DESIGNED FOR CLIMATE ZONE 5 AND MARINE 4 PER TABLE R301.1, 2015 WASHINGTON STATE
ENGERY CODE.
R402.2 FENESTRATION (PRESCRIPTIVE)
R402.3 Fenestration (Prescriptive). In addition to the requirements of Section R402, fenestration shall comply with Sections
R402.3.1 through R402.3.6.
R402.3.1 U-factor. An area -weighted average of fenestration products shall be permitted to satisfy the U-factor requirements.
R402.3.2 Glazed fenestration SHGC. An area -weighted average of fenestration products more than 50 percent glazed shall be
permitted to satisfy the SHGC requirements.
R402.3.3 Glazed fenestmliod exemption. Up to 15 square feet (1.4 m2) of glazed fenestration per dwelling unit shall be
permitted to be exempt from U-factor and SHGC requirements in Section R402.1.1. This exemption shall not apply to the U-
to. alternative approach in Section R402.1.3 and the total UA alternative in Section R402.1.4.
R402.3.4 Opaque door exemption. One side -hinged opaque door assembly up to 24 square feet (2.22 m2) in area is exempted
from the U-factor requirement in Section R402.1.1. This exemption shall not apply to the U-factor alternative approach in Section
R402.1.3 and the total UA alternative in Section R402.1A
R404.1 LIGHTING EFFICACY
MIN. OF 75%OF LAMPS IN PERMANENTLY INSTALLED FIXTURES SHALL BE HIGH EFFICACY LAMPS.
M 1507 MECHANICAL VENTILATION
M1507.3.1 SYSTEM DESIGN.
EACH DWELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION
M1507.3.4, Ml507.3.5. M1507.3.6 OR M1507.3.7. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH
COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE.
M1507.3.2 CONTROL AND OPERATION.
1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE
OCCUPANT.
2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE
OCCUPANT BY THE INSTALLER OF THE SYSTEM.
3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES,
DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS.
4. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL
OPERATE CONTINUOUSLY. EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS SHALL BE EQUIPPED WITH
"FAN ON" AS OVERRIDE CONTROLS. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT
ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS
"WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS)."
5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL
COMPLY WITH THE FOLLOWING:
5.1. THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY.
52. THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR
SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES.
5.3. THE VENTILATION RATE SHALL BE ADJUSTED ACCORDING TO THE EXCEPTION IN SECTION 403.8.5.1.
5.4. THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL
TIMER INSTALLED.
5.5. THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR.
5.6. THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HOUR CLOCK TIMER.
5.7. AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN
ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING.
Ml507.3A WHOLE -HOUSE VENTILATION USING EXHAUST FANS.
THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS
USING EXHAUST FANS. A SYSTEM WHICH MEETS ALL THE REQUIREMENTS OF THIS SECTION SHALL BE DEEMED TO
SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM.
M1507.3.4.1 WHOLE -HOUSE VENTILATION FANS.
EXHAUST FANS PROVIDING WHOLE -HOUSE VENTILATION SHALL HAVE A FLOW RATING AT 0.25 INCHES WATER GAUGE
AS SPECIFIED IN TABLE M 1 507.3.3(l). MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED ACCORDING TO HVI
916 OR AMCA 210.
M1507.3.4.2 FAN NOISE.
WHOLE -HOUSE FANS LOCATED 4 FEET OR LESS FROM THE INTERIOR GRILLE SHALL HAVE A SOME RATING OF 1.0 OR
LESS MEASURED AT 0.1 INCHES WATER GAUGE. MANUFACTURER'S NOISE RATINGS SHALL BE DETERMINED AS PER HVI
2 09). REMOTELY ISOLATED TELY MOUNTED FANS SHALL BE ACOUSTICALLY TED FROM THE STRUCTURAL ELEMENTS
915 (MARCH 0
OF THE BUILDING AND FROM ATTACHED DUCT WORK USING INSULATED FLEXIBLE DUCT OR OTHER APPROVED
MATERIAL.
M1507.3A.3 FAN CONTROLS.
THE WHOLE -HOUSE VENTILATION FAN SHALL MEET THE REQUIREMENTS OF SECTION M1507.3.2AND M1507.3.2.1.
M1507.3.4.4 OUTDOOR AIR INLETS. '
OUTDOOR AIR SHALL BE DISTRIBUTED TO EACH HABITABLE SPACE BY INDIVIDUAL OUTDOOR AIR INLETS. WHERE
OUTDOOR AIR SUPPLIES ARE SEPARATED FROM EXHAUST POINTS BY DOORS, PROVISIONS SHALL BE MADE TO ENSURE
AIR FLOW BY INSTALLATION OF DISTRIBUTION DUCTS, UNDERCUTTING DOORS, INSTALLATION OF GRILLES, TRANSOMS,
OR SIMILAR MEANS. DOORS SHALL BE UNDERCUT TO A MINIMUM OF 1/2 INCH ABOVE THE SURFACE OF THE FINISH
FLOOR COVERING.
INDIVIDUAL ROOM OUTDOOR AIR INLETS SHALL:
1. HAVE CONTROLLABLE AND SECURE OPENINGS;
2. BE SLEEVED OR OTHERWISE DESIGNED SO AS NOT TO COMPROMISE THE THERMAL PROPERTIES OF THE WALL OR
WINDOW IN WHICH THEY ARE PLACED;
3. PROVIDE NOT LESS THAN 4 SQUARE INCHES OF NET FREE AREA OF OPENING FOR EACH HABITABLE SPACE. ANY
INLET OR COMBINATION OF INLETS WHICH PROVIDE 10 CFM AT 10 PASCALS ARE DEEMED EQUIVALENT TO 4 SQUARE
INCHES NET FREE AREA,
INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR
AIR INLETS SHALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: `
1. CLOSER THAN 10 FEET FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3 FEET ABOVE THE
OUTDOOR AIR INLET.
2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS.
3. A HAZARDOUS OR UNSANITARY LOCATION.
4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN.
S. CLOSER THAN 10 FEET FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT
LEAST 3 FEET ABOVE THE AIR INLET.
6. ATTIC, CRAWL SPACES, OR GARAGES.
TABLE 1507.3.3 (1) CONTINUOUS WHOLE HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW
FLOORAREA
BEDROOMS'
(SQ. FT.)
0-1 2-3
4-5
6.7
17
< 1500
30 45
W
75
90 (IN
1501-3000
45 60
75
90
105
3001-450D
60 75
90
105
120
4501-6000
75 90
105
120
135
6001-75DD
90 105
12D
135
150
>7500
105 120
135
150
165
TABLE 1507.3.3 (21 INTERMITTENT WHOLE HOUSE MECHANICAL VENTILATION RATE
RUN-TIME PERCENTAGE IN EACH
4-HOUR SEGMENT 25% 33%
50%
66%
75%
100%
- FACTOR 4 3
2
1.5
1.3
1.0
THIS PLAN USES AN INTERMITTENT WHOLE HOUSE VENTILATION SYSTEM WITH
TOTAL HEATED FLOOR AREA=864 SO. FT. BEDROOMS =2 -
WHOLE HOUSE VENTILATIONSIZE =45 CFM X4(25%PER 4-HOUR)= 180 TOTAL CFM FAN(s) SIZE.
INTEGRATED FURNACE OUTSIDE AIR INTAKE WITH EXHAUST FANS AS NOTED IN PLAN.
MULTIPLE WHOLE HOUSE VENTILATION FANS TO BE INTERCONNECTED TO OPERATE
2015 WASHINGTON STATE ENERGY CODE
MISC. ENERGY CODE NOTES
A permanent certificate shall be completed and posted on or within three feet of the electrical distribution panel by the
builder or registered design professional. The certificate shall be completed by the builder or registered design
professional and shall not cover or obstruct the visibility of the circuit directory label, service disconnect label or other
required labels. The certificate shall list the predominant R-values of insulation installed in or on ceiling/roof, walls,
foundation (slab, below -grade wall, and/or floor) and ducts outside cone itioned spaces; U-factors for fenestration and the
solar heal gain coefficient (SHGC) of fenestration, and the results from any required duct system and building envelope
air leakage testing done on the building. Where there is more than one value for each component, the certificate shall list
the value covering the largest area. The certificate shall list the types and efficiencies of heating, cooling and service
water healing equipment.
The building or dwelling unit shall be tested and vedfied as having an air leakage rate of not exceeding 5 air changes
per hour. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals).W here
required by the code official, testing shall be conducted by an approved third party. A written report of the results of
the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed
at any time after creation of all penetrations of the building thermal envelope.
Where the primary heating system is a forced -air furnace, at least one thermostat per dwelling unit shall be capable of
controlling the heating and cooling system on a daily schedule to maintain different temperature set points at different
times of the day. Specifics and Exceptions see SEC.
ALL DUCTWORK SHALL BE SEALED AND TESTED PER R403.2.2.
WINDOW AND DOOR HEADERS SHALL BE INSULATED WITH R-10 RIGID INSULATION EXCEPT IN SITUATIONS
WHERE STRUCTURAL BEAM SIZE REQUIREMENTS OVERRIDE.
ALL APPLIANCES SHALL BE U.L. LISTED.
WHOLE HOUSE FANS
Whole house ventilation fans shall be installed so as to run simultaniously.
EXHAUSTFANS
Exhaust fans to terminate at building exterior with clearances per SRC
M1506.2 (min. 3 ft to openings) and for clothes dryer vent terminations to be per MI502.3 (3 it to bldg. openings).
ALL FENESTRATION SHALL BE NFRC CERTIFIED.
DBL. 2x6 TOP PLATES
1/2" G.W.B.
-- 2" RIGID R-10 INSULATION
INSTALLED IN CAVITY BETWEEN
HEADER AND INTERIOR G.W.B.
HEADER PER PLAN
WINDOW, FINISH&TRIMS
PER MISC. DETAILS
NOTE: TYPICAL AT NEW CONSTRUCTION
ONLY. STRUCTURAL BEAMS WIDTHS
EXCEEDING 3.5" OVERIDE REQUIREMENT..
1 HEADER INSULATION
NOTE:
SEE SHEETS S3 AND S7 FOR
ADDITIONAL INSULATION
LOCATIONS AND DETAILS.
WINDOW SCHEDULE
V
I HEIGHT
I AREA
I WINDOW TYPE
U VALUE COMMENTS
ADDITION FLOOR
1
2'-6"
5-0'
113SF
_
SINGLEHUNG
0.30
TEMP. GL.
2
2'-6"
5'-0"
13 SF
SINGLE HUNG
0.30
TEMP. GL.
3
T-0"
4'-0"
28SF
DOUBLE SLIDER
0.30
4
5'-(r
4'-0"
205F
SLIDER
0.30
5
6'-0"
T-0"
24 SF
PICTURE (FIXED)
0.30
6
4'-0"
4'-0"
16SF
PICTURE (FIXED)
0.30
7
6'-0"
4'-0"
24 SF
PICTURE (FIXED)
0.30
8
4- 0"
3'-6"
14 SF
SLIDER -
0.30
ADDITION PLATE
9
2'-0"
3'-0"
6SF
SKYLIGHT
0.50 TEMP. GL.
Grand total
157 SF
GLAZING (ABOVE) 157
LESS EXEMPT GLAZING SF
-00 SF
PLUS GLAZED DOORS
PLUS OTHER EXTERIOR 42 SF
DOORS 215F
TABLE R402.1.1 FOOTNOTES PRESCRIPTIVE ENERGY CODE COMPLIANCE HEATING SYSTEM SIZE 1
or SI:1 foot . 304.8 rum, ci .- continuous insulation, int.- intermediate framing
Ft -values are minimums. U factors and SHGC are maximums. When insulation is installed in a cavity which is
ass than the label or design thickness of the insulation, the compressed R-value of the insulation from
,ppendix Table A101.4shall not be less than the R-value specified in the table.
