BLD2019-0705Type: RESIDENTIAL BLDG Subtype: DECK Status: ISSUED
Parcel No: 00434600200500 Site Address: 18606 SOUND VIEW PIL EDMONDS,WA 98020-2356
Applied: 6/11/2019
Subdivision: 005319, SP S-7-87, 004346, SP S-16-91 Lot:
Issued: 1/22/2020 NED
Fire Sprinklers: No Lot Area: 13,534 Zoning: RS-12
Final:
Valuation: $52,930.00 Occupancy Type: U Construction Type: VB
Expiration Date: q0jhWff
Code Edition: 2015 No. Stories: 0 # Dwelling Units: 0
NED
-7 -"7n
of
t-,_l
WORK DESCRIPTION: REPLACE AND ADD TO -TWO DECKS. -ONE ON MAIN FLOOR, ONE ON 2ND FLOOR. BUILD TWO NE
STORAGE AREAS.
CONTACTS
NAME TYPE NAME kbbRBS� PHONE EMAIL
APPLICANT
CEDRIC RUTER
2707 E MADISON ST,
(206)948-9827
CEDFIC@K-S-ARCH.COM
SEATTLE WA 98112
CONTRACTOR
CASCADIA BUILDING
9210 MARY AVE NW,
(206)660-0312
ANDY @CASCADIABUILDING.COM
COMPANY LLC
SEATTLE WA 98117
OWNER
JONATHAN L & KATHRYN DI
18606 SOUND VIEW PL,
(202)375-1844
schwa rzjonatha n@yahoo.com
SCHWARZ
EDMONDS WA98020-2356
I
I
I
Contractor License Information: WA State Contractor L & I #:CASCABC943L2 City of Edmonds Business License #: 602454996-001-
0001
FEE INFORIVIAT ION
DESCRIPTION ACCOUNT AMOUNT PAID PAID DATE RECEIPT #
B-BUILDING PERMIT FEE
001.000.322.10.000.00
$771.00
B-BUILDING PLAN REVIEW FEE
001.000.345.83.000.00
$571.00
$571.00
6/11/19
REC076615
B-STATE BUILDING CODE
001.000.237.150
$6.SO
SURCHARGE
ENGINEERING INSPECTION FEE
001.000.341.82.000.00
$300.00
$0.00
X-CREDIT CARD TRANSACTION
FEE
001.000.341.43.100.00
$17.13
$17.13
6/11/19
REC07661
X-CREDIT CARD TRANSACTION
001.000.341.43.100.00
$6.20
$6.20
8/13/19
REC077156
FEE
I
I
I
X-RECORDING FEE
001.000.34S.89.030.00
$206.50
$206.50
8/13/19
REC077156
X-TECHNOLOGY FEE
001.000.321.99.100.00
1 $35.00
1
I
TOTALS: $1,913.33 $800.83 C)
CONDITIONS 1-13
CONDITION TYPE STATUS NOTES
Printed: Wednesday, January 22, 2020 10:20:37 AM 1 of 3
N41Az
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 off iciais, employees, and agents from any and all claims for
Hold Harmless
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.
Final approval on a project orfinal occupancy approval must begranted bythe
0
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 alternate 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.
Permit Disclaimer
Approval of any plat or plan containing provisions which do not comply with city
code and for which a variance has not been specifically identified, requested and
considered by the appropriate city official in accordance with the appropriate
provision of city code or state law does not approve any items not to code
specification.
Sound/Noise originating from temporary construction sites as a result of
construction activity are exempt from the noise limits of ECC Chapter 5.30 only
Sound/Noise
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.
SPECIAL INSPECTION
FOR
Special inspections have been called for on this project and are noted on the
approved construction plans. It is the owner and or contractors responsibility to
BUILDING DIVISION
I'NFORMATION
ensure that reports are provided to the City on a weekly basis.
SPECIAL INSPECTION
;:OR
Submit all special inspection reports to the City Building Official on a weekly
REPORTS
��NFORMATION
basis.
INSPECTIONS
SEQID
INSPECTION TYPE
INSPECTOR COMPLETED
RESULT
NOTES
DATE
B-6 BUILDING FINAL"
E-6 ENGINEERING FINAL
NOTE TO INSPECTOR: Natalie to be on site for
inspection
E-1 ENGINEERING PRECION
NOTE TO INSPECTOR: Natalie to be on site for
inspection
E-2 TESC AND MOBILIZE
NOTE TO INSPECTOR: Natalie to be on site for
inspection
E-3 STRM CONVEYANCE
NOTE TO INSPECTOR: Natalie to be on site for
inspection
B-1 BUILDING PRECOIN
Printed: Wednesday, January 22, 2020 10:20:37 AM 2 of 3
Printed: Wednesday, January 22, 2020 10:20:37 AM 3 of 3
BUILDING PERMIT
APPLICATION
Development Services
Building Division
121 Sth Ave N / Edmonds, WA 98020
An
�Ijc' 1 S91 a. I/ 1.uzzu
For handouts, submittal requirements, permit status and inspection
scheduling information go to: www.edmondswa.gov.
PLEASE NOTE: Intake appointments are required for New Single Family
Residences, Large Additions, ADU's, New Commercial, and Major Tenant
Improvement application submittals. If plans are prepared by a profession-
al, electronic files are requested in addition to the hard copies. Please bring
electronic files on a flash drive or coordinate for electronic transfer.
Please call 425-771-0220 to schedule an intake appointment!
JOB SITE INFORMATION/LOCATION: (Where the work is taking place)
Job SiteAddress: ( 960� C104JOVIP0 fL-
Parcel: 41& + ?` + 4 00 2. 4�0 ; 0 6
Lot /Unit/Suite #: Subdivision:
PROPERTY OWNER:
Name: 0-PP04Tft1+ K��40 '5--kfWAF,_4-
Mailing Address: 11 18(00(0 441WOVIEW PL
City/State/Zip: S'C>MVPP2 V4yt CIS&W
Phone#:
Email:
I OWNER INSTALLATION: *If yes, read and sign*
Will work be performed by the property owner? 0 Yes 0 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:
I APPLICANT / CONTACT INFORMATION:
Name of Applicant: erZ%y�'P'&4Te&
MailingAddress: %'70-7 t- AAADJSPN IT
City/State/Zip: J'OVCIII-e�=Mk 418112.
Phone#: 40b -4149- '1'&2-7
E-mail: e-4NIe- Q "-A1*JCK- COAA
GENERAL CONTRACTOR: (if different from applicant)
General Contractor: RA(WIN4 e'q. ".Z_
MailingAddress: 41240 MP064 AWe t4A
City/State/Zip: I exwl* VVA I-?
Phone #: 146
E-mail: "04 P aAlcemiAa"j"w6 -c-PM
STATE UBI #: 601 41� 1441
CITY OF EDMONDS BUSINESS LICIENSEM
WA STATE CONTRACTOR L & I #: (CCB) & EXPIRATION DATE:
r- M-C M 4 0114 1! & *1
Office Use Only
Permit #:
TYPE OF PERMIT (Provide Details on Page 2)
El Accessory Structure/ El Addition
Detached Garage
El Demolition
El Mechanical
• New Single Family / Duplex
EJ Plumbing
• Fire Sprinkler
0 Remodel
• New Commercial/ Mixed Use
El Re -Roof
El Signs
11 Tank
0aK f,"W11A
EJ Tenant Improvement
2�other FVA%J25VkJ
Remodel Permit fees are based on:
The value of the work performed. Indicate the value (rounded to
the nearest dollcr) of all equipment, materials, labor, overhead,
and the profit for the work indicated on this application.
Valuation:
PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION
Basement sq ft: Finished 11 Unfinished L1
1st Floor, sq ft:
2-
2nd Floor, sq ft:
Garage/Carport:, sq ft:
Deck/Covered Porch/Patio:
Other sq ft:
PROJECT DESCRIPTION
+ &Y�PAVIIVM
t
2(oD
I certify that the information I have provided o� 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: C, S 9, 1 L 6; WrE Q
Signature: 6� Date
01
70
40
7q3
U C. A-01-
(LA.>/
SCAN NX- 'I,"
City of Edmonds SE I
Critical Area Notice of Decision
Applicant:
N-I
Property Owner:
VIA"r)�
Critical Area File #:
Permit Number:
- ts0h)19070
Site Location:
Parcel Number:
0 ,93 q kC> o)00�u
Project Description:
F-I Conditional Waiver. No critical area report is required for the project described above.