The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration.
"10/15/21.+TB" means R 10 continuous insulation on the exterior of the wall, or R 15 on the continuous
Isulation on the interior of the wall,. or R 21 cavity insulation plus a thermal break between the slab and the
asement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13
evity insulation on the interior of the basement wall plus R 5 continuous Ill don on the interior or exteria
,f the wall. "30/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity
lsulation at the tribal of the basement wait. "78" means thermal break between floor slab and basement
R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1.
There are no SHGC requirements in the Marine Zone.
Reserved.
Reserved.
The second R-value applies when more than half the insulation is on the interior of the man wall.
Reserved.
For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38.
Reserved.
' Int. (intermed iate framing) denotes standard framing 16 inches on center with headers insulated with a
ainimum of R 30 insulation.
Nonfenestration U factors shall be obtained from measurement, calculation or an approved source or as
3ecified in Section ft402.1.3.
Prescriptive Energy Code Compliance for All Climate Zones p 9Yin Washington
Pm ecf In/ormari-n � c r rmrormahan
DUECK ADDITIONERNIE DUECK 71
This Fmlect will .-he eAvoicanus ofine Prescriptive Path below and incorporate the
the minimum values listed. In addition, based on the size of the structure, the appropriate
number of additional credits are checked as ohosen by the permit applicant.
Authorized Representative
I51� .., .;All Climate Zones .;=-1
R Value-
U Factor°
Fenestration U-Factoe
Va
0.30
Skylight U-Fecter
n/a
0.50
Glazed Fenestration Etil
a/a
Na
Ceiling°
49'
0.028
Wood Frame Well-'"
21 int
0.056
Mass Wall R-Value'
21/21"
0058
Floor
so-
Ott
Below Grade wale''"
ia15/21 int+TB
O.lM2
Slab- R Value is Depth
10. 2 ft
rm
soh dwelling unit Ina residential buildino shall comply with sufficient options from Table R406.2 so as to achiave
m following minimum number of credits:
1. Small 0wel mg Unit: 1.5 credits
'J Dwelling units less than 1500 square feet In conditioned floor area with less than 300 square feet of
fenestration area Additions to existing building that are greater than 500 square feet of healed floor area but
less Ihan 1500 square feet
12. Medium Dwelling Unit: 3.5 credits
All dwelling units that are not included in 41 or 03. Exception: Dwelling units serving R-2 occupancies shall
require 2.5 credits
7 3. Large Dwelling Unit: 4.5 credits
Dwelling un is exceeding 5000 square feet of conditioned floor area.
Table R406.2 Summary
Total Credits
"Please refer to Tabh,R406.2 forcompiete option descriptions
1.5
0.0
1.60
Sim le Heartina Samtent Size: Washin onState
ThI learn, re I l k l based on rite Prescdot ve Reeulrerm t fth 2015W nl t St t E C tl'IWSECI' dAGFA
M I J tl S 1ni 1 Wtor II calculate heating [,ad, i ACCA tl f II t h lab etl l tl t
loads
Please fill out all of the green drop -downs and becasthat are applicable to your project. As you make selectiens In the diopdowas for each aedbn,
latedfor ff u do notaeethenlellon e values will be calve yo yo you need In the drop-dawnoptions, please call the
WSU Energy Extension
Program at l3fia)956-2042 for assistance.
- -
P,asid lnhrmafen Co nran lnrormanon
'.
DUEC1oK ADDITION-"181-�
T1t
„
Heatina Svstem Two: WTI cow syaem. Ciwtu,a,o
ro aeeeemnea /oraeon aaanan, plena ywrcursoron fa. °era ^marrucnonr.
Des^anT inarmandazure
-"' - Des`gn�Tempaiawre Difference(AT) 46
Rk&g a7- rame,.ef o,mmovozba r..+m
Area of Building
Conditioned Floor Area
_'.a.o Conditioned Floor Area (sq H) 'f8
Average Ceiling Height Conditioned Volume
Innn.ons Average Ceiling Height(H) ;=:thR =:ti..._ 6,998
Chiral and Dears U-Factor X Area -
UA
�
Nat naps -,1.2
88.00
W
li vlahts
k U-Factor % Area
UA
Inzuuc+lons 0.50
3.00
Insulation
Allis UFacto, X Area
UA
L11O1S .."..._ w. h
m 0.116
22.46
Singl R R J tV It tlCl q 'p DFeROr X ArmUA
Ins ,ands ,a _
Above Brad, wall R h U-Faclor X Area
UA
Ins v o056 Yfc Z&3 "+f
42.73
Flo o U-Factor % Are
UA
_
0.029 64fi9
25.06
But G d W ll p I UFactor X Area
UA
1 `:..: 1.121
Slab B wGmdnr,re. I F-Facor X Len th
UA
Inst 0.303'it;
Slab an Crude alv.� 1 .. F-Factor X Len th -
.... ._..,....,„..,a
UA.
Ira . k
Location of Ducts
Du Leakage Coefficient
1.10
Sum of UA
159.25
Envelope Heat Load
A Leakage Hers Lead
7,325 aw FHcuEARMI
3,4Tr Btul Hour
Building 0eslga Healloatl
10,802 mu/Maur
" Buildingand Duct Haag Load
11,882 BW/How
Maximum .at Equipment Output
16,05 mul Hour
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PROJECT NO. 1 171202
DESIGNED BY TL
DRAWN BY TL & RM
CHECKED SY Tl
SHEET NO.
A2P-EIMJJQ��)
MAY 13 2019
r, @�s
ryryortDP.
PRINT DATE SM01910: D:45 AM
327 _93/8�ht — 4�— TOP OF RIDGE NEW ADDITION \
TOP OF NEW RIDGE327' - 2 3/8
wS D PICKE SPAC I � SUCH NEW GABLE OVERFRAME
ADDITION PLATE I " I ,I, THAT A 4" SPHERE WITH TRIM AND
.^ .... — CANNOT — — — — DECORATIVE_ — — - _ —
A
EXISTING HIP ROOF s ''
8 OVER NON -CONFORMING
CORNER
NEW
1 6—
— — — — — —MAIN 315 8
l# a r1.._.. k
r y
ADDITION FLOOR _ ��,,__ � �-" '� � �" •- aF '
313-05/8 - — —
�
GARAGE PLATE �_d L m rI , — .-
- EXISTING HOUSE
I -- .. I I
7-1 EXISTING GARAGE
.. .....
. ... - l
Average Grade.m. _ _
Max. Height
TEMP. GL.
—
- 9 318
— — —
— —
TOP OF RIDGE A-,,32T,
32T - 2 3/8—" V
ARCH. COMP. ROOFING TO
MATCH EXISTING.
CONTINUOUS ALUM.
n
SIDING AND TRIMS TO -
MATCH
n ADDITION PLATE—
—
_
_ _
__
—
—
— ——
—
— —_
321' -1 31
5 Sim
P
36' HIGH GUARDRAIL WI
PICKETS SPACED SUCH
THAT A 4"
�. .,:c,'
-
- - -
-
SPHERE CANNOT PASS
-
-- -.... ---
--
-
MAIN FLOOR PLATE
STAIRS AND HANDRAIL PER
.. __ -_
-- --- ---
ADDITION FLOOR _
0 518"
—
— -
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— — GARAG 3PLATE I1
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�
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1 4��� aE
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I
a�SSSsSa�is
MAIN FLOOR
—
—
— —
— — —
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_
BASMEN 3POLATOE
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—
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;AGE F
-1: In
ELEVATION NOTES
PROVIDE METAL FLASHING OVER TOPS OF WINDOWS AND TOPS OF TRIMS DIRECTLY EXPOSED TO
WEATHER.
ROOFING MATERIAL, SIDING AND FLASHING SHALL BE INSTALLED PER MANUFACTURER'S
SPECIFICATIONS, INDUSTRY STANDARDS AND PER I.R.C.
PORCHES, BALCONIES, RAMPS OR RAISED SURFACES LOCATED MORE THAN 30" ABOVE THE FLOOR OR
GRADE BELOW SHALL HAVE GUARDS NOT LESS THAN 36' IN HEIGHT. OPEN SIDE OF STAIRS WITH A
TOTAL RISE OF MORE THAN 30" SHALL HAVE GUARDS NOT LESS THAN 34" IN HEIGHT MEASURED -
VERTICALLY FROM THE NOSING OF THE TREADS. INTERMEDIATE RAILS OR ORNAMENTAL CLOSURES
SHALL BE SPACED SUCH THAT A 4" SPHERE CANNOT PASS THROUGH. THE TRIANGLE OPENINGS
FORMED BY THE RISER, TREAD, AND BOTTOM OF RAIL SHALL BE SUCH THAT A 6" SPHERE CANNOT PASS
THROUGH.
EXTERIOR STAIRS SHALL BE NOT LESS THAN 36" WIDE. HANDRAILS SHALL NOT PROJECT MORE THAN
4.5" ON EITHER SIDE OF THE STAIRWAY AND MIN. CLEAR WIDTH AT OR BELOW THE HANDRAIL SHALL NOT
BE LESS THAN 31.5". MAX. RISER HEIGHT IS 7 3/4". MIN. TREAD DEPTH SHALL BE 10". A LANDING IS
REQUIRED AT TOP AND BOTTOM OF EACH STAIRWAY.
SITE ADDRESS SHALL BE VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY.
NUMBERS SHALL CONTRAST WITH BACKGROUND, BE ARABIC NUMBERS OR ALPHABETICAL LETTERS, BE
A MIN. OF 4" IN HEIGHT WITH A MIN. STROKE WIDTH OF 10. (R319.1)
=1 11=1 I I--- I I 1-1 11-1 ! 1-111-1 1 1=1 I I —I I ""
EAST ELEVATION --
V
MAIN FLOOR
----- — BASMENT PLATE
307' _ 0,
`:,_,_��;___ I I—
NORTH ELEVATION
114" = 1'-0"
_— RAIL CAP PER OWNER
/
METAL PIPE OR SQUARE
VERTICAL POST AT 4" O.C.
WITH INTERMEDIATE P,)CKETS
SPACED SUCH THAT A 4" SPHERE
- "
CANNOT PASS THROUGH.
PICKETS
NOT REOIRED AT DECK LESS THAN
m30"
FROM GRADE,
MIN. 200# IMPACT LOAD PER
WHEELCHAIR
FINISHED FLOOR
WATER PROFFING
MAX OPENING SUCH
PER BUILDER
THATA4"SPHERE
CANNOT
TRIM AND FASCIA
_
PER BUILDER
3/8"x4" SS LAG SCREW
(TYP. 4 PER BRACKET)
DOUBLE 2x8
DECK FRAMING PER
STRUCTURAL
DECK RAIL
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DESIGNED BY TL
DRAWN BY TL & RM
CHECKED RY Tl
SHEET NO.
�® MAY-�,�.,k�
G11Y Or Fj MOiVI.
PRINT DATE 5/8/201910:21:06 AM
NOTE!
BASEMENT WALLS AND FINISHES ARE EXISTING. BASEMENT
TO BE CONVERTED TO AN ACCESSORY DWELLING PER FILE
NO.'PLN20180029.
NOTE! EXISTING STAIRS
TO MAIN FLOOR
REQUIRED SMOKE AND CO2 DETECTORS AT A.D.U. TO BE
INTERCONNECTED IN SUCH A WAY SO THAT IF ONE GOES BEDROOM
OFF, ALL DETECTORS ON BOTH FLOORS, SHALL ACTIVATE. ai
AS ALLOWED PER R302.3.
—� - VERIFY AND/OR UPDATE
EXISTING
IXISTINGCONCRETE SMOKE DETECTORS
WALKWAY ( (SEE NOTE')
�1SD'
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PROPOSED A,&8,ffiP. UP EXISTINGI I
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— EXISTING CEILNG HT. r 1" —t. - --- -
FIREPLACE
EXISTING DOOR STORAGE UNDER = MECH. ROOM
CLOSET. (VERIFY 112'
--- EXISTING TEMP. MIN. G.W.B.)