I . There will be no alteration of a Critical Area or its required buffer.
2. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.020, and/or
23.80.040.
3. The proposal is exempt pursuant to ECDC 23.40.230.
F-I Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and
sediment control plan in compliance with ECDC 18.30.
Z'Critical Area Report Required. The proposed project is within a critical area and/or a critical area
buffer and a critical area report is required. A critical area report has been submitted and evaluated
for compliance with the following criteria pursuant to ECDC 23.40.160:
1 The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120,
Mitigation sequencing;
2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare
on or off the development proposal site;
3. t/' The proposal is consistent with the general purposes of this title and the public interest;
4. v/' Any alterations permitted to the critical area are mitigated in accordance with ECDC
23.40.110, Mitigation requirements.
5. V"" The proposal protects the critical area functions and values consistent with the best
available science and results in no net loss of critical functions and values; and
6. The proposal is consistent with other applicable regulations and standards.
Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately
mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and
the provisions of the City of Edmonds critical area regulations. See attached findings of
noncompliance.
[Er-'F�`avorable Critical Area Decision. The proposed project as described above and as shown on the
attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and
complies with the applicable provisions of the City of Edmonds critical area regulations. Any
subsequent changes to the proposal shall void this decision pending re -review of the proposal.
F-I Conditions. Critical Area specific condition(s) have been applied to the permit number referenced
above. See referenced permit number for specific condition(s).
E2-'Notice on Title. Critical area notice on title recorded under AFN � 0 M bIA �tc;-�I L).
Reviewer
S nature
?-�- �--O'
Date
Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the
requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any,
for the permit or approval involved.
Revised I L12912016
SCANNko-
AVS 2 7 U19
After Recording Return to: 9.28am j'06 50
City Clerk
City of Edmonds
121 5'h Avenue N
Edmonds, WA 98020
NOTICE OF PRESENCE OF CRITICAL AREAS AND/OR
CRITICAL AREAS BUFFERS ON PROPERTY
GRANTOR: Jonathan and Kathryn Schwarz
GRANTEE: City of Edmonds, a Washington municipal corporation
Legal Description:
Abbreviated Form: EDMONDS SEA VIEW TRACTS BLK 002 D-00 LOT 2 OF
CITY OF EDM SP NO S-1 6-91REC AF NO 9212160849 BEING
A PTN OF LOT(S) 5 & 6 EXST PLAT
Additional Legal is on Exhibit A attached to document
Assessor's Tax Parcel ID No.: 00434600200500
Reference Number(s) of Related Documents(s): n/a
NOTICE OF PRESENCE OF CRITICAL AREA(S) AND/OR
CRITICAL AREA BUFFER(S) ON PROPERTY
NOTICE IS HEREBY GIVEN this t3 7 W dayof 14,cftt�L 2019, by
Jonathan and Kathryn Schwarz ("Grantor"), as required by Grant8le, City of Edmonds, pursuant
to Edmonds Community Development Code (ECDC) 23.40.270.13, that at least one type of
critical area and/or critical areas buffer has been found through field verification to be present on
the Property described in Exhibit A hereto. This notice is being recorded as a condition of
issuance for a development permit related to the property. As part of the permit application
review process it was determined that the following type(s) of critical area and/or critical area
buffer(s) were found to be present on the property:
Slopes adjacent to the subject property exceed 40%. The steepness of these slopes
classifies the site as a potential landslide hazard area pursuant to Chapter 23.80
ECDC. Any development within 50 feet of the top of the slope may require a
geotechnical report.
The City of Edmonds has adopted ordinances that regulate theses types of critical areas
and/or buffers. Prospective purchasers are advised hereby that these regulations may limit the
type and/or location of development or other use that may occur on the property. Please contact
the City of Edmonds for specific information about the applicable critical area regulations.
This notice shall remain on the title records of Snohomish County until released by the
City of Edmonds, which shall only occur if the owner is able to submit a critical areas report to
demonstrate to the City of Edmonds that the critical area designation no longer applies to the
Property. Any release of this notice shall be subject to applicable procedural provisions of the
ECDC.
GRANTOR(S):
B
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By: 4�� \t� <'
,��e* L�l
Name: -ryPl b 5e(,-VJA-;5�
Title (if applicabfe):
SCA&
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PUBLIC 0
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STATE OFV2, 4 lo,
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COUNTY OF
I certify that I know or have satisfactory evidence that ToM�y, 5C b — is the
person who appeared before me, and said person acknowledged that he/she signed this instrument, on oath
stated that he/she was authorized to execute the instrument and acknowledged it as his/her free and voluntary
act for the uses and purposes mentioned in the instrument.
Dated: �V/ e7
Notary Public
PrintName
My commission expires
STATE OF
)ss.
COUNTY OF
I certify that I know or have satisfactory evidence that V-/"& t VY-1 , �LA t"ar Z'
is the person who appeared before me, and said person acknovQedged that he/she signed this
instrument, on oath stated that he/she was authorized to execute the instrument and
acknowledged it as his/her free and voluntary act for the uses and purposes mentioned in the
instrument.
Dated: XZ/ �& �rl
001111111/j/ -'d"'
Gy, S C4'V
..........
S S%ON
NO'TkSy
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PUBLIC
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Notary Public
Print Name &,', �, Z S�_
My commission" -expires
(Use this space for notarial stamp/seal)
Exhibit A
LEGAL DESCRIPTION OF PROPERTY
LOT 2, City of Edmonds Short Plat No. S-16-91, recorded under Recording No. 921260849,
records of Snohomish County, Washington.
Situate in the County of Snohomish, State of Washington.
1P
OEOTECH
CONSULTANTS, INC.
Jonathan and Kathryn Schwarz
18606 Sound View Place
Edmonds, Washington 98020
via ema#: schwarzionathan@yahoo.com
Subject: Response to City of Edmonds Comments
Proposed Covered Deck
18606 Sound View Place
Edmonds, Washington
2401 10th Ave E
Seattle, Washington 98102
(425) 747-5618
July 12, 2019
JN 19181
,BLDZ01n --0706
Reference: Landslide Hazard and Foundation Assessment, same project; May 10, 2019; Geotech
Consultants, Inc.
Greetings:
This letter is intended to respond to recent comments by City of Edmonds staff regarding the
completeness of the above- referenced geotechnical report that we prepared for the covered deck
to be constructed on the western side of your project. We are familiar with the Critical Area Report
(CAR).requirement contained in section 23.80 of the Edmonds City Development Code (ECDC).
For a large or complex project, a CAR would typically be quite extensive. For our study related to
the planned covered deck, we completed explorations and prepared a succinct report that was
commensurate with the relatively minor scope of your project. Even so, our May 10, 2019 report
was intended to provide the necessary geotechnical information for the project related to landslide,
foundation, and erosion hazard issues.
In response to applicable sections of the ECDC, we present the following.
ECDC 23.80.060 (A):
1. The recommendations presented in our May 10, 2019 report are intended to prevent an increase
in the threat of the geological hazard to adjacent properties beyond predevelopment conditions;
2. The project, as proposed, will not adversely impact other critical areas;
3. The design recommendation of our May 10, 2019 report are intended to eliminate the geologic
hazard to the project; and
4. Our recommendations are intended to make the project safe with regard to geologic hazards
under the anticipated conditions.
ECDC 23.80.070 (A):
1. Minimum Building Setback. The minimum 25-foot setback expected from the steep slope,
combined with foundations that bear on glacial till soils, will protect the now development from
landslides for the life of the structure, and will not cause an increased risk of landslides on the site
or adjacent properties.
3. a. The alteration will not increase surface water discharge or sedimentation to adjacent
properties beyond predevelopment conditions;
b. The alteration will not decrease slope stability on adjacent properties; and
c. The planned alterations will not adversely impact other geologically critical areas.
SEP 2 0 2019
BUILDING DEPARTMi-� IN
r�l-ry nc:
Schwarz JN 19181
July 12, 2019 Page 2
4. The recommendations for slope setback and buffer, foundation design, temporary erosion
control measures, and disposal of runoff from new impervious surfaces are intended to maintain a
minimum safety factor of 1.5 (static) and 1.2 (dynamic) against landslides that could adversely
impact the planned alteration. For the planned alteration, the existing factors of safety will not be
reduced for the subject property or adjacent properties;
Please contact us if you have any questions regarding this letter or if we can be of further
assistance.
cc: Karl Schmidt Architecture
via email. karl@k-s-arch.com
MRM:kg
Respectf ully submitted,
GEOTECH CONSULTANTS, INC.
Marc R. McGinnis, P.E.
Principal
uf/12/1�1
GEOTECH CONSULTANTS, INC.
V
OEOTECH
CONSULTANTS, INC.
Jonathan and Kathryn Schwarz
18606 Sound View Place
Edmonds, Washington 98020
via emaik schwaLzjonathan@yahoo.com
Subject: Landslide Hazard and Foundation Assessment
Proposed Covered Deck
18606 Sound View Place
Edmonds, Washington
Greetings:
2401 10th Ave E
Seattle, Washington 98102
(425) 747-5618
May 10, 2019
JN 19181
On April 1, 2019 the undersigned principal geotechnical engineer visited the subject property in
Edmonds. During this visit, we were able to observe the existing site conditions, and to evaluate
the subsurface conditions in test holes excavated in the area of the planned covered deck.
Based on the provided plans from Karl Schmidt Architecture, we expect that a new covered deck
will be constructed on the west side of your existing residence, in the area of the existing one-story
deck. The new deck will be covered at the lower level and will include an upper level open deck.
No disturbance of the western yard area is planned.
SITE CONDITIONS
The subject property is an irregularly shaped lot situated on the west side of Sound View Place. To
the west of the site are railroad tracks, and then the Puget Sound. The existing residence is
located in the center of the lot, and includes a daylight basement. An exterior deck is located to the
north and west of the house. The grade on the lot generally slopes down toward the west. There
are no steep slopes on the lot. The ground to the east and west of the house is generally flat, with
a moderate slope along the north and south sides for the grade difference over the height of the
daylight basement. To the west of the site is a short, steep slope extending down to the railroad
tracks. This slope is over 25 feet west of the planned covered deck. It has an estimated height of
10 to 15 feet, and it is well vegetated. We saw no indications of recent instability on this slope. It is
protected from wave attack by the railroad embankment and its associated bulkhead.
We reviewed geologic maps for the area, which indicate that your property, is underlain by glacial
till, which is a glacially -compressed mixture of gravel, silt and fine-grained sand. Additionally,
during our visit, we assessed the soil conditions in five test holes excavated along the western
edge of the proposed covered deck. These test holes generally revealed fill overlying dense glacial
till. The depth to glacial till was approximate 30 inches below the existing grade over the northern
half of the deck, increasing to a depth of 6 feet at the southern end of the deck. No seepage was
observed in these test holes. However, it is not uncommon to encounter isolated zones of seepage
perched above the impervious glacial till following extended wet weather.
M CEW"M
JUN 11 2019
BUILDING
8?1
Schwarz
May 10, 2019
CONCLUSIONS AND RECOMMENDATIONS
JN 19181
Page 2
The site and surrounding lots do not exhibit indications of historic landslides, and they are not
susceptible to undercutting from streams or other bodies of water. The sloped ground within the
planned development area is not steeper than 40 percent. The steep slope to the west of the
development area is relatively short, and it is over 25 feet from the planned development area.
Additionally, the glacially -compressed soils underlying the site and the slope have a high internal
strength, and they are not prone to deep-seated instability.
Based on our geotechnical assessment, the potential for future landslides on the steep, western
slope is low. If they do occur, they would only affect the near -surface few feet of looser, weathered
soils. This would most likely occur following extended wet weather. The recommendations of this
report are intended to: 1) prevent the new construction from adversely affecting stability of the
steep slope, and 2) protect new covered deck from damage in the event of future shallow soil
movement. The planned minimum setback of over 25 feet from the steep slope is more than
sufficient. No additional structure setback from the slope is needed. An undisturbed buffer of at
least 10 feet should be maintained from the top of the steep slope.
The proposed new construction can be supported on footings placed that bear on the compact
glacial till soils. Alternatively, small -diameter pipe piles could be utilized. The use of pipe piles
would avoid the need for deep excavation to reach the bearing soils over the southern portion of
the planned deck.
The development area does not have a high erosion potential, We expect that "typical" temporary
erosion control measures will be sufficient for this project. A slit fence should be planned along the
downslope sides of the work area.. -in wet- weather, hare-.so:il areas and soil, stockpiles should be
kept covered to prevent erosion problems. No silty runoff should be allowed to flow toward the
surrounding properties.
The native glacial till soil underlying the fill is essentially impervious. Considering this, and the
presence of steep slopes to the west that could be adversely impacted by increased shallow
subsurface water flow, it will be important that all runoff from any new impervious surfaces be
discharged to an approved storm outlet. The use of infiltration or dispersion for this project is
infeasible from a geotechnical standpoint.
We recommend that this report be provided to any future property owners so that they will be
aware of our findings.
SEISMIC CONSIDERATIONS
In accordance with the International Building Code (IBC), the site class within 100 feet of the
ground surface is best represented by Site Class Type C (very dense soil).
The dense soils that underlie the site, and which will support the new foundations, are not
susceptible to seismic liquefaction under the Maximum Considered Earthquake (MCE), which has a
theoretical probability of 2 percent in 50 years (once in 2,475 years).
GEOTECH CONSULTANTS, INC.
Schwarz
May 10, 2019
CONVENTIONAL FOUNDATIONS
JN 19181
Page 3
We recommend that continuous and individual spread footings have minimum widths of 12 and 18
inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest
adjacent finish ground surface for protection against frost and erosion. The local building codes
should be reviewed to determine if different footing widths or embedment depths are required.
Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending
upon site and equipment constraints, this may require removing the disturbed soil by hand.
An allowable bearing pressure of 2,500 pounds per square foot (psf) is appropriate for footings
supported on competent native soil. A one-third increase in this design bearing pressure may be
used when considering short-term wind or seismic loads. For the above design criteria, it is
anticipated that the total post -construction settlement of footings founded on competent native soil
will be about one inch, with differential settlements on the order of one-half inch in a distance of 25
feet along a continuous footing with a uniform load.
Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and
the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the
foundation. For the latter condition, the foundation must be either poured directly against relatively
level, undisturbed soil or be surrounded by level, well -compacted fill. We recommend using the
following ultimate values for the foundation's resistance to lateral loading:
Coefficient of Friction 1 0.45
11 Passive Earth Pressure 1 300 pcf 11
Where: (1) pcf is pounds per cubic foot, and (11) passive earth
pressure Is computed using the equivalent fluid density.
If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will
not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's
resistance to lateral loading, when using the above ultimate values.
PIPE PILES
A 2-inch-diameter pipe pile driven with a minimum 90-pound jackhammer or a 140-pound Rhino
hammer to a final penetration rate of 1 -inch or less for one minute of continuous driving may be
assigned an allowable compressive load of 3 tons. Extra -strong (Schedule 80) steel pipe should be
used. Subsequent pipe sections should be connected together using threaded or slip couplers, or
by welding. If slip couplers are used, they must fit snugly into the ends of the pipes. This can
require that shims or beads of welding flux be applied to the couplers.
Pile caps and grade beams should be used to transmit loads to the piles. A minimum of two piles
should be used in isolated pile caps, in order to prevent eccentric loading on individual piles.
Lateral loads may be resisted by passive earth pressure acting on the vertical, embedded portions
of the foundation. For this condition, the foundation must be either poured directly against relatively
level, undisturbed soil or surrounded by level structural fill. We recommend using a passive earth
pressure of 300 pounds per cubic foot (pcf) for this resistance. This is an ultimate value; it does not
GEOTECH CONSULTANTS, INC.
k -
Schwarz JN 19181
May 10, 2019 Page 4
include a safety factor. If the ground in front of a foundation is loose or sloping, the passive earth
pressure given above will not be appropriate. Due to their small diameter, the lateral capacity of
vertical pipe piles is negligible.
LIMITATIONS
The conclusions and recommendations contained in this report are based on site conditions as
they existed at the time of our site visit. If the subsurface conditions encountered during
construction are significantly different from those anticipated, we should be advised at once so that
we can review these conditions and reconsider our recommendations where necessary. Such
unexpected conditions frequently require making additional expenditures to attain a properly
constructed project. It is recommended that the owner consider providing a contingency fund to
accommodate such potential extra costs and risks. This is a standard recommendation for all
projects.