GL SIDELITES
ELECT.
WALL LEGEND
.
--- ----1
NEW WALLS
EXISTING 8030 EGRESS WINDOWS
�—� EXISTING WALLS TO REMAIN
- @ 41" SILL HEIGHT. (TYP. @ 2 PLACES)
i
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WALLS AND STRUCTURES TO BE REMOVED
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"
2"FROMCONCRETE WALL w51/2'GW8 TSUME
EACH
GARAGE
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AT EXSTING INSULATION VALUES
AND ffi" GWB AT INTERIOR FACE
WITH IA PRIMERNAPOR BARRIER.
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CONTRACTOR TO VERIFY EXISTING
P.T. 2X4 FLOOR
I�
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-
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BOLTS
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M16022 REQL/N I
ERIRCVIDE
RETURN AIR PER IRC M1602.2. REQUIREMENTS.
- -
AND WITHIN I2"OF ENDS OR PLATE wl 11T ANCHOR
AS CONSTRUCTED. BOLTS INTO EXISTING
'
EXISTING CONCRETE CONCRETE @ 48" O.C.
AND
SLAB I. WITHIN 12" OF ENDS.
A.D.U. ENTRY
PANEL ISLAND WASH'R• ; CONTRACTOR TO VERIFY GWB BOTH
/,
.. ------- EXTERIOR STAIRS SIDES OFINTERIOR WALL AND/OR
INSTALL GWB PER DETAIL 4/A4.
—�
TO MAIN FLOOR
%
j.S�ACE--.,',�\r ...-_._._... OR, ER A.D.U. CONVERSION AT
-- —
--- BASEMENT FLOOR
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EXISTINGH.W.7. VERIFY 1/4"= I.-U°
�12ANCHORAGE TO WALL
PER I.R.C.
2 SOUTH ELEVATION
DETAIL DEPICTS TYPICAL NEW WALL CONSTRUCTION AT
BASEMENT AND ARE ASSUMED SIMILAR TO CUREENT
CONSTRUCTION. INTERIOR WALL DETAIL
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PROJECT NO.
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DESIGNED BY
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CHECKED SY
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SHEET NO.
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MAY 13 ; 319
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PRINT DATE 5/8/201910:46:09 AM
OralnEdge
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HANDRAIL, GUARD AND
BALUSTERS TO CONFORM
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10"
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PROJECT NO. 171202
DESIGNED BY TL
DRAWN BY TL&RM
CHECKED BY TL
SHEET NO.
AS--c l ;
MAY 13 219
PRINT DATE 5/8/201910:46:24 AM
DOOR SCHEDULE
SYM.NO. I W.DTH HEIGHT I DOOR TYPE COMMENTS
ADDITION FLOOR
D1
3'-0" .
T-0"
SINGLE ENTRY
FIBERGLASS OR EQUIV. INSULATED ENTRY DOOR
D2
6'-0"
6'-8"
BI-PASS CLOSET DOOR
D3
2-6"
V-8'
SINGLE PANEL -
D4
6'-0"
T-0"
SLIDING GLASS PATIO (TEMP.)
TEMP. GLASS(U=0.30)
D5
r-6"
V-8"
SINGLE PANEL
D6
5'-0"
6'-8'
BI-FOLD 4 PANEL CLOSET DOOR
D7
2'-6"
6'-8"
SINGLE POCKET
'
SINGLEPAIJEL
-8'
SINGLE PANEL
D10
2'-0"
6-8'
IsiNGLEPANEL
D11
2'-6"
6'-8'
ISINGLE PANEL
WINDOW SCHEDULE
SYM. NO.
I WIDTH
HEIGHT
AREA
I WINDOW TYPE
U•VALUE COMMENTS
ADDITION FLOOR
1
2'-6"
5'-0"
13 SF _
SINGLE HUNG
0.30
TEMP. GL
2
2'-6'
S' 0"
13 SF
SINGLE HUNG
0.30
TEMP. GL.
3
T-0
4'-0°
28 SF
DOUBLE SLIDER
0.30
4
&-a"
4'-0"
20 SF
SLIDER
0.30
5
6-0"
4'-0"
24 SF
PICTURE (FIXED)
0.30
6
4'-0"
4' 0"
16 SF
PICTURE (FIXED)
0.30
7
V-0"
4'-0"
24 SF
PICTURE (FIXED)
0.30
8
4'-0"
T-6"
14 SF
SLIDER
0.30
ADDITION PLATE
-
9
2'-0°
3'-0"
16SF
ISKYLIGHT
0.50 ITEMP.GL
Grand total .
157 SF
KEYNOTE SCHELDULE
IKEY VALUE TEXT
02
LANDINGS: THERE SHALL BE A FLOOR OR LANDING AT EACH SIDE OF EACH EXTERIOR DOOR. LANDING OR FLOOR SHALL BE
A MAX. 1.5' LOWER THAN THE TOP OF THE THRESHOLD; 7 314" IS PERMITTED AT EXTERIOR DOORS THAT DO NOT SWING
OVER THE LANDING, MAX. LANDING SLOPE IS 1/4:12. (R311.3.1 & 311.3.2)
04
COOKING APPLIANCES: HOUSHOLD COOKING APPLIANCES SHALL BE LISTED AND LABELED AND INSTALLED IN ACCORDANCE
WITH MANUR SPECS. RANGE HOOD SHALL HAVE LIGHT & 100 CFM MIN. EXHAUST FAN AND BE VENTED TO OUTSIDE WALL.
EXAHUST HOOD SYSTEMS IN EXCESS OF 40D CFM SHALL BE PROVIDED WITH MAKE UP AIR IN THE AMOUNT EQUIV. TO THE
EXHAUST RATE. (M1503)
06
GUARDS SHALL BE REQUIRED AT OPEN SIDED WALKING SURFACES, PORCHES, STAIRS, RAMPS, BALCONIES AND LANDINGS
LOCATED MORE THAN 30" ABOVE THE FLOOR OR GRADE BELOW. GUARD SHALL NOT BE LESS THAN 36' IN HEIGHT. OPEN
RAILS SHALL HAVE INTERMEDIATE RAILS SPACED SO THATA 4" SPHERE CANNOT PASS "THROUGH. (R312)
08
EGRESSWINDOWS: OPENINGS ARE REQUIRED FOR ALL SLEEPING ROOMS AND BASEMENTS. BOTTOM OF CLEAR OPENING
OTT 44" FLO R. ENAB IS .N MI PT S. .ISA FO
AN NG WI 4°OFF S DGR 310.1)
09
DIRECT VENT GAS FIREPLACE SHALL BE INSTALLED PER MANUFACTURER SPECS. AND IN STRICTACCORDANCE W/ LOCAL
BUILDINGCODES. MUST BE U.L. LISTED. (M73D3/G2427.2.1)
1
DRY :VENT TO UTSIDE PER MAN ACTURER ECICATIO . DUCTS S LL HAVE A MOOTH I RIOR FlNIS AND
UC ET DU H P M ... OR 2. 4.2.
11
TYPICAL EXTERIOR WALL: SIDING o/ INFILTRATION BARRIER of EXTERIOR SHEATHING PER STRUCTURAL PLANS d 2X6 STUDS
@ 16" O.C. w/ R-21 BATT INSULATION AND 11T MIN. GWB AT INSIDE FACE w/ P.V.A. PRIMER
12
PILOTS, BURNERS, & SWITCHES TO BE I8"MIN. ABOVE FLOOR. ALL APPLIANCES TO BE U.L. RATED. DUCTS IN GARAGE AND
THOSE PENETRATING THE WALLS OR CEILINGS SEPARATING THE GARAGE FROM THE DWELLING SHALL BE 26 GA. SHEET
STEEL AND SHALL HAVE NO OPENINGS IN THE GARAGE. WATER HEATERS SHALL BE ANCHORED AGAINST MOVEMENT AND
OVERTURNING IN ACCORDANCE WITH M1307.2. PROVIDEPRESSURE RELIEF LINE PLUMBED TO OUTSIDE. -
17
CLOSET ROD w/ VINYL COATED WIRE SHELF
19
TEMP. GLASS DOOR
20
TEMP. GLASS WINDOW
22
ONE PIECE SHOWER WITH TEMP. GLASS SHOWER DOOR.
25
PANTRY SHELVING: PROVIDE (5) MELAMINE OR EQUIV. 16" DEEP SHELVES PER BUILDER SPECIFICATIONS.
WALL LEGEND
NEW WALLS
}.# EXISTING WALLS TO REMAIN
------ WALLS AND STRUCTURES TO BE REMOVED
A B QC D E F
2T-3"
1'-51n". 13'-61n' 12'-3"
I 36' HIGH GUARDRAIL I
/ PICKETS SPACED STING
j-- •-'- '== - -^--T _ :--.9--- - ---- CANNOT PASS THROUGH. - COIRNEROP �HE NONICONRMING
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GARAGE.
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PROJECT NO.
171202
-
DESIGNED BY
TL
DRAWN BY
TL & RM_
CHECKED BY
TL
19
SHEET 110.
MAY 13 W
PRINT DATE 5/8/201910:47:14 AM
�..
GENERAL NOTES
All design and construction shall conform to the requirements of the International Building Code
2015 Edition. ENGINEERED COMPOSITE LUMBER: Engineered Composite Lumber shall be manufactured by
Trus-Joist, Boise Cascade or approved equal and shall have the following minimum strength (based
on 12"member depth):
Contractor shall verify all levels, dimensions and existing Architect to field before proceeding with
Symbol Fb E
any construction or demolition. Contractor shall notify the Architect of any discrepancies Or field
changes PSL 2600 psi 2,000,000 psi
LVL 2600 psi 2,000,000 psi
LSL 1700 I 1,300,000 I
psi psi
Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or
procedures required to perform the work. Contractor shall provide adequate shoring and bracing of Versa -Lam (i -2 8") 2800 psi 2,000,000 psi
all structural members, existing construction and soil excavations as required, in a manner suitable - Versallam (3yz" &wider) 3100 psi 2,000,000 psi
to the work sequence. Temporary shoring and bracing shall not be removed until all final PREMANUFACTURED OPEN WEB WOOD TRUSSES: Trusses shall be design by a Structural Engineer
connections have been completed in accordance with the drawings and materials have achieved I;ro_ ;",Ae c,,,e of We°h;,,,,b, ,,,,,_,,, ro,,;,,,,, ,,,,,,,,,,,,, ;_ °L.-._",__ _� -.--
�r�
P WOOD FRAMING PER PLAN
PT SILL PLATE w/ANCHOR BOLTS I I VARIES
I I
PER SHEAR WALL SCHEDULE I
BOLTAT48' o c�WHE E;SHEAR 1 I
I 1
WALL IS NOT INDICATED). I I
7" MIN. EMBEDMENT. I
I I
2q"
24' --
HOLD-DOWN ANCHOR
SCHEDULE
HOLD-DOWN
ANCHORINCONC.
STEM WALL
ANCHORIN
THICKENED SLAB
EPDXY ANCHOR IN
EXISTING
FOUNDATION
*FLOOR TO
FLOOR ANCHOR
HDU4
583` x 24
PABS x 6" EMBED
-TABS
59 DIA. x8" EMBED
�" DIA.
HDUS
SB x 24
s/e"
x 6" EMBED
DIA. x8" EMBED
%" DIA.
HDUB
56 T/B x 24
PA87 x 8�J" EMBED
%" DIA. %12" EMBED
HDUll
SB 1 x 30
PABS x 10' EMBED
I" DIA. x14" EMBED
I" DIA.