This report has been prepared for the exclusive use of Jonathan and Kathryn Schwarz, and their
representatives, for specific application to this project and site. Our recommendations and
conclusions are based on the site materials observed and on previous experience with sites that
have similar observed conditions. The conclusions and recommendations are professional opinions
derived in accordance with current standards of practice within the limited scope of our services. No
warranty is expressed or implied.
Please contact US if you have any questions regarding this letter or if we can be of further
assistance.
cc: Karl Schmidt Architecture
via email.- karl@k-s-arch.com
MRM:kg
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
"ONAL
Marc R. McGinnis, P.E.
Principal
05/10/19
GEOTECH CONSULTANTS, INC.
Harriott Valentine Engineers Inc.
STRUCTURAL CALCULATIONS
Project:
Schwarz Deck
18606 Sound View PI
Edmonds WA 98020
Architect:
Karl Schmidt Architecture
2707 E Madison St
Seattle, WA 98122
Structural Engineer:
Harriott Valentine Engineers, Inc.
1932 First Avenue, Suite 720
Seattle, WA 98101
tel. 206-624-4760
I
B L.0, ao (q - 0 -7 0 5
SEP 2 0 2019
BUILDING Q1-:PAR,,,'r T
1932 First Avenue, Suite 720 Of CITY OF EDWONO's
Seattle, Washington 98101-2447
tel. 206-6244760 1 fax 447-6971
Page 1 of 22
Harriott Valentine Engineers Inc.
SECTION 1: GENERAL
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel. 206-624-4760 1 fax 447-6971
Page 2 of 22
Harriott Valentine Engineers Inc.
CRITERIA
Gravity
roof dead asphalt shingles
1/2" plywood
Trusses @ 24"oc
slope factor
miscellaneous
total dead + live
deck dead 3/4" decking
WO @ 16"oc
wallboard
sleepers and drainage
miscellaneous
total dead + live
walls siding
1/2" plywood
M @ 16"oc
R21 insulation
1/2" gyp. wallboard
miscellaneous
total dead
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206-624-4760 1 fax 447-6971
2.5
1.5
3.3
0.9
1.8 18%
10.0 psf
35.0
3.0
2.8
2.2
2.0
2.0 22%
9.0 psf
69.0 p=sf
2.0
1.5
1.7
0.8
2.2
0.89%
9.0 psf
9.0 psf
live snow
live deck
25.0 psf
60.0 psf
Page 3 of 22
Harriott Valentine Engineers Inc.
Lateral
wind wind importance factor 1.0
basic wind speed 110 mph
wind exposure C
topographical factor (Kzt) 1.00
seismic seismic importance factor 1.0
latitude 47.830 0
longitude -122.363 0
mapped spectral response 1.284 g
accel. at short periods (Ss)
seismic design category D
response modification factor (R) 6.5
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206-624-4760 1 fax 447-6971
(from USGS)
Page 4 of 22
Harriott Valentine Engineers Inc.
SECTION 2: FRAMING
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel. 206-624-4760 1 fax 447-6971
Page 5 of 22
Harriott Valentine Engineers Inc.
BEAMS (SIMPLE SPAN UNIFORM LOAD)
Roof
(floor)
(roof)l
w
total floor
50 psf
total roof
40
psf
live load
40 psf
snow load
25
psf
location
criteria
demand
capacity
w (total)
400 pif
V
2.50 k
Vr =
10.10
k
covered
w (live)
250 pif
M
7. 81 k-ft
Mr=
17.10
k-ft
deck
L =
12.50 ft
El (total)
3.52E+08 lb-in2
El =
6.01 E+08
lb-in2
girders
floor
0.00 ft
El (live)
3.30E+08 lb-in2
use
GIL 5-1/2x9
roof
10.00 ft
wall
0.00 ft
d (total)
0.37 in = U
410
d (live)
0.23 in = U
656
location
criteria
demand
capacit
w (total)
80 pif
V
0.32 k
Vr =
0.83
k
shed
w (live)
50 pif
M
0.64 k-ft
Mr=
0.70
k-ft
rafters
L =
8.00 ft
El (total)
1.84E+07 lb-in2
El =
2.70E+07
lb-in2
floor=
0.00 ft
El (live)
1.73E+07 lb-in2
use
2x6 @
roof =
2.00 ft
24" oc
wall =
0.00 ft
d (total)
0.27 in = L/
352
d (live)
0.17 in= L/
563
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206-624-4760 1 fax 447-6971
Page 6 of 22
ROSBORO X-BEAMTm DESIGN PROPERTIES
EWS 24F-V4 I Dry -Use I Fb=2,400 psi I F,=265 psi I Fci=650 psi I EApp.,,,=1.8x1 06 psi I ET��=`I.qXl 06 psi
Width
Depth (in)
Weight
Maximum Resistive $hear (1bf)
Maximum Resistive Moment (ft-lb
Ell Apparent
I
Ills% i
125%
i -4DOM- 1
115% 1
12
(lbf / ft)
(10'inl-lbf)
6
5.1
3,710
4,267
4,638
4,200
4,830
5,250
113
7 1/2
6.4
4,638
5,333
5,797
6,563
7,547
8,203
221
9
7.7
5,565
6,400
6,956
9,450
10,868
11,813
383
9 1/2
8.1
5,874
6,755
7,343
10,529
12,109
13,161
450
10 1/2
8.9
6,493
7,466
8,116
12,863
14,792
16,078
608
11 7/8
10.1
7,343
8,444
9,178
16,452
18,920
20,565
879
31/2"
13 1/2
11.5
8,348
9,600
10,434
21,263
24,452
26,578
1,292
14
11.9
8,657
9,955
10,821
22,867
26,297
28,583
1,441
15
12.8
9,275
10,666
11,594
26,250
30,188
..-3.2,813
1,772
16
13.6
91893
11,377
12,367
29,867
34,347
37,333
2,150
161/2
14.0
10,203
11,733
12,753
31,763
36,527
39,703
2,358
18
15.3
11,130
12,800
13,913
37,800
43,470
47,250
3,062
19 1/2
16.6
12,058
13,866
15,072
44,363
51,017
55,453
3,893
6
8.0
. ... . . .........
5,830
6,705
7,288
6,600
7,590
8,250
178
7112
10.0
7,288
8,381
9,109
10,313
11,859
12,891
348
9
12.0
8,745
10,057
10,931
14,850
17,078
18,563
601
91/2
12.7
9,231
10,615
11, 539
16,546
19,028
20,682
707
101/2
14.0
10,203
11,733
12,753
20,213
23,244
25,266
955
11 7/8
15.9
11,539
13,269
14,423
2S,853
29,731
32,316
1,382
131/2
18.0
13,118
15,085
16,397
33,413
38,424
41,766
2,030
14
18.7
13,603
15,644
17,004
35,933
41,323
44,917
2,264
is
20.1
14,575
16,761
18,219
41,250
47,438
51,563
2,784
16
21.4
15,547
17,879
19,433
46,933
53,973
58,667
3,379
161/2
22.1
16,033
18,437
20,041
49,913
57,399
62,391
3,706
18
24.1
17,490
20,114
21,863
59,400
68,310
74,250
4,811
191/2
26.1
113,948
21,790
23,684
69,713
80,169
87,141
6,117
21
28.1
20,405
23,466
25,506
80,850
92,97.8
10.1,063
7,640
221/2
.30.1
21,863 . ... . ... ...
25,11.14.2.
27,32�8..
92,813
106,734
116,016
24
32.1
23,320
26,818
29,150
105,600
121,440
132,000
11,405
9
14.8
10,733
12,342
13,416
18,225
20,959
22,781
738
101/2
17.2
12,521
14,399
15,6S2
24,806
28,527
31,008
1,172
117/8
19.5
14,161
16,285
17,701
31,729
36,488
39,661
1,695
131/2
22.1
16,099
18,514
20,123
41,006
47,157
51,258
2,491
15
.24.6
17,888
20,571
22,359
50,625
58,219
63,281
3,417
6 3/4
161/2
27.1
19,676
22,628
24,595
61,256
70,445
76,570
4,548
18
29.5
21,465
24,685
26,831
72,900
83,835
91,125
5,905
191/2
32.0
23,254
26,742
29,067
85,556
98,390
106,945
7,508
21
34.5
.
25,043
28,799
31,303
-
99,225
114,109
124,031
9,377
221/2
3 6.9
26,831
30,856
33,5 39
11 ik6
13,092
....... ...... .. !?...
142,383
11,533
'
24
39A
28,620
32,913
35,775
129,600
149,040
162,000
13,997
9
19.1
13,913
15,999
17,391
23,625
27,169
29,531
957
101/2
22.3
16,231
18,666
20,289
32,156
36,980
40,195
1,519
11 7/8
25.3
18,357
21,110
22,946
41,130
47,299
51,412
2,198
8 3/4
131/2
28.7
20,869
23,999
26,086
53,156
61,130
66,445
3,229
15
31.9
23,188
26,666
28,984
65,625
75,469
82,031
4,430
161/2
35.1
25,506
29,332
31,883
79,406
91,317
99,258
5,896
18
38.3
27,825
31,999
34,781
94,500
108,675
118,125
7,655
191/2
41.5
30,144
34,665
37,680
110,906
127,542
138,633
9,732
Notes for X-Beam Design Properties:
(1) Beam weight is assumed to be 35 pcf. Indicates I -Joist Compatible Depths
(2) Maximum resistive moment shall be adjusted by the volume factor based on N DS-1 8.
Page 7 of 22
2019-03-Rosboro-X-Beam-Guide-FNL-a-Print 13
I Marriott Valentine Engineers Inc.
BEAMS (SIMPLE SPAN UNIFORM LOAD)
(live)
(r000
Foundation
total floor
50 psf
total roof
40
psf
w
live load
40 psf
snow load
25
psf
(deck)
n
L
total floor
70 psf
live load
60 psf
location
criteria
demand
capacity
deck
w (total)
93 plf
V
0.64 k
Vr=
1.69
k
joists
w (live)
80 plf
M
2.20 k-ft
Mr=
2.24
k-ft
L
13.75 ft
El (total)
1.09E+08 Ib-in2
El
2.31 E+08
Ib-in2
deck
1.33 ft
El (live)
1.40E+08 lb-in2
use
2x12 @
roof =
0.00 ft
16" oc
wall =
0.00 ft
d (total)
0.32 in = U
510
d (live)
0.28 in = U
595
location
criteria
demand
capacity
deck
w (total)
490 plf
V
4.41 k
Vr=
8.26
k
girder
w (live)
420 plf
M
19.85 k-ft
Mr=
18.55
k-ft
L =
18.00 ft
El (total)
1.29E+09 lb-in2
El =
1.80E+09
Ib-in2
deck
7.00 ft
El (live)
1.65E+09 Ib-in2
use
6x14
roof =
0.00 ft
wall =
0.00 ft
d (total)
0.64 in = U
337
d (live)
0.55 in = U
393
location
criteria
demand
capaci
ledger
w (total)
490 pif
V
1.47 k
Vr =
3.74
k
w (live)
420 plf
M
2.21 k-ft
Mr=
8.07
k-ft
L=
6.00 ft
El (total)
4.76E+07 lb-in2
El =
3.95E+08
Ib-in2
deck
7.00 ft
El (live)
6.12E+07 Ib-in2
use
(1)LVL
roof =
0.00 ft
1-3/4xll-1/41
wall =
0.00 ft
d (total)
0.04 in = L/
1991
d (live)
0.03 in = U
2323
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206-624-4760 1 fax 447-6971
Page 8 of 22
. Harriott Valentine Engineers Inc.
location
criteria
demand
capaci!y
mid -span
w (total)
665 plf
V
2.66 k
Vr =
5.06
k
pick up
w (live)
570 pif
M
5.32 k-ft
Mr=
7.73
k-ft
beam
L
8.00 ft
El (total)
1.53E+08 Ib-in2
El
7.06E+08
lb-in2
next to
deck
9.50 ft
El (live)
1.97E+08 Ib-in2
use
(3) 2x12
shed
roof =
0.00 ft
wall =
0.00 ft
d (total)
0.09 in = U
1106
d (live)
0.07 in = L/
1290
location
criteria
demand
capaci!y
storage
w (total)
67 pif
V
0.35 R
Vr =
1.09
k
joists
w (live)
53 plf
M
0.92 k-ft
Mr=
1.12
k-ft
L =
10.50 ft
El (total)
3.46E+07 Ib-in2
El =
6.19E+07
Ib-in2
floor
1.33 ft
El (live)
4.16E+07 Ib-in2
use
W @
roof
0.00 ft
16" oc
wall
0.00 ft
d (total)
0.29 in = U
429
d (live)
0.24 in = L/
536
location
criteria
demand
capacity
kayak
w (total)
648 plf
V
1.62 k
Vr =
3.38
k
room
w (live)
555 plf
M
2.02 k-ft
Mr=
4.48
k-ft
header
L
5.00 ft
El (total)
3.64E+07 Ib-in2
El
4.63E+08
Ib-in2
deck
9.25 fl:
El (live)
4.68E+07 Ib-in2
use
(2) 2x12
roof =
0.00 ft
wall =
0.00 ft
d (total)
0.02 in = L/
3049
d (live)
0.02 in = U
3557
location
criteria
demand
capacity
landing
w (total)
140 plf
V
0.28 k
Vr =
3.38
k
outboard
w (live)
120 plf
M
0.28 k-ft
Mr=
4.48
k-ft
beam
L =
4.00 ft
El (total)
4.03E+06 Ib-in2
El =
4.63E+08
lb-in2
deck
2.00 ft
El (live)
5.18E+06 Ib-in2
use
(2) 2x1 2
roof =
0.00 ft
wall =
0.00 ft
d (total)
0.00 in = L/
27542
d (live)
0.00 in = U
32132
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206-624-4760 1 fax 447-6971
Page 9 of 22
Harriott Valentine Engineers Inc.
location
criteria
demand
capacity
outboard
w (total)
140 plf
V
1.00 -k
Vr =
3.38
k
stringer
w (live)
120 plf
M
3.55 k-ft
Mr=
4.48
k-ft
L =
14.25 ft
El (total)
1.82E+08 Ib-in2
El =
4.63E+08
Ib-in2
deck
2.00 ft
El (live)
2.34E+08 Ib-in2
use
(2) 2x12
roof =
0.00 ft
wall =
0.00 ft
d (total)
0.28 in = L/
609
d (live)
0.24 in = L/
711
location
criteria
demand
capacity
cantilevered w (total)
280 plf
V
1.72 k
Vr =
4.73
k
joist
w (live)
240 plf
M
5.25 k-ft
Mr=
6.77
k-ft
pickup
L =
12.25 ft
El (total)
2.32E+08 lb-in2
El =
7.06E+08
Ib-in2
deck
4.00 ft
El (live)
2.98E+08 Ib-in2
use
Ul 2
roof =
0.00 ft
wall =
0.00 ft
d (total)
0.20 in = L/
732
d (live)
0.17 in = L/
853
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206-624-4760 1 fax 447-6971
Page 10 of 22
Harriott Valentine Engineers Inc.
O'W
I
A' 9'
13.1 IPL-F
SS(O 6e
(0415 Pt..f:
V= 0.41
qa r I
m� 0. b I
M
Use 2'L 12 6) 66
Z A4 A V_ S-roCA16S t_k1RApe:C
3
L= SC)"
IG (-rL
4-13
A.TL__
L/11(.4
D P 1 4 -A
L.A40446 PtCV� UP ere,-]t6F_R
(AGADEZ
t
iz
W Flt- Fr
V 1.6
qq�
Vie- +
U,5c- Opr t?�
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel. 206 624 4760 1 lax 447 6971
Page 11 of 22
Harriott Valentine Engineers Inc.
AZ D A?4C-OQaA'(V6
Zoo
3B Yz "
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4 itz"
1932 First Avenue, Suite 720
Seaffle, Washington 98101-2447
tel. 206 624 4760 1 fax 447 6971
Ise-OWA-71L
Imis zoo ( 4s"), 6" S
FA I L95.
S"ei,-h 441 kas C,4
qZ " LAA 6A
t-A
Fell
I 154
US-5
Usp-
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k?- U S c- 4" -rUW- Sours
-w
Page 12 of 22
Harriott Valenfine Engineers Inc.
LSI> 6 e�e
q
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wl Itz" osS 114 it 5 4ALOG
zop t'ss (Z X 4 F LF-1) G Ce
1-we'4 14p L&5/ .5DS
9 0 LS -3 14- w-5/sc-p-aw 5C.Eswis/ F�r.