HDU14
SB 1 x 30
PA B8 z 10 EEMBED
1" DIA. xlb" EMBED
1" DIA.
design
strength. Foundations walls rester than 4 feet shall not be backfilled until the Boor framing ' """"`"" "" `"'-` "' ""'"""'""' """'" "'""" •r "'y">"" ••• " " 11. -' 1— `�""""" - - I-aasa GRI16E Ib
g g g wood trusses. Truss desi n shall be accordance with IBC Section 2303.4. Trusses shall be designed #4 HORIZ. AT 12" o.c. AND (2) AT
and all Connections to the floor framing per these details are complete. g g TOP OF WALL TYP. WALL THREAD ROD
for 10 psf top Chord dead load plus 5 psf bottom chub dead load (15 psf total). In addition to dead WALL - � 24„ REINF. ANCHOR TYPE
CHANGES: No changes to these structural drawings are ermined without wd[ter. consent of the loads, the design shall include the live, wind, snow and snow drift loads as Identified In the "Design THICKNESS HOLD-DOWN PER PLAN
g g P Loads" section of these drawings. In addition, the truss design shall Include Concentrated and axial _PER PLAN #4 VERT. DOWELS AT 18" o.c.
Engineer. Changes will be billed to the client, owner or contractor at the Engineer's howdy rate. loads shown on framing plans and hanger schedules in these drawings. Trusses shall be designed ALTERNATE HOOK AT BOTTOM 24"
SUBMITTALS: Shop drawings shall be submitted to the Architect prior to any fabrication or for wind net uplift of 30 psf unless otherwise noted on the drawings.
construction for all the following: Trusses shall be fabricated by a manufacturer who is a member of the Truss Plate Institute. Trusses M PERFORATED pOTING PER PLAN
Concrete reinforcement, embedded steel items, structural steel, steel canopies, shall be supplied with the proper hangers, end connections, bridging, bracing to provide lateral FIG. DRAIN
glued -laminated in and pre -manufactured wood members. stability of all truss members, and tie -down connections to beams and tops of walls. Trusses shall CON T. W
he supplied with tapered hardwood shimming so that every chord hears on the full width of every W ANCHOR PER
Design drawings and calculations, for pre -manufactured Prole woad trusses and joists shall bear the seal -- - SCHEDULE
and signature of the Washington State Registered Professional Engineer who is responsible for the support, without notching the truss members. The truss manufacturer is responsible for ensuring
design, and shall be submitted to the Architect and Building official for review prior to fabrication. the bearing seat does not exceed the sill plate capacity of the supporting element.
ADD #4 z48"
FOUNDATIONS PREMANUFACRJRED WOOD I -JOIST: Shall he fabricated by Truss -Joist or Boise Cascade. _ ., AT EACH ANCHOR
Alternative manufactures must be approved by the Architect or Engineer. Joists shall be Installed dl ALT. HOOK
• according to the manufactures instructions including blocking, web stiffeners, bridging, etc. Fasten BEAM PER PLAN
Concrete foundations shall bear on stiff, competent, undisturbed native soil. Prior to construction,
the contractor shall obtain confirmation from the Building Official that the native Boll at this project joists to supports as recommended by the joist and hanger manufacturer. Provide temporary I` -
isadequatetoebeari gpresSumthe uedforsng pressure: openigasrecommended bsonly the
owedbythmanufacturer
manufa tuner.inplaceuntilpermanentiysecured,Cut TYPICAL CONCRETE FOUNDATION WALL 1 TYPICAL CONC. WALL CORNER REINFORCING 2 TYPICAL HDU HOLD-DOWN ANCHORS $
Allowable bearing pressure used for structural design = 2000 W. (assumed) openings in fist webs only as allowed by the manufacturer.
Where footings must bear on structural fill due to inadequate soil Conditions, the fill shall be mixed MINIMUM WOOD NAILING REQUIREMENTS: Unless otherwise noted on the drawings, typical wood
and compacted in accordance with specifications provided by a Gcotechniwl Engineer licensed in - framing shall be fastened in conformance with
th
e n Ong
State of W h' to
n. IBCTable23Rafter DIAPHRAGM NAILING SCHEDULE
Joists/Rafters Bottom of footing elevation shall be located at minimum frost depth 18" below top of finished grade Jotst/Rafter to plate, sill or girder (3) 8d common toe nail NAIL SPACING NAIL SPACING AT
unless required otherwise by the Building Official. The contractor shall confirm the minimum frost Blocking/Bridging (8)16d EACH SIDE (8) 16d EACH SIDE
depth with the Building Official prior to excavation. - FLOOR BOUNDARY AT BOUNDARIES INTERMEDIATE NAIL SPACING OF SPLICE P P Bridging to joist (2) Bd common toe nail NAILING PER BLKG SIZE OF AND "OTHER" FRAMING AT BLOCKED (16 TOTAL) OF SPLICE (16 TOTAL)
Blocking between joist to top plate (3) 8d common We nail FLOOR BOUNDARY DIAPHRAGM SCHED LOCATION SHEATHING REQD NAIL PANEL EDGES MEMBERS PANEL JOINTS
CONCRETE Double top plates TOP PLATES
Top plate to studs (2) 16d common end nail SOLE PLATE CONNECTION NAILING PER ROOF SEE STRUCT NO 10d 6" OC 12" OC 6" OC
Concrete work shall Comply, In general, with AC[ 301 (latest edition) "Specifications for Structural PER SHEAR WALL SCHED DIAPHRAGM SCHED
Concrete for Buildings." -
Nall together I6d common 16" o.c. face nail SUB-FLR NOTES NO lOd &GLUE 6" OC 12" OC 6" OC 4'-0" MIN4,1
,_, _""......"...",... ,."..
CONCRETE MIXES: Concrete mixes shall conform ACE 318 Ch. 5. Minimum concrete strength fc at - Lap splices (8) 16d wmmon face nail
e n Ong
State of W h' to
n. IBCTable23Rafter DIAPHRAGM NAILING SCHEDULE
Joists/Rafters Bottom of footing elevation shall be located at minimum frost depth 18" below top of finished grade Jotst/Rafter to plate, sill or girder (3) 8d common toe nail NAIL SPACING NAIL SPACING AT
unless required otherwise by the Building Official. The contractor shall confirm the minimum frost Blocking/Bridging (8)16d EACH SIDE (8) 16d EACH SIDE
depth with the Building Official prior to excavation. - FLOOR BOUNDARY AT BOUNDARIES INTERMEDIATE NAIL SPACING OF SPLICE P P Bridging to joist (2) Bd common toe nail NAILING PER BLKG SIZE OF AND "OTHER" FRAMING AT BLOCKED (16 TOTAL) OF SPLICE (16 TOTAL)
Blocking between joist to top plate (3) 8d common We nail FLOOR BOUNDARY DIAPHRAGM SCHED LOCATION SHEATHING REQD NAIL PANEL EDGES MEMBERS PANEL JOINTS
CONCRETE Double top plates TOP PLATES
Top plate to studs (2) 16d common end nail SOLE PLATE CONNECTION NAILING PER ROOF SEE STRUCT NO 10d 6" OC 12" OC 6" OC
Concrete work shall Comply, In general, with AC[ 301 (latest edition) "Specifications for Structural PER SHEAR WALL SCHED DIAPHRAGM SCHED
Concrete for Buildings." -
Nall together I6d common 16" o.c. face nail SUB-FLR NOTES NO lOd &GLUE 6" OC 12" OC 6" OC 4'-0" MIN4,1
,_, _""......"...",... ,."..
CONCRETE MIXES: Concrete mixes shall conform ACE 318 Ch. 5. Minimum concrete strength fc at - Lap splices (8) 16d wmmon face nail
,_, _""......"...",... ,."..
CONCRETE MIXES: Concrete mixes shall conform ACE 318 Ch. 5. Minimum concrete strength fc at - Lap splices (8) 16d wmmon face nail
I ,..°��
BLKG
DIAPHRAGM NOTES
1. ALL DIAPHRAGM SHEATHING IS TO BE STAGGERED IN THE DIRECTION OF THE PLYWOOD SPAN PER
28 days shall be as follows: Sole plate
DIAPHRAGM DETAIL
Slab -on -grade, Curbs and Pads - 2000 psi Sole plate to studs (2) 16d common end nail or
(
2. PROVIDE BOUNDARY NAILING CONTINUOUS AROUND THE ENTIRE PERIMETER OF THE DIAPHRAGM
-
Footings - 2500 psi (4) 8d common toe nail
--------,--------_-.........__-�_
3. NAILS SHALL BE COMMON OR GALVANIZED BOX
Sole plate to rim joist/blocking l6d common 6"
Walls, Stems - 0 psi (2500 psi used for structural design) o.c. face nail
3D0
(ADD BLOCKAT DECK
4. ALL FRAMING MEMBERS SHALL BE 2z MINIMUM NOMINAL WIDTH
Studs
TIES
I
BLOCKED DIAPHRAGM TYPICAL CONTINUOUS
Water/cement ratio shall be measured by weight and shall be based on the total cementitious Built up stud posts & corners 10d Common 8" D.E. face nail
' ' '
CONT RIM JOIST
WHERE INDICATED PANELJOINT
-
material. Water/cement ratio shall be determined by the supplier based on strength requirements ' Studs to header (4) 8d common toenail
and shall not exceed 0.11. Water -reducing admixtures may be Incorporated in concrete mix designs
N- " F A �:'=.
STUDS
but shall conform to ASTM C 464, and be used in accordance with the manufacturer's BUILDING OFFICIAL INSPECTIONS
recommendations. CaCI and other water-soluable chloride admixtures shall not be used. . The following recommended minimum items shall be inspected by a qualified individual provided
BOUNDARY H y n n - B'
by the Building Official'
REINFORCING STEEL: "Foundations"
DECKJOISTS PER PLAN
NAILING n n 't n - p TOP PLATE
U '� U 0 U
-Footings bear on competent native soil per the section above
• Deformed Bars - - ASTM A 615, Grade 60 -Footing reinforcement
SHEARCLIPS PER
BLOCKED CONTINUOUS R R ..
U Il. U - "OTHER" PANEL
Galvanized Welded Wire Fabric - ASTM A 165 -Sheaf wall sill plate anchors and Washers per schedule
DECK TIE PER PLAN SHEARWALL SCHED
(BLKG TO TOP PLATE)
PANEL JOINT 'rY.f3
U R EDGE NAILING
N y = H '.,j
NOTES:
- SEE STRUCTURAL NOTES FOR TYPICAL TOP
. -Shear wall nailing and Sheaf clips per schedule
Reinforcing steel be detailed accordance with ACT 315 °Manual of Standard Practice for l
-Shear Wdll hold-downs
t U U 1 i '-
INTERMEDIATE lOI5T/TRUSS
PLATE NAILING NOT SHOW N
Detailing Reinforcedd Concrete Structures." -Verify type, size and grade of structural steel members and bolts
EDGE NAILING
NAILING
Reinforcing steel shall be lapped as noted on the drawings. Where lap length is not shown, -
- DESIGN LOADS
DIAPHRAGM DETAIL
reinforcing bars shall be lapped as follows:
SECTION
4
TYPICAL DIAPHRAGM NAILING
5
TYPICAL TOP PLATE SPLICE
6
#5 and smaller -48 bar diameters LIVE LOADS: Live loads are determined in accordance with ASCE Ch.7
#6 and larger -60 bar diameters - L = 40 PSF(Residential) _
Minimum concrete cover over reinforcing shall be n follows: SNOW LOADS: Snow loads are determined in accordance with ASCE Ch. 7 with the following
...
Nonstructural Slab -on -grade - Mid -Depth Factors:
Wall Bars: interior face - 3/4" Ground Snow Load Pg = 20 psf Ct = 1.0 Ce = 1.0
exposed to earth/weather - 1-1/2" (#5 and smaller) Roof Snow Load Ps = 25 psf Is = 1.0
2" (#6 and target)
Footings: Bottom Bars - 3" Cast against earth WIND LOADS: Wind loads are based On ASCE 7-10 d1. 28 EnvelO a Procedure With the tolbWin
9 ( 9 ) ( P ) 9—POST
SIMPSON CS16 SUB FLOOR
WITH (20)16d PER PLAN
TO RIM JOIS� BEAM PER PLAN
NOTES: I�
^HI^ DETAIL APPLIES^AT ALL POST TII ttl'—I'm'_
PER PLAN
-SOLID BLKG MATCH WHEREGIRDER
WIDTH OF BEAM/GIRDER
APPLICABLE
-Top Bars - 1-1/2" factors:
Side Bars - 2" Exposure Category = B Iv✓ = 1.0
' -- Velocity (3 sec) =110 mph (ult) Kzt = 1.0
—
---
---
LEVELS
NOLD-DOWN PER
PLAN WHERE
CRIPPLESTUDSAT
".' O.C. WHEREAPPLICABLE
Provide supports as required. for proper alignment and concrete cover around the reinforcement. Design wind pressured for determining forces on components and cladding are determined in
Consult the CRSI Manual of Standard Practice MSP-1 for specific information. accordance with ASCE 7-10 Chapter 30.
- --
ADD SOLID BLKG.
MATCHING WIDTH AND
APPLICABLE
TOP PLATES
"—
DEPTH OF POST ABOVE.
ANCHORS SEISMIC LOADS: Seismic loads are based on the Equivalent Lateral Force Procedure in ASCE 7-10
Use of drilled concrete anchors, including expansion bolts and adhesive anchors, where not
Section 12.8 with the following factors: -
Risk Category = Ss =
112
I 1 I I----J
specified in these documents shall be subjeC to approval by the Architect.
D
=D SI =0.497
0*497
_.. SIMPSON CSl6 WITH 20
( )
.._,.........._......... _...............
-SItoC1a55
EXPANSION BOLTS: Expansion bolts in solid concrete shall be wed e-
p g type anchors made of carbon
Design Category = D SOS = D.847
16d TO DEL. TOPPLATE
NAIL STUD TO HEADER
W/ (8)16d
steel. Bolt sae, spacing and embedment length shall be as designated in these drawings. Bolts shall
R = 6.5 (wood shear wall) SDI = 0.498
-
be Installed per the manufacturer's Instructions
rs with inspection per schedule. Expansion boils shall
Ie = 1.0 Cs = 0130 (ult.)
..
STUD AT EACH SIDE.
be Simpson Strong Bolt 2 Or approved equal. A current ICBO or ICC Report shall be submitted for
SHIM AS NEEDED.
RIM JOIST PER PLAN
alternates.
'
I-
`�
STUD(S) PER PLAN
FULL HEIGHT
ADHESIVE ANCHORS: Adhesive ore z
epoxy type anchors in Solid Concrete shrill be Installed per the
-
POST PER PLAN
FLOOR FRAMING
TO TOP PLATES
-
manufacturer's instructions. Anchor size, spacing and embedment length shall be as designated in
NOTES:
FLOOR FRAMING
BOTH SIDES WHERE
these drawings. Adhesive shall be Simpson AT-XP. A current ICBO or ICC Report shall be submitted
for alternates.
TYPICAL DETAILS
In addition the details and schedules on the framing plans, those noted as 'Typical"
l" shall be I
used throughout thh
1. USE THIS DETAILAT ALL LOCATIONS WHERE
BEAM WIDTH EXCEEDS 3)4"AND/OR BEAM
BOTTOM BEARING IS BELOW DOUBLE TOP
PER PLAN
'
APPLICABLE
HEADER PER PLAN
WOOD
s
e Structure a5 applicable.
PLATES.
TRIM STUDS (TRIMMERS)
SAWN LUMBER: Structural sawn lumber shall be kiln dried and be of the species and grade noted
2. EXTEND BEAMS FOR 5-1/2" BEARING ON 2x6
WALLS, 3-1/2" BEARING ON 20 WALLS.
CONCRETE WALL
BELOW WHERE '
POST PER PLAN
PER POST PLAN
below or better: '-
APPLICABLE
_
Use , Grade Fb i
Wall Studs -Stud 675
TYPICAL PLATE STRAP AT BEAMS
7
TYPICAL POST BLOCKING
$
TYPICAL HEADER DETAIL
9
Plates & Planks Hem Fir #2 850
. Joists & Rafters Hem Fir#2 850
4x Beams. Douglas Fir -Larch #2 900
- 6x Beams 'Douglas Fir -Larch #2 875
Posts Douglas Fir -Larch #2 750
2x4 T&G Decking Douglas Fir -Larch Select 1750
NOTE:
SOd @ 3" o.c.
ROSS ENGINEERING HAS PROVIDED
All lumber and plywood in contact with concrete, stuaro, masonry or other cementitious materials
2x BLKG
CALCULATIONS FOR THE EDGE
shall be treated with an E.P.A. acceptable wood preservative, such as Alkaitne-Capper-Quaternary
MEMBER TO SUPPORT GUARDRAIL
"ACQ" or Copper Azole "CBA" type A and B.
2x BLKG W/
LOADS.THE GUARDRAIL
616 OR AxA GUARDRAIL POST
All wood connectors shall be manufactured by Simpson Strong Tie Company (or approved equal),
(3) SDS25312 EA. BLOCK
MANUFACTURER SHALL SUBMIT
CALCULATIONS FOR THE
POST PER PLAN
and of the size and type shown on the drawings. All wood wnnecbcm in contact with
ATTACHMENT INTO THE EDGE
preservative -treated wood shall be Triple Zinc G-185 galvanized (1.85 ce/sq it coating).
' 10d @ 3" O.C.
GVARORAIL BY OTHERS
MEMBER INCLUDING THE FASTENERS.
"
RATED SHEATHING: Wood Structural panels Shall bear the APA trademark of the American Plywood
I>a Y
CONT 2x SHAPED BLKG
POST BASE PER
Association. Sheathing shall be as ficil B: -
_ %-"'C
GUARDRAILATTACHMEm
DESIGNED BY MANUFACTURER _``
_
2 3/4" MAX NOTCH AT 6x6
SCHEDULE
Shear Wall Shtg 7/16" 32/16 C-D INT APA with Exterior Glue (CDX)
-
.Roofshtg 15132" 32/16 C-D INTAPA with Exterior Glue (CDX)
SHEAR CLIPS PER EDGE
DTr2ZrvlTH iS•' DIA. eoD
DTIR WNH 3G"DIA. BOLT
12" SONO
Sub Floor Shtg 3/4" 48/24 T&G C-D ANT APA with Exterior Glue
SHEAR WALL SCHED.
.TOJOIST/BLRG.
TO GRAD
shall be Orientated over the supports as shown
the drawings. Shear wall sheathingshall
(3) #4 VERNAILINGSheathing
be blacked at all panel edges as shown in the shear wall schedule.
a
DOWELS
GLUED LAMINATED MEMBERS: Glued Laminated members shall each bear an AITC identificationFOOTING
mark and be accompanied by an ALTC certificate of conformance. One coat of end sealer shall be
Hi CLIP EACH TRUSSappliedirtlmediateyafter
PER
AAI
trimming either shop or field. Members shall be Visual Graded Western
0PLAN
Species Inductrual, Architectural or Premium grade with strength as follows:
SOLE PLATE NAIUNGSvmbol
Sep [leyPER
SHEARWALLeolTGLB
24F-V4 DF/DF 2400/1850 psi 1,800,000 psi
SCHEDGLB24F-V8
DF/DF 2400/2400 psi 1,800,000 psi
BEAM OR RIM JOIST PER PLAN
IOISTSPERNAN
BEAM OR RIM JOIST PER PLAN
IOLSTS PER PLAN'
•
BEAM PER PLAN
ENSURE 3" MIN. SOLID WOOD MEMBER
IBIIGAT -' wHERE
ENSURE 3" MIN. SOLID WOOD MEMBER
(BLRGAT24"o WHERE
ADD SOLID BLKG. OR DBL. JOIST IF REQ'D
JOI6T5 AREPARALLELTO
GUAR —al
ADD SOLID BLKG. OR DBL JOIST IF REQ'D
IOISTSARE PARALLELTO
I -JOISTS ARE NOTACCEPTABLE
(I -JOISTS ARE NOT ACCEPTABLE
GUARDRAIq
PRE -MANUFACTURED
SITE BUILT SOLID SAWN LUMBER
STRUCTURAL NOTES
SECTION
10
TYPICAL TIES AT
GUARDRAIL POSTS
11
POST
AT CONCRETE PIER
12
ROSS
Engineering
Design
Inc JOB # 18016
(425) 314-2373
ryan.ross@rossengineer.com
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DATE
DESIGNED BY RR
DRAWN BY RR
CHECKED BY RR
SHEET:
S
MAY 13 2019
PRINT DATE-JLi%'1,7120'f 20YB;0.!;Tn':T
TYPICAL SHEAR WALL SCHEDULE
NUMBER
SMD/BLKG.'
OF
SHEAR WALL'
AT
SILL PA'T' /SOLE PATE
SHEATHED
EDGE
ADJOINING
FRAMING ANCHORTO NAIL/SCREW
e
SYMBOL
SHEATHING
SIDES
NAILING
PANEL EDGES
SIZE CONCRETE TO RIM JOIST
SHEAR CLIPS
SW3(P)
1
8d @ 6" OC
2x
2x
5/8' DIA. AB
@ 98,E OC
16d @ 6" OC
i6d TOENAIL"
d@ 8.� (N
SW2(P)
SEE
1
Ed @ 6" OC
2x
2X
5/8" DIA. AB
@ 48" OC
I6d @ 6" OC
LTP4 @ 24" OC
STRUCT
1
Lid @ 4" OC
' 2x
2x
5/8" DIA. AB
16tl @ 4" OC
LTP4 @ 18" OC
SW3(P)
@ 32" OC
NOTES
1
Ed @ 3" OC
3xc
2x
5/8' DIA. AB
I6d @ 3" OC
LTP4 @ 14" OC
SW4(P)
@ 24" OC
1
Ed @ 2" OCR
3z
2x
5/8' DIA- AB
I6d @ 3" OC
LTP4 @ 10" OC
SWS(P)
@18'OC
SW6
2
Bd @ 3" OC
3x
3x
5/8' DIA. Al
@ 16" OC
NA
LTP4 @ 14" OC
EACH FACE 10
HEAR WALL �OJ'�. STH pX SW_P NpUX 0"- SHEAR WALPLPER
AN
HOLD-DOWN ID '\
SHEAR CLIPS PER SHEAR WALL KEY SHEAR WALL KEYSHEAR WALL SCHEDULE EDGE NAILING
WHERE APPLICABLE j.
SQUASH BLOCKS IFIMPM
IOISTSATALLPOSTS AND RIII iII ill III III III IIIII III III N III III II JOIST HANGER
HOLD-DOWNS, ALL LEVELS. 11 I TYPICAL TOENAIL PERPAN
SEE TYPIAL POST BLKG. _ -- -- --- - _ --
DETAILTYP. Ir _ _TI_ _`Ir--I) TT,-.-TITI-`-IT:
rL LI II, 4I H BLKGPERSCHEDATHORIZ._11 41 Id'
ANCHOR TYPE HOLD-DOWN J - It _ II _IL PANELJOINTS w/EDGE
W/ ANCHOR ROD PER 'II LI T NAILING BOTH SIDES OF i I r STRAP TYPE
HOLD-D OWN SCHEDULE PERYP. JI. i( II II ji I. JOINTTYP. 11 1(�, N it IL- ;,jL HOLD-DOWN CENTER
11 It II II' it II• fl 11. IY I II. 11 ON RIM JOIST AT
SHEAR WALL SCHEDULE NOTES Ed AT 12" o.c. NAILING ATALL II LI 11. I LI' (- 4 :If UPPER FLOORS TYP.