PAtQ-- (Z 46" 0 IL
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if� , LGD6,,L-v- is 4-mAxtle-D ISTUOS Tp e -,I C> (S
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Os C- (A 4 Yz 2- 5 C> 1-9 5 ( t;p 6:.--
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1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel. 206 624 4760 1 fax 447 6971
Page 13 of 22
Harriott Valentine Engineers Inc.
SECTION 3: LATERAL
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel. 206-624-4760 1 fax 447-6971
Page 14 of 22
18606 Sound View P1, Edmonds, WA 98020, USA
Latitude, Longitude: 47.8302939, -122.3630382
OSHPD
I
Hutt Park 3:
C%
187th St SW
Map data 02019 Google
Date
4/11/2019, 2:59:12 PM
Design Code Reference
Document ASCE7-1 0
Risk Category
11
Site Class
D - Stiff Soil
Type
Value
Description
S,
1.284
MCER ground motion. (for 0.2 second period)
S,
0,504
MCER ground motion. (for 1.0s period)
SMS
1.284
Site -modified spectral acceleration value
Smi
0.755
Site -modified spectral acceleration value
SDS
0.856
Numeric seismic design value at 0.2 second SA
SDI
0.504
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
D
Seismic design category
F,
1
Site amplification factor at 0.2 second
Fv
1.5
Site amplification factor at 1.0 second
PGA
0.523
MCEG peak ground acceleration
FPGA
1
Site amplification factor at PGA
PGA,
0.523
Site modified peak ground acceleration
T,
6
Long -period transition period in seconds
SsRT
1.284
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.316
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
1.737
Factored deterministic acceleration value. (0.2 second)
S1RT
0.504
Probabilistic risk -targeted ground motion. (1.0 second)
SlUH
0.534
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
SlD
0.7
Factored deterministic acceleration value. (1.0 second)
PGAd
0.667
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS
0.976
Mapped value of the risk coefficient at short periods
CRI
0.944
Mapped value of the risk coefficient at a period of 1 s
Page 15 of 22
MCER Response Spectrum
I.0
1.0
0.5
n n
1 0
2 4
Period, T (sec)
— Sa(g)
Design Response Spectrum
].UU
0.75
0.50
0.25
r) nn
0
2 4
Period, T (sec)
— Sa(g)
E-1
6
DISCLAIMER
While the information presented on this websde is believed to be correct, S.EA.O.C. /P.S.H.P.Q. and its sponsors and contributors assume no responsibility or liability for its accuracy. The
.. ... ... .. .. .. .. ... ..
material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and
applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having
experience and knoWedge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided
by this websfte. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code
bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie.
Page 16 of 22
Harriott Valentine Engineers Inc.
SEISMIC DESIGN
Schwarz Deck
ASCE 7-10
Equivalent Lateral Force Procedure
Occupancy Category
11
Seismic Design Category
D
Importance Factor
1.00
Site Class
D
Ss
128.40 %g
S1
50.40 %g
Fa
1.00
Fv
1.50
Ct
0.02
X
0.75
hn
25.00 feet
Table 1-1
Table 11.6-1
Table 11.5-1
Table 20.3-1
(from USGS Seismic Hazard Curves, 2008 data)
(from USGS Seismic Hazard Curves, 2008 data)
Table 11.4-1
Table 11.4-2
Table 12.8-2
Table 12.8-2
(height to highest level) base to ave roof ht
Sms = Fa*Ss
1.2840
Eq. 11.4-1
Smi = Fv*S1
0.7560
Eq. 11.4-2
SIDS = (2/3)*Sms
0.8560 g
Eq. 11.4-3
SD1 = (2/3)*Smi
0.5040 g
Eq. 11.4-4
Period Ta = Ct*hn AX
0.2236 s
Eq. 12.8-7
To
0.1178 s
per section 11.4.5
Ts
0.5888 s
per section 11.4.5
Sa
0.8560 g
per section 11.4.5
R
6.5
Table 12.2-1
DO
3
Table 12.2-1
Cd
4
Table 12.2-1
Section 9.5.5 ok?
Yes
Table 12.6-1
Equivalent Lateral Force Procedure (section 12.8)
(psf)
CS
0.1317
Eq. 12.8-2
roof 2.96
W, weight
75,858 lb
per table below
level 2 1.67
QE
9,990 lb
Eq. 12.8-1
level 1 2.30
Vertical Force Distribution (section 12.8.3)
k = 1.00
Floor
Seismic
Floor
Wall
Wall
Total
(LRFD)
(ASD)
Level
Hx
Area
Dead Ld
Wt.
Length
Wt.
Wt.
WxHx
CvX
QE
0.7QE
(ft)
(U)
(psf)
(k)
(ft)
(k)
(k)
(k-ft)
N
(k)
(k)
Roof
25.00
412
12
4.9
112
0.5
5.4
136.2
17.4
1.74
1.22
Level 2
16.00
1455
10
14.6
270
2.4
17.0
271.7
34.7
3.47
2.43
Level 1
7.00
1455
10
14.6
270
38.9
53.4
374.0
47.8
4.78
3.35
75.86
781.89
100.00
9.99
6.99
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel. 206-624-4760 1 fax 447-6971
Schwarz Deck (KSA)
V =
110
mph
KZ
Kd =
0.85
ft B
C
D
KZt =
0-15 0.57
0.85
1.03
Exsposure
20 0.62
0.90
1.31
G
0.85
25 0.66
0.94
1.12
30 0.70
0.98
1.16
40 0.76
1.04
1.22
q, = 0.00256K,K,tKdV
2
Height
q z
(copy appropriate values of K, into C12-16)
K,
0-15
0.85
22.4
20
0.90
23.7
25
0.94
24.7
h = ft
30
0.98
25.8
Kz = 0.94
40
1.04
27.4
qh= 24.7
Normal to Ridge (east/west wind)
pitch
6
:12
0 = 0.463648 radians
L=
26.6 degrees
B =
windward roof
h/L =
1.7 CP=
ghGCP=
-6.3
Px =
-2.8
leeward roof CP=
ghGCP =
-10.5
P, = -4.7
leeward wall
L/B = 0.8
CP=
ghGCP=
-8.4
windward wall
CP=
Height
qz
gZGCP
0-15
22.4
15.2
20
23.7
16.1
25
24.7
16.8
30
25.8
17.5
40
27.4
18.6
Page 18 of 22
Parallel to Ridge (north/south wind)
L =
32
h
21.0 ft
B =
21
windward roof
h/L = 0.7
cp=
ghGCp =
-10.5
P, = -4.7
leeward roof
cp=
ghGCp =
-12.6
P), = -5.6
leeward wall
L/B = 1.5
cp=
ghGCp =
-10.5
windward wall
cp=
Height
qz
g,GCp
0-15
22.4
15.2
20
23.7
16.1
25
24.7
16.8
30
25.8
17.5
40
27.4
18.6
Page 19 of 22
H 1W
TA
ir
10.1 Qr, %, 25-001 rsc-
He*
1932 Fnt Avenue, $9 Re 120
r—ttle. WsshkjWn 04101-2447
W 206 624 4760 1. 2D6 447 6971
Z
0
Z
0
U
W
0
U.
0
Z
8d Kkk-..d
W 20a 624 4760 - 21
fa 206 447 6971
1 111, 1 �hhell
Kad sdeRW Ammliew"
ON F me&— st
Sesetle, WA OW2
Schwarz Deck
IVA68mxwv)ewpl
Ed�We. WA 9MO
w—w .... --p-
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ROOF
FRAMING PLAN
S2.2
Page 20 of 22
Harriott Valentine Engineers Inc.
LATERAL FORCE DISTRIBUTION (SEISMIC)
Monoslope storage
East-West
va'= allowable shear values multiplied by 2w/h
Walls Below Roof
for wall aspect ratios greater than 2:1
rho
1. 30
per ASCE 7-10 12.3.4.2
WALL F
V
V
L
v
SW h h/I va' Mot Mot Mot
OT
DL max
T
HID TL
Q POST
Ob)
(abv)
(total)
(ft)
(plf)
(ft) (Ibft) (abv) (total)
(lb)
(lb)
(lb)
(lb)
(lb)
N1 185
0
185
10.33
23
SW1 8.00 0.77 1924 0 1924
186
898
-712
0
186
S1 185
0
185
10.33
23
SW1 8.00 0.77 1924 0 1924
186
898
-712
0
186
North -South
va'= allowable shear values multiplied by 2w/h
Walls Below Roof
for wall aspect ratios greater than 2:1
rho
1.30
per ASCE 7-10 12.3.4.2
WALL F
V
V
L
v
SW h h/I va' Mot Mot Mot
OT
IDL max
T
HID TL
Q POST
Ob)
(abv)
(total)
(ft)
(plf)
(ft) (Ibft) (abv) (total)
(lb)
(lb)
(lb)
(lb)
(lb)
W1 370
0
370
8.00
60
SW1 8.00 1.00 3848 0 3848
481
386
95
HDIJ2 0
481
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206-624-4760 1 fax 447-6971
Harriott Valentine Engineers Inc.