1. 5HEARWALLSNOTEDA5"5W_" INDICATE "SEGMENTAL SHEAR WALL" PER DETAIL (RIGHT) INTERMEDIATE SUPPORTS II 'll LOCATE VERTICAL PANEL I f( H LII 11• PANEL EDGE NAILING
2. SHEAR WALLS NOTED AS "SW _P"INDIATE"PERFORATED SHEAR WALL" PER DETAIL (RIGHT). APPLY ALL It -'li �� JOINT ON STUD w/EDGE JI IL: II LII; N II TYP. DECK JOISTS PER PAN. EDGE
SHEATHING, NAILING AND FRAMING REQUIREMENTS PER SCHEDULE TO THE FULL LENGTH OF SHEAR WALL PANEL EDGE NAILING TYR. NAILING BOTH SIDES OF II IF Llf N ql ALIGN w/FLOOR JOISTS NAILING
INCLUDING AREAS ABOVE AND BELOW OPENINGS. JOINT II tl' IT 11- N ;IP qLL AROUNDEL EDGE NAILING CONTAIM JOIST
3. NAILS SHALL BE COMMON OR GALVANIZED BOX. SILL/SOLE PATE W/ I IJ, I` rll. II SHEAR CUP
4. WHERE NAIL SPACING IS LESS THAN 4"oc, STAGGER NAILS ER ANCHORS PER SCHED.7VP. MIN (2)STUDS AT EA CH 11 11 III _ OPENING PER SHEAR
5. ALIGN ALL VERTICAL ADJOINING PANEL EDGES WITH STUD PER SCHEDULE. PROVIDE BLOCKING PER SCHEDULE HOLD-DOWN UNLESS II 11, III SIMPSON DTT2Z EACH END WALL
ANCHOR TYPE HOLD-DOWN NOTED OTHERWISE PER
AT HORIZONTAL ADJOINING PANEL EDGES. PANEL EDGE NAILING OF DECK AND AT 64"o.c. SCHEDULE
6. AT SW4 ONLY, 3x FRAM I NG MAY BE SUBSTITUTED WITH NAILED TOGETHER W/10d@3"o.c EACH FACE. PER PAN WHERE APPLICABLE. PAN OR POST TYP. WEB STIFFENER EA. JOIST SHEARWALL
7. USE 3"x3"x.223" STEEL PATE WASHERS AT SILL BOLTS. LOCATE EDGE OF WASHER WITHIN Y4"OF EDGE OF SEE SCHEDULE FORROD TYP. ANCHOR SCHEDULE TYP.
SHEATHED SIDE OF SILL PATE. HOLE IN WASHER MAY BE DIAGONALLY SLOTTED 1.75" MAX. PER PAN
B. IN ADDITION TO SHEAR CLIP SPACING PER SCHEDULE, PROVIDE ONE CLIP EACH END OF SHEAR WALL AT EACH STRAP TYPE HOLD-DOWN
REQUIRED ACE OF SHEATHING. SEGMENTAL SHEAR WALL PER PLAN TYP. PERFORATED SHEAR WALL
9. SEE DETAIL (TOP FAR RIGHT) FOR TYPICAL TOENAIL
SHEAR WALL SCHEDULE 4
—SOLE PLATE CONNECTION
PER SHEAR WALL SCHEDULE
—BOUNDARY NAILING PER
DIAPHRAGM SCHEDULE
NAILSTUDTO
BOUNDARY NAILING PER
HDR PER TYP.
DIAPHRAGM SCHEDULE
HEADER
DETAIL
FLOOR SHTG.
A34 EA CONT. SOLID BLOCKING
JOIST
NAIL SHTG TO HEADER
W/ 10d @ 3"o.c. EA WAY
HEADER PER PAN
ISTA18 EACH FACE
SHIMINSIDEFACEAS
CANTILEVERED
3 o
NEEDED
FLOOR JOIST PER
(2) ROW516d AT 3" o.c.
PAN
POST PER PAN
BEAM PER PAN
w
(TOP PATE)
3
za
�g
u
sHOLD-DOWN PER PAN
SECTION
5
3°
oa
4" MIN
ANCHOR BOLTSPER
TYP
SHEAR WALL SCHEDULE
(2 MINIMUM)
NEW SHEAR WALL "
PER PAN (SHEATHING SHEAR WALL PER
MAY BE APPLIED TO PAN SHEAR WALL PER PAN #3 HORIZ TIES @ 8"
INSIDE OR OUTSIDE o.c. & (2) AT TOP
FACE) SOLE PIATE NEARING PER H.
OF EXISTING
TINGCSPACING AND CRETENCHDIAMETER PRESSURE RHEA ALL sxEARwquscHEo
OF EXISTING CONCRETE ANCHOR PATE PER SHARWALL
BOLTS. ADD %" DIA.x5" TITEN HD SCHEDULE.
AS NEEDED SO THAT NO SPACE BOLT EMBED =7"MIN. EDGE NAILING lad A76^o.c. y _
TYPICAL STUDS NOT BETWEEN ANCHOR BOLTS EXCEEDS
SHEAR WALL PER PAN THE SPACING PER SHEAR WALL
SHOWN FOR CARITY EDGE NAILING TO
(SHEATHING ON INSIDE FACE) - SCHEDULE. PROVIDE PATE SILL PATE
WASHERS PER SHEAR WALL
SCHEDULE NOTE 6. BEAM PER PAN
EDGE NAILING #4 VERT. EA. END OF STEM
TO BOT PATE A WALL AND @ 12"o.c.
r / 4 Z �, HOOK INTO FOOTING
EXISTING FOUNDATION.
CONTRACTOR SHALL VERIFY
FOUNDATION WALL PER
CONCRETE IS REINFORCED AND NEW FOOTING PER PLAN
HOLD-DOWN STRAP PER PLAN �� IN ADEQUATE CONDITION FOR
(OUTSIDE FACE) TO DOUBLE STUD LOAD BEARING, IE. FREE OF RUST,
SPALUNG AND CRACKS LARGER
THAN HAIRLINE CRACKS. O F PAN AND DETAIL 1/Sl
PLAN VIEW A06TN G. Ai 48"
FOOTING PER PAN I V BEAM PER PM 2xB lNG16d AT6"o.c.
"W" PER PAN ADD (3)#4x24" z4" EMBED
-- EPDXY DOWEL AT EXISTING
FOOTING (2 SIDES)
HOLD-DOWN DETAIL 6 NEW SHEAR WALL AT EXISTING FOUNDATION 7 SHEAR WALL AT NEW FOUNDATION $ SECTION 9 SHEAR WALL AT GARAGE DOOR 1 C
CSi6 X 48" STRAP AT 48" o.c. TAPERED JOISTS PER PAN
FILL ALL NAILHOLE8S. CENTER T48- . (TAPER NOT SHOWN) SHEAR WALL PER PAN
FLOOR BOUNDARY NAILING -
N JUN BOUNDARY
PER DIAPHRAGM SCHED FLOOR BOUNDARY NAILING PER FLOOR BOUNDARY NAIUM
FLOOR JOISTS PER PAN - NAILING PER 30d AT6" o.c. DIAPHRAGM SCHED SOLE PATE CONNECTION PER PER DIAPHRAGM SCHEDUL
DIAPHRAGM SCHED GUARDRAIL SEE OTHERS
SHEAR WALL SCHEDULE
ALIGNED
PER PAN
ALIGNED OVER SHEAR WALL
(CON'T. SOLID BLKG. AT SOLE PATE CONNECTION A35 MATCH SHEAR (3)16d rACH STUD
PERPENDICULAR FRAMING) PER SHEAR WALL SCHED SOLID CLIP SPACING PER CONT. 2x BLKG. FLOOR
BLKG SHEARWALL
SCHEDULE EDGE SOLE PATE NAILING SHTG.
EDGE NAILING TO
' SOLE PLATE
X' CONT.RIM JOIST
FLOOR BOUNDARY NAILING FLOOR BOUNDARY NAILING HANGERS PER PLAN TYP
PER DIAPHRAGM SCHED - PER DIAPHRAGM SCHED
FLOOR 1015T5 PER PAN CONT RIM JOIST CONT RIM BEAM PER PAN -
(2) BAYS OF JOIST DECK JOISTS PER PANXBLOCKING AT EACH STRAP EDGE NAILING FLOOR JOIST
SHEAR CLIPS SHEAR CLIPS PER - PER PAN
BEAM PER PAN PER SHEARWALL SCHED JOISTS PER PAN HANGER PER PAN SHAR WALL SCHED OTTIZ WITH SDS25312 EACH END
' - SHEARWALL (BLKG TO TOP PATE)
OF DECK AND AT 54" o.c.
SHEAR WALL PER PAN PER PAN
SHEAR CLIPS PER BEAM PER PAN
(SHEATHING OK AT INSIDE FACE) (INSIDE FACE SHEAR WALL PER PAN EDGE NAILING
OK) SHEAR WALL SCHEDULE (TOP PLATE)
WALL PER PAN
. .. SHEAR WALL PER PAN
SECTION 11 TYPICAL SHEAR WALL AT OVERHANG 12 SECTION 13 SHEAR WALL AT CANTILEVERED JOISTS 14 SHEAR WALL AT DECK JOISTS 15
2x BLOCK @ EA BRACE
ROOF BOUNDARY NAILING ATTACH W/ (2) 16d ROOF BOUNDARY NAIUNG SHEAR WALL PER PAN
PER DIAPHRAGM SCHED EA END PER DIAPHRAGM SCHED _ — -
(4)10d TO BLKG ROOF DIAPHRAGM SHTG _ PER STRUCT NOTES
SIMPSON NBC
AT48" o.C. SOLE PLATE NAILING
OBL 2x8 NAILER RIPPED TO 10d AT 4" o.c. PER SHEARWALL
SCHED
/�:ROOFSHTG -- MATCH 10. ANDLACHPLY LANED TO 2X CONT. BLKG. W/16d AT 4"O.C.
DRAG TRUSS PER w/ 16d AT 6" O.C.
PAN ALIGNED DECK JOISTS PER PLAN
Ross
Engineering
Design
Inc JOB #18016
(425) 314-2373
ryan. ross&OSSengineemom
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SW EDGE NAILING TYP ROOOVER SHEAR WALL -
F
10d AT 6" ox.. TRU55
EXTEND SHEARWALL
CONT.2x BLKG SHTG OVER GABLE- .
(VENT PERARCH) END TRUSS TO ROOF
DIAPHRAGM
SW EDGE NAILING
SHEAR CLIPS PER SHEAR TAPERED DECK DTT1Z WITH SD525312 EACH
WALL SCHED (BOTTOM Z. BLKG @ 48"o.c. 2x4 BRACE FLOOR JOISTS PER PAN
CHORD TO TOP PATE) NAIL TO BRACE AT 48" o.c. 21 BLKG @ 48"o.c. JOISTS PER PAN END OF DECK AND AT 64" FT O.c. NP
Hl. CLIP EACH TRUSS W/ (4)
SHEAR CLIP PERSHEARWALL FLOOR JOISTS PER PAN
A35 BLKG TO AT TOP & GOT SCHED (BOTTOM CHORD TO lOd EA SIDE NAIL FIRST IOISTTO
JTOP PATE TOP PLATE) OF BLCK BEAM w/ l6d AT 12" HANGER PER PAN BEAM PER PLAN
EDGE NAILING EDGE NAILING TO TOP PLATE SEDGE H ARWALING PER a.c TOP AND BOTTOM HANGERS PER PAN TYP
GLUAM BEAM PER PAN
-" SHEARWALL PER PAN
SHEAR WALL PERPENDICULAR TO TRUSS 16 SHEAR WALL PARALLEL TO TRUSS 17 INTERIOR SHEAR WALL PARALLEL TO TRUSS 1$ SECTION 19 SECTION 20
FILE/ NO. 171202
DATE
DESIGNED BY RR
DRAWN BY RR
CHECKED BY RR
SHEET:
S2
3 2019
PRINT DAT- 111; 3 23,/i2019,5 pg,=,^.J
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1 BUILDING SECTION
S'3 SCALE: 1/4" =1'-0"
0
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2ND FLOOR SHEARWALLS
SCALE: 1 /8" =1'-0"
EXTERIOR WALLS
NOT MARKED SHALL BE
SW1
HOLDDOWNS CALLED OUT
ARE LOCATED AT BASE OF
SHEAR WALLS.
SEE SHEET SI FOR HOLDDOWN
SCHEDULE AND SHEET
S2 FOR SHEARWALL SCHEDULE
MAIN FLOOR SHEARWALLS
SCALE: 1/8" = 1'-0"
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PROJECT NO. 171202
DESIGNED BY TL
DRAWN BY TL & RM
CHECKED BY TL
SHEET:
S31 7
MAY 9 3 201
elY tV 'd3
PRINT DATE 5/SI21911b:53 AMAM
FOUNDATION NOTES
• VERIFY ALL DIMENSIONS AND FIELD CONDITIONS PRIOR TO
COMMENCING ANY WORK.
• GENERAL CONTRACTOR AND/OR FOUNDATION CONTRACTOR SHALL
VERIFY THE LOCATION OF ANCHOR BOLTS AND HOLDOWNS PRIOR TO
POURING CONCRETE.
• ALL FOOTING SHALL BEAR 18" BELOW UNDISTURBED NATURAL SOIL.
FINISHED GRADE SHALL BE NO LESS THAN 12" ABOVE BOTTOM OF
FOOTINGS.
• TOP OF FOOTING SHALL BE LEVEL. BOTTOM SURFACE OF FOOTING
SHALL NOT SLOPE MORE THAN 10%. STEP FOOTING AS NECESSARY
TO MAINTAIN MIN. DEPTH OF FOOTING BELOW FINISHED GRADE.
• FOUNDATION WALL SHALL EXTEND MINIMUM 6" ABOVE FINISHED
GRADE.
• ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE
TREATED.
• UNLESS NOTED OTHERWISE OR IN SHEAR WALL SCHEDULE, ALL
ANCHOR BOLTS SHALL BEX' dia. x 10"AND EXTEND MINIMUM 7" INTO
CONCRETE WITH MINIMUM SPACING OF 48" ON CENTER. EACH
ANCHOR BOLT SHALL HAVE A3"x3"x.229" GALVANIZED WASHER.
• SEE SHEARWALL& HOLDOWN SCHEDULES FOR SIZE AND PLACEMENT.
• CRAWLSPACE ACCESS SHALL BE A MIN. OF 18"x24". OPENINGS
THROUGH A PERIMETER WALL SHALL BE NOT LESS THAN 16'SQ4".
(R408.4)
• PROVIDE A 6 MIL. BLACK VAPOR BARRIER OVER ALL CRAWLSPACE
AREAS. (R406.3.2)
• PROVIDE 2" SAND OVER 6 MIL BLACK VAPOR BARRIER OVER 4"
COMPACTED GRANULAR FILL UNDER ALL CONCRETE SLABS.
• PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT
CONNECTIONS ARE IN PLACE.
• ALL ISOLATED SPREAD FOOTING TO BE 24"x24"xB" REINFORCE
FOOTINGS WITH (2) #4 BARS EACH WAY UNLESS NOTED OTHERWISE IN
PLAN.
• FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR
SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM
TOP OF FOOTING TO FINISHED GRADE. (R406.1)
• SEE SIMPSON RECOMMENDATIONS FOR. HOLD DOWN PLACEMENT.
COORDINATE LOCATIONS WITH DOOR & WINDOW ROUGH FRAMING TO
PROVIDE ACCURATE DIMENSION FOR OPENINGS.
FOUNDATION PLAN
SCALE: 1/4" =1'-0"
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PROJECT NO. 171202
DESIGNED BY TL
DRAWN BY TL & RM
CHECKED BY TL
SHEET:
S4
MAY f32019
PRINT DATE 5/8/20i9'lr,,6
Ck I Y
POST, CAP & BASE SCHEDULE
SYM. POST CAP BASE NOTES:
P-01 (1)2z— STUD w/(1)TRIMMER (4) led NAIL(DBL TOP PLATE) (4) led NAIL (TOE PLATE) 16d NAILS STAGGERED@ 12" O.C.(8) 18d NAILS STUD TO HEADER
P-02 2X_STUD w/(2)TRIMMERS (4) 16d NAIL(DBL TOP PLATE) (4) 1ad NAIL (TOE PLATE) led NAILS STAGGERED@ 1Y D.C.(8) 16d NAILS STUD TO HEADER
P-03 (2)2x_TRIMMERS (4) 16d NAIL(HEAOER) (4) led NAIL (TOE PLATE) lad NAILS STAGGERED @12"O.C.
P-04 (2)2x_STUDS (4) 16d NAIL(ML. TOP PLATE) (4) 16d NAIL (TOE PLATE) led NAILS STAGGERED@12"O.C.
P-05 NOT USED
P-06 (3)2x_STUDS (4) lad NAIL(DBL. TOP PLATE) (4) 16d NAIL ITOE PLATE) 16d NAILS STAGGERED @Ir D.C.
p-07 PT6x6 HF#2 SIMPSON CCQ OR ECCO PBS66
p-08 PT4%6 HF#2 PC6Z (4) 16d NAIL (TOE PLATE)
p-09 PT 4x4 HF#2 EPC4Z PBS44A
` - p-1O 64 DF#2 SIMPSON ECCQ PBS66
P-11 (4) 2z_STUDS (4) 1 Ed NAIL(DBL TOP PLATE) (4) led NAIL ITOE PLATE) led NAILS STAGGERED @ 12" O.C..
P-12 (5) 2 x _ STUDS (4)16d NAIL (DBL. TOP PLATE) (4) led NAIL ITOE PLATE) led NAILS STAGGERED @ 12" O.C.
NOTE: SOLID BLOCKING BETWEEN FLOOR@ POINT LOAD BLOCKING TO BE EQUAL TO OR GREATER THEN THE POST ABOVE
BEAM SCHEDULE
SYM. BEAM
SM-01 4x8 DF#2 OR BETTER
BM-02 4x10 DF#2 OR BETTER
A B BM-03 6x12 PT HF#2
BM-04 3.5NI1.875"PSL
I - BM-05 5.25NIC PSL
I
EXTEND HEADER BM-06 5.5"z12"GLULAM
OVER SHEAR) EXTEND HEADER ICI - BM-07 &2V'x11.875" PSL
WALL PER 101S2
OVER
_ -- OV.E.R� BSHEAR
9
BM-08 33..55""xz1120".5G"LGULLUALM
WALL PER 10/S2
REPLACE EXISTING
BM-09
— (11EM— BM-10 6.7S'x9'GLULAM - HEADIER
— BM-11 PT4%B HF720RA
BETT
ER ---- 4—_—_—
B-�
HA
NGER SCHEDULE
SYM. HANGER
IiI P.T. 111J
EXISTING STICK FRAMED ROOF TO REMAIN H-01 ITS2.37/11.88
13, -;+- - H-oz Luz1o/Lcz10
ii `SZ iil N BM— 4 Db I T-O" H-03 IUS2.37H1.88
CANT
II I i'j 19 _.'.o♦ H-04 HWOFFSET, H=11.675"
S2 H-05 HUG48 MAX
H-06 HU0412 MAX
I
' n l I iij I Q H-07 HGUS6.88/10
"_`..=_7 ��'.__ _= S OC___ _.i; ♦ III y' REPLACE EXIST NO HEADER
i„ NOTE: HANGERS NOT CALLED OUT IN ROOF
,, ti �i,l O PLAN SHALL BE PROVIDED BY TRUBS
6`- ATTACH RIM w/SDS25312 AT _---_
ENGINEER
_—_—_---_ _—_—_---_—' —---_---_—_---_—
V' o.c. TOP AND BOTTdM !i I BM-04 B —04 3
.. -
j j(2)TS22
NO CALLOUTS
. - SDrr'GOF'P i02s 4 I I A o SHALL BE n
io
....f., m I j'............. o :.... O„♦ d j - HEADER: BM-01
3 ? ! m `�� COLUMN: P-01 (ea. side)
S7 o m o z! f 1
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m I I i
TYPICAL STRAPS (2) T522 Og i
CAN'T /TM92I BM 0 WALLS UNDER
5 - — —--------------------- ___--------------
♦O IN -FILL EXISTING A
(2) HDW BEAM TO POST ... .... WALLS/ FIXTURES OVER
g ti ♦1� BEAM 8 POST FACE FLUSH
lz p2 ' I HEADERS & BEAMS
____ j — —_ —_ .-.—_--_—_—------- FLOOR PERIMETER
• _ _ __ _j, ♦ M-0 I M 0 O FLOORJOISTS
'--i-'i--- Ilk
2
CONCRETE --- LANDING JOISTS
w i j j LANDING&STEPS —STAIR STRINGERS
I I TOG RgC. PER --- EXISTING
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c---------
MAIN FLOOR FRAMING
SCALE: 1/4" = 1'-13"
FLOOR TRUSS NOTE:
THIS LAYOUT IS FOR SCHEMATIC PURPOSES ONLY.
REFER TO TRUSS FRAMING PLANS PER MANUFACTURER
AND PREPARED BY A LICENSED TRUSS ENGINEER. `
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DESIGNED BY
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CHECKED BY
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SHEET:
51 1*7�;Oli
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MAY 13 c
)19,
PRINT DATE
�• m "N" 54"A' 7—MIT
5/8/2OQj1P:5,�7---dki,•2,;; ;Nbs
ROOF PLAN NOTES
• SEE DESIGN LOADS AND/OR STRUCTURAL NOTES FOR
GROUND AND ROOF SNOW LOADS.
• FOR MANUFACTUREDED TRUSS ROOFS: ROOF PLAN IS FOR
SCHEMATIC PURPOSES ONLY. ACTUAL ROOF PLAN TO BE
DESIGNED AND ENGINEERED BY A LICENSED TRUSS'
ENGINEER. RAFTER FRAMING PER PLAN.
• TRUSS LAYOUT TO BE REVIEWED AND APPROVED BYTHE
TRUSS MANUFACTURER PRIOR TO CONSTRUCTION.
SHADED AREAS INDICATE OVER -FRAMING
• LOCATE DOWNSPOUTS PER SITE CONDITIONS AND PER
GENERAL CONTRACTOR.
• INSTALLATION OF ALL ROOFING AND WALL FLASHING
SHALL BE TO INDUSTRY STANDARDS AND IN COMPLIANCE
WITH CURRENT CODES.
• PROVIDE CONTINUOUS ALUMINUM GUTTERS ON FASCIA AS
SPECIFIED IN DETAILS.
• SKYLIGHT SIZES, IF ANY, ARE APPROXIMATE. CONTRACTOR
TO VERIFY ACTUAL ROUGH OPENING SIZE PER
MANUFACTURER SPECIFICATIONS.
• PROVIDE SOLID BLOCKING OVER ALL SUPPORTS.
• PROVIDE MIN. 22"x30" ATTIC ACCESS WITH APPROVED
WEATHERSTRIPPING. IF ACCESS IS IN A GARAGE, A SELF
CLOSING MECHANISM MUST BE INCORPORATED. .
• 16d @ 8"o.a END TRUSS TO TOP PLATES. (TYPICAL AT ALL
GABLE ENDS)
• ATTICS WHERE THE MAX. CLEAR HEIGHT BETWEEN JOIST
AND RAFTERS IS MORE THAN 42, OR WHERE THERE ARE -
TWO OR MORE ADJACENT TRUSSES WITH THE SAME WEB
CONFIGURATION CAPABLE OF CONTAINING A RECTANGLE
42" HIGH BY 24" WIDE OR GREATER, MUST BE CONSIDERED
ATTIC WITH LIMITED STORAGE.