T
CD
0
LATERAL FORCE DISTRIBUTION (SEISMIC)
Deck and kayak storage
East-West
va'= allowable shear values multiplied by 2w/h
Walls Below Roof
for wall aspect ratios greater than 2:1
rho
1.30
per ASCE 7-10 12.3.4.2
WALL F
V
V
L
v
SW h h/I va' M ot M ot
M ot
OT
DL max
T
HID TL
Q POST
Ob)
(abv)
(total)
(ft)
Of)
(ft) (Ibft) (abv)
(total)
(lb)
(lb)
(lb)
(lb)
(lb)
N1 440
0
440
21.00
27
SW1 7.90 0.38 4519 0
4519
215
1826
-1611
0
215
S1 440
0
440
21.00
27
SW1 6.75 0.32 3861 0
3861
184
1826
-1642
0
184
North -South
va'= allowable shear values multiplied by 2w/h
Walls Below Roof
for wall aspect ratios greater than 21
rho
1.30
per ASCE 7-10 113.4.2
WALL F
V
V
L
v
SW h h/I va' M ot M ot
M ot
OT
DL max
T
HD TL
Q POST
(lb)
(abv)
(total)
(ft)
(plf)
(ft) (Ibft) (abv)
(total)
(lb)
(lb)
(lb)
(lb)
(lb)
El 440
0
440
12.25
47
SW1 9.50 0.78 5434 0
5434
444
419
25
HDU2 0
444
W1 440
0
440
5.25
109
SW1 5.50 1.05 3146 0
3146
599
234
365
HDIJ2 0
599
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206-624-4760 1 fax 447-6971
PROJECT DIRECTORY SCOPE OF WORK
OWNER CONSTRUCT ADDITION TO EXISTING LOWER AND
UPPER LEVEL DECKS, BUILD NEW KAYAK HOUSE
JONATHAN AND KATHRYN SHWARZ AT LOWER LEVEL; NO NEW HEATED SPACE
CONTACT: JONATHAN SHWARZ
EMAIL: schwa�janathan@yahoo.wrn
SITE ADDRESS
18606 SOUND VIEW PL
ARCHITECT
PARCEL NUMBER
00434600200500
KARLSCHMIDT,AIA
KARL SCHMIDT ARCHITECTURE PLILC
2707 E MADISON ST
LEGAL DESCRIPTION
SEATTLE WA98112
EDMONDS SEA VIEW TRACTS BLK 002 D-00 LOT 2
206.323122
OF CITY OF EDM SP NO S-16-91REC AF NO
KARL@K-S-ARCH.COM
9212160849 BEING A PTN OF LOT($) 6 & 6 EXST PLAT
ENGINEER
JIM HARRIOTT, BE
HARRIOTT VALENTINE ENGINEERS
1932 FIRST AVE SUITE 720
DRAWING LIST
SEATTUE,WA98101
T (206) 624-4760
A1.0 - SITE PLAN I GENERAL INFORMATION
A2.0 - LOWER LEVEL FLOOR PLAN
A2.1 - MAIN LEVEL FLOOR PLAN
BUILDING STATISTICS
A2.2 - ROOF PLAN
A3.0 - EAST I NORTH ELEVATIONS
EX:STING FIN. BASEMENT 1,5B4 SF
A3.1 - WEST / SOUTH ELEVATIONS
EX STING MAIN LEVEL 2,480 SF
. C S /B
EXISTING ATTACHED GARAGE 720 SF
A3.3 - SECTION C I D
NO CHANGE TO SQUARE FOOTAGE
S11.0 - GENERAL STRUCTURAL NOTES
S2.0 - LOWER DECK AND FOUNDATION PLAN
S2.1 - MAIN DECK FRAMING PLAN
S2.2 - ROOF FRAMING PLAN
ZONING
S3.0 - STRUCTURAL DETAILS
S3.1 - STRUCTURAL DETAILS
ZONE ' RS-12
S4.0 - STRUCTURAL DETAILS
LOT SIZE: 13,634 SIF
35% OF 13,&U: 4,736S
EX STING RESIDENCE TO REMAIN:
3,226 SF
E=TING COVERED PORCH:
78 SF
EXISTING DECKS:
1,007 SF
DECK ADDITION 1
356 SF
TOTAL PROPOSED DECK ABOVE 36":
1,363 SF
TOTAL PROPOSED LOT COVERAGE:
4,667 SF (34.4%)
ALLO BLE UILDI G HEIGHT:
3
NO CHANGE TO BUILDING HEIGHT
J DRAINAGE
> I . PER CITY OF EDMONDS ENGINEERING TECHNICIAN:
"TIE INTO THE STORM SYSTEM SOUTH OF THE
MANHOLE THAT IS WITHIN THE EASEMENT ON THE
> NEIGHBORS PROPERTY. THE CITY WILL NOT PERMIT
TYING INTO THE MANHOLE BECAUSE IT IS A PART OF
THE DETENTION SYSTEM, AND THE DETENTION
> SYSTEM DOES NOT ACCOUNT FOR THE IMPERVIOUS
AREA OF THE PROPOSED DECK. ONCE THE PERMIT IS
A P -ED AND CONSTRUCTION BEGINS, THERE WILL
> NEEDROTV01 BE COORDINATION WITH THE NEIGHBOR IN
CONNECTING TO THE STORM SYSTEM."
> 2. CONTRACTOR TO INVESTIGATE ALL EXISTING DRAIN
L NES AND REPORT TO ARCHITECT REGARDING THE
> I E'
FIEZIBILITY OF PROPOSED ROUTING OF STORMWATER.
DRAINAGE SOLUTION PRIOR TO INSTALLATION.
OWNER/CONTRACTOR RESPONSIBLE
FOR LOCATING ALL ON -SITE UTILITIES
RELOCATIoN/RE'ASION TO ANY UTILMiES
MAY REQUIRE SEPARATE PERMIT
OWNEWCONTRACTOR IS RESPONSIBLE
FOR EROSION CONTROL AND DRAINAGE
SANITARY SEWER —
S TBACK SHOWN IN
HATCHEDAREAPER
EASEM NTS 1964451
AND 1984619
-4 — —
I RENEW
PLACED
DECK
(VtATERPROOFED)
121181 OF
NEW
IMPERVIOUS
SURFACE
_7 0
(ILL,
— EXI �NG HOLE � I
tALE, EXI IS ONVEYANCEPIPE
P6V�FbXMVv OV ('14VA-(V O`Qefay
TE PLAN
41� ilizwvv:
SCALE: 1* = 101
PIE
PcltKts5tw0 15 GU�al5mb 0 AllZ
f"Z-OPE'974
(N)COVERIED
DECK AREA
EXISTING ROOF AND FOOTING
0 INAGE CONNECTS TO EXISTING
D NTION SYSTEM PER CITY
RECORDS,
EXISTING RESIDENCE AT
18606 SOUND VIEW PL
3,226 SIF
NEW 7DECK DRAINAGE LINES
C NNECT TO EXISTING 8"
- _ P "NT
CONVEYANCEPI EON ADJACENT
T
PROPERTY; SEE DRAINAGE AtNOTES
I., o-.. -P.
41
155.00
M) C�ED
PORCH
M) ENTRY
WALK
- F-.8
..k
Z� PROJECT
177- NORTH
GENERAL NOTES
1. CURRENT EDITIONS OF THE EDMONDS MUNICIPAL CODE,
INTERNAT ONAL FUEL GAS CODE, INTERNATIONAL RESIDENTIAL
K
CODE WITH CITY OF EDMONDS AMENDMENTS, UNIFORM
PLUMBING CODE (UPC), INTERNATIONAL MECHANICAL CODE (IMC),
NATIONAL ELECTRICAL CODE (NEC), WASHINGTON STATE
ENERGY CODE (WSEC)
2. IF ERRORS, OMISSIONS, OR CONFLICTS IN THESE DOCUMENTS
ARE FOUND OR SUSPECTED, NOTIFY THE ARCHITECT
IMMEDIATELY AT THE ADDRESS OR TELEPHONE NUMBER SHOWN.