ATTIC SPACE SERVED BY A FIXED STAIR SHALL BE
- DESIGNED TO SUPPORT THE MIN. LIVE LOAD FOR SLEEPING X,\
ROOMS.
ATTIC VENTILATION CALCULATIONS
ATTIC VENTILATION (R806.1 8 806.2) '
PROVIDE 1 SQ. FT. OF ATTIC VENTILATIOWFOR EACH 150 SO. FT. OF ATTIC AREA.
EXCEPTION:
PROVIDE 1 SQ. FT. OF ATTIC VENTILATION FOR EACH 300 SQ. FT. OF ATTIC SPACE WHEN NOT LESS
THAN 40% AND NOT MORE THAN 50% OF THE REQUIRED VENTILATION AREA IS PROVIDED BY
VENTILATORS LOCATED WITHIN THE UPPER PORTION OF THE ATTIC OR RAFTER SPACE. UPPER
VENTILATORS SHALL BE LOCATED NOT MORE THAN 3 FEET BELOW THE RIDGE OR HIGHEST POINT
OF THE SPACED MEASURED VERTICALLY WITH THE BALANCE OF THE REQUIRED VENTILATION
PROVIDED BY EAVE OR CORNICE VENTS. WHERE THE LOCATION OF WALL OR ROOF FRAMING
MEMBERS CONFLICTS WITH THE INSTALLATION OF UPPER VENTILATORS, INSTALLATION OF MORE
THAN 3 FEET BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE SHALL BE PERMITTED.
PROVIDE A COMBINATION OF ROOF JACKS OR CONTINUOUS RIDGE VENTING ALONG WITH EAVE
VENTS.
AF60 JACK VENTS =. 333 SQ. FT. NET FREE AREA.
EAVE BIRD BLOCKS =.074 50. FT. NET FREE AREA.
CORAVENT V300 =.094 SO. FT. NET FREE AREA PER L.F.
ROOF
ROOF AREA = 864 $0. FT. / 300 = 2.88 SQ. FT. 12 =1.44 SQ. FT
OF REQUIRED VENTING IN BOTH
UPPER 50% OF ROOF AND IN LOWER 50%OF ROOF.
IN UPPER 50%OF ROOF TOTAL SQ. FT. REQUIRED / .333
=5AF50 JACKVENTS. '
IN LOWER 50%OF ROOF TOTAL SQ. FT. REQUIRED /.074
= 20 EAVE BIRD BLOCKS
POST, CAP & BASE SCHEDULE
POST
CAP
BASE
(1)2x_STUD w/(1)TRIMMER
(4) 16d NAIL (DEL. TOP PIATE)
(4) 16d NAIL ROE PLTE)
16d NAILS STAGG
2x-STUD w/(2)TRIM MERS
(4) 16d NAIL(DBL. TOP PLATE)
(4) 16d NAIL ITOE PLATE)
16d NAILS STAGG
(2) 2x_TRIMMERS
(4) 16d NAIL (HEADER)
(4)16d NAIL TTCE PLATE)
16d NAILS STAGG
(2) 2x_ STUDS
(4)16d NAIL (DBL. TOP PLATE)
(4)16d NAIL (TOE PLATE)
16d NAILS STAGG
NOT USED
(3) 2x-STUDS
(4)16d NAIL (DBL. TOP PLATE)
(4)16d NAIL (TOE PLATE)
16d NAILS STAGG
PT 6.6 HF#2
SIMPSON CCO OR ECCO
PBS68
PT 4X6 HF#2
PC6Z
(4) 16d NAIL (TOE PLATE)
PT4x4 HF#2
EPC4Z
PBS44A
6x6 DF#2
SIMPSON ECCO
PBS66
(4) 2 x_ STUDS
(4)16d NAIL (DBL. TOP PLATE)
(4)16d NAIL (TOE PLATE)
1Ed NAILS STAGG
(5) 2X_STUDS
(4) 18d NAIL(WL. TOP PLATE)
(4) 16d NAIL (TOE PLATE)
16d NAILS STAGG
SOLID BLOCKING BETWEEN FLOOR
@ POINT LOAD BLOCKING TO BE
EQUAL TO OR GREATER THEN
THE POST ABOVE
ROOF PLAN
SCALE: 1X' =1'-0"
FOR SCHEMATIC PURPOSES ONLY.
REFER TO TRUSS FRAMING PLANS PER MANUFACTURER
AND PREPARED BY A LICENSED TRUSS ENGINEER.
C
BEAM SCHEDULE
BEAM
A 48 DF#2 OR BETTER
)2 4.10 DF#2 OR BETTER
)3 6x12 PT HF42
)4 3.5"xl 1.875"PSL
55 5.25M4" PSL
)6 5.5"x12"GLULAM
)7 5.25"A 1.875"PSL
)8 3.5"MZ'GLULAM
39 . 3.5"x10.5" GLULAM
10 6,75N9"GLULAM
11 PT 08 HF#2 OR BETTER
HANGER SCHEDULE
HANGER
i ITS2.37/11.88
2 LU210 ILUC210
3 IUS2.37/11.88
4 HW OFFSET H=11.875"
5 HUG48 MAX
6 HUC412 MAX
7 HGUS8.88/10
HANGERS NOT CALLED OUT IN ROOF
PLAN SHALL BE PROVIDED BY TRUSS
ALL ROOF FRAMING MEMBERS TO BE
MANUFACTURED TRUSSES
@ 24" O.C. (U.N.O.)
NO CALLOUTS
SHALL
HEADER: BM-01
COLUMN: P-01 (ea. side)
LEGEND
TRUSSES
---... OVER FRAMING
;'�� WALLS UNDER
HEADERS 8 BEAMS
ROOF LINES
EXISTING
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DESIGNED BY TL
DRAWN BY TL 8 RM
CHECKED BY TL
SHEET:
s6l b, FrF�' p�
MAY 13 20
PRINT DATE
3/4" T&G PLY OR EQUIV. SUB -FLOOR
GLUED & NAILED TO
ROOFING PER ELEVATIONS W 30 #fAN'TFLOOR
PER PLA
JOISTS.
1" AIR SPACE wl CARDBOARD FELT OVER %s APA
_ _ _ FRAMING MEMBERS BELOW ROOF
—' --H
PLY OR EQUIV. SUB -FLOOR
BAFFLE. EXTEND 24'ABOVE RATED 24/16 SHEATHING ON
i SHEATHING AS PER PLAN
GLUED & NAILED TO
-
INSULATION MANUF. TRUSSES PER PLAN
FLOOR JOISTS.
MIN.IN BLOCK BETWEEN
TYP. WALL
r3l4"T&G
n
FRAMING MEMBERS wl (2)16d
I
ASSUMBLY
JOISTS PER PLAN
VENT BLOCKS w/(3)2'tlia.
I I I NAILS EA. SIDE
WIRE SCREENED VENT
2x6VALLEY BOARD w/NAILS
HOLES @ EA. BLOCK
INTO
INTO EA. FRAMING MEMBER
CONT. ALUM. GUTTER
BELOW
'
ON FASCIA BOARD R-49 BATT OR
I I I I
PER ELEVATIONS BLOWN INSUL.
(HEATED AREAS
2x4 RAFTERS @24"O.C. BRACED
ONLY)
I I I DOWN TO FRAMING MEMBER
"CEILING GWB
I I I BELOW @48"O.C.
RJO BATT INSULATION
-
X'CEILING G.W.B.
I I I I I I
OVERHANG
SOFFIT PER OWNER/ BUILDER
INSTALL SHEETROCK BACKING
(2) 2x6 TOP PLATES
PER PLAN STAGGER JOINT MIN. 48"O.C.
I I I I I I
SOLID BLOCKING
NEEDED
E N AS
ASDE D FOR PARALLEL JOISTS.
PLATES'
2x6 RIDGE BOARD
STAGGER JOINT MIN. 48"O.C.
TYP. WALL ASSEMBLY
I I I I I
SEE TYP. ASSEMBLY
_
FOR ROOF TO BEAM ASSEMBLY BEAM
REPLACES TYP. WALL ASSEMBLY
TYPICAL ROOF ASSEMBLY
2x_ ROOF OVER FRAMING
o/ EXTERIOR BEARING
WALL
(AN'T
SCALE: 31/4" = l'-0"
2'-0°
a"T&G APA48124 RATED SHEATHING
NOTE:
GLUED & NAILED TO
1. ALL DECKING MATERIAL SHALL
FLOOR JOISTS
CONFORM w/ I.R.C. 8 LOCAL
TYP. ASSEMBLY
CODES. Y
2. NAIL ALL DECKING OR SHEATHING o
RAIL PER BUILDER
`
TO JOISTS wl RING SHANKED HOT o
PROVIDE CANT STRIP AND
DIPPED GALV. NAILS.
FLASHING
3. ALL RAILING AND PANEL N
„
FLOOR RIM OR BEAM PER PLAN
SYSTEMS INSTALLED PER —
FLOOR JOISTS PER PLAN FLOOR JOISTS
IRC AND MFG. SPECS. TO j
FLOOR JOIST PER PLAN
RIPPED FOR SLOPE PER PLANS
MEET MIN. 200# POINT LOAD m
¢
WATERPROOFING MEMBRANE
•
DOUBLE TOP PLATES
LOAD. ALL OPENINGS _
OVERACX CROSS BANDED
-
STAGGER JOINTS MIN. 48"O.C.
SHALL BE NO GREATER THAN
PLWC SHEATHING
SOLID BLOCKING OVER BEARING
TOALLOWA4"SPHERETO z
— —
PASS THROUGH.
PITCH PER PLAN
(MIN.% PEA RFOOT
BEARING WALL PER PLAN
—
y
FLASHING
TRIM PER BUILDER
-
HANGER PER SCHEDULE
•
— — — —OR—
— —
RIM JOIST
x_ LEDGER
W #14 WOOD SCREWS @
-.
5"o.c. STAGGERED
15"T
1f-9y"
DTTiZ EACH END &12'-0" O.C.
BEAM PER PLAN
1111
TYP. ASSEMBLY
-
CEILING PER BUILDER
LRBR�
BEAM PER PLAN
TAPERED RAFTERS PER PLAN
JOISTS OVER BEARING
ED DECK TO RIM JOISTS
MINIMAL SLOPED DECK
0
@RAIL
�)S-AALEL'4'
SCALE: 3/4" = 1'A"
3= 1'-0"
SCALE:.1= T-W
BEAM PER PLAN
CAP PER SCHEDULE
BEARING WALL OR POST PER SCHEDULE
'
N
POST PER SCHEDULE
NEW FOOTING PER SCHEDULE CUT AND REMOVE EXISTING CONCRETE
>
r-o" .25'-a'•
2'-0"
SLAB
12" dia. CONCRETE
11�LR
- -
EXISTING CONCRETE SLAB EXISTING CONCRETE SLAB
SONG TUBE TO
GRADE
BASE PER SCHEDULE
FINISHED GRADE
(3)#4 BARS
~
I<II I FOOTING & REINFORCING
•
...i �..
�I. PER SCHEDULE.
BAR PER SCHEDULE—
w
zw FOOTING
o PER
BEARING SOIL
o �+ SCHEDULE
d
'� w
a
PER PLAN
9y",
7T-W
FOOTING @ EXISTING SLAB
s
OTING AND POST
2'-0' 23J
2-0"
�LE
"D"
SCALE: 3/4" =1'-0"
4/25 2019
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PROJECT NO.
1 171202
DESIGNED BY
TL
DRAWN BY
TL&RM
CHECKEDBY
TL.
SHEET:
S7
MAY s 1n�s
I PRINT DATE