3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AT THE SITE AND
NOT FY OWNER / ARCHITECT OF ANY CONFLICTS PRIOR TO
IF
PROCEEDING WITH WORK.
4. CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS AS WELL AS
LOCATION, AND DISPOSITION OF EXISTING UTILITIES.
5. FOR ACCURATE DIMENSIONS, DO NOT SCALE DRAWINGS.
6. UNLESS OTHERWISE NOTED:
- DIMENSIONS FOR NEW PARTITIONS ARE TO FACE OF STUD.
DIMENSIONS TO CABINETS ARE TO FACE OF CABINET BOXES.
DIMENSIONS SHOWN ON INTERIOR ELEVATIONS ARE FROM
FINISH TO FINISH
7. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR ALL
CABINETS TO ARCHITECT FOR APPROVAL PRIOR TO PROCEEDING
WITH MATERIAL ORDER OR CABINET MANUFACTURE.
8. ALL DRAWINGS, CONSTRUCTION DOCUMENTS, IDEAS,
ARRANGEMENTS, DIMENSIONS OR PLANS SHALL NOT BE
APPROPRIATED BY OR DISCLOSED TO ANY PERSON, FIRM OR
CORPORATION FOR ANY USE OR PURPOSE WITHOUT THE
SPECIFIC AND WRITTEN PERMISSION OF KARL SCHMIDT
ARCHITECTURE, PLLC
ABBREVIATIONS
AB ANCHOR BOLT
CONIC CONCRETE
DIA D:AMETER
DIM D MENSION
D.S. DOWN SPOUT
EL ELECTRICAL
EQ EQUAL
EXT EXTERIOR
EXIST`G EXISTING
FF FINISH FLOOR
FND FOUNDATION
FOC FACE OF CONCRETE
FOS FACE OF STUD
FOW FACE OF WALL
GALV GALVANIZED
GUS GLUE LAMINATED BEAM
GWB GYPSUM WALL BOARD
INSUL INSULATION
MECH MECHANICAL
NIC NOT IN CONTRACT
Oc ON CENTER
PLAM PARALLAM
PRE -MAN PRE -MANUFACTURED
PSL PARALLAL STRAND LUMBER
PT PRESSURE TREATED
REBAR REINFORCED BAR
REQ'D REQUIRED
SIM SIMILAR
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
VIF VERIFY IN FIELD
W/ WITH
CMA CARBON MONOXIDE ALARM
T THERMOSTAT
ARCHITECTURAL LEGEND
rr-ROJECT NORTH
NORTH ARROW
HEIGHT DATUM
PROPERTY DATUM
FIR FLOOR TYPE & DIRECTION
FLOOR OR JOIST TYPE & SPACING
DOOR NUMBER
DOOR
WINDOW NUMBER
SECTION REFERENCE
A2.11 DWG LOCATION
SHEET LOCATION
DETAIL REFERENCE
A2. — DWG LOCATION
— SHEET LOCATION
ri, CENTER LINE
KARL SCHMIDT
ARCHITECTUREPLI-C
02019
2707 E MADISON ST
SEATTLE, WA 98112
T 206.323.2222
E: KARL@K.S-ARCH.COM
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BUILDING DEPARTMENT APPROVAL
AREA OF WORK
EXISTING CONSTRUCTION
NEW FOOTPRINT
— — — — — —
EXISTING FOOTPRINT
— — —
UPPER LEVEL OVERHANG
S TAIR R EFERENCE
BREAK
DIRECTION
ENGINEERING DIVISION
APPROVED AS NOTED
,
44- �114L-zk-
SITE PLAN
GENERAL INFORMATION
V RECISTERED
�ECT
ARCHITECT
L j SCHMIDT
'IN
N_
�T.N
SSTATIE�
DRAWN BY: C. REUTER R E �013
CHECKED BY: K SCHMIDT DEC 2 3 19
CITY OF EE
M. SH NUMBER
12.20.19 A1.0
CITY COPY
A
DN DN
IN LF
(N)COVERED
DECK
BEDROOM 4
NO WORK
CMA
FAMILY ROOM
NO WORK
P
BATH
NOWORK
-7777-77
UTILITY
MUDROOM
NO WORK
STORAGE
NO WORK
CRAWLSPACE [D] [D]
FDI FE�
A
A3.2
A LOWER LEVEL FLOOR PLAN
I SCALE: 11/4-=T-0-
DN D.S7
LINE OF EXISTING
DECK TO BE
REMOVED
BEDROOM 5 (E)PLANTER
NO WORK
CMA
B TH
OAWORK
- CRAWLSPACE -
7J 0
UTILITY CLOSET
NO WORK
n
B- GENERAL NOTES
1. ALL DIMENSIONS ARE TO FACE OF STUD AT NEW
CONSTRUCTION AND TO FACE OF FINISH AT EXISTING
CONSTRUCTION.
2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AT THE
SITE AND NOTIFY OWNER / ARCHITECT OF ANY
CONFLICTS PRIOR TO PROCEEDING WITH WORK.
A3.31D
(N) KAYAK HOUSE KEY NOTES
(260 SF) (D 36" GUARD RAIL, SEE DA3.2
(D PROVIDE HANDRAIL FULL LENGTH OF STAIR
RAISED STORAGE
AREA
D.S.
0
D.S.
..31C
I 0
D.S.
LINE OF
UO DECK
D.S. ABOVE
LEGEND
NEW CONSTRUCTION
EXISTING CONSTRUCTION
— — — —
— —
TO BE DEMOLISHED
APPROVED
B
LAMS RUSU BE
A3.2
OM J00 9TTE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
City of El dmonds Building Oepartment
APPROM) PLAN,'
i- Electrical Permit from
P=erfrora
CITY OF EDMONDS
[!#btaiia --tr 'a'
State Labor & IndustrieS
�;
BUILDING DEPARTMENT
to
='s's �6ntg �,.f
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(�� PROJECT
1/p NORTH
OWNER
APPROVED DATE: __6111S
BLDG. OFFICIAL:
PERMIT NUMB[-:R
?29p.aQ1
CITY COPY
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KARL SCHMIDT
ARCHITECTUREPLI-C
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CHECKED BY: K. SCHMIDT DEC
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0
SHEET NUMKR
12.20.19. A2.0
SUB
23 2019
TMEt
E ONDS
GENERAL NOTES
1. ALL DIMENSIONS ARE TO FACE OF STUD AT NEW
CONSTRUCTION AND TO FACE OF FINISH AT EXISTING
CONSTRUCTION.
2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AT THE
SITE AND NOTIFY OWNER I ARCHITECT OF ANY
CONFLICTS PRIOR TO PROCEEDING WITH WORK.
LEGEND
NEW CONSTRUCTION
EXISTING CONSTRUCTION
TO BE DEMOLISHED
MAIN LEVEL FLOOR PLAN PROJECT
SCALE: 114"=l'-9' *_1 NORTH
KARL SCHMIDT
ARCHITECTURE PLLC
02019
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T 206.323.2222
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MAIN LEVEL
FLOOR PLAN
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AKHTE�
L r
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DRAWN BY: C. REUTER KES
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ONDS
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SCALE: 1/4"=V�0" NORTH
a-wdrvro4m
(D NEW ROOF OVER UNHEATED I UN -INSULATED SPACE, TYP.
�D LINE OF EXISTING HIP ROOF
(D GUTTER, TYP.
LEGEND
WALL BELOW
PITCH DOWN -WARD
KARL SCHMIDT
ARCHITECTUREPLI-C
02019
2707 E MADISON ST
SEATTLE, WA 98112
T 206.323.2222
E: KARLOK-S-ARCH.COM
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LEYEL - - - - -- I
2 INUM I rl [=Lr-V/A I lUIM
SCALE: 114"=I'-W
EAST ELEVATION
SCALE:
FOR ITE.S, NOT SHOWN HERE
REFER To S HEET A3.1
KEY =NOTES
(D GUTTERATNFWROOF
KARL SCHMOT
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12.20.2019
BUILDING DEPARTMENT APPROVAL
EAST AND NORTH
ELEVATIONS
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KEY NOTES
(D NEW ROOF TO MATCH EXISTING
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FOR ITEMS NOT SHOWN HERE
REFER TO SHEET A3.3
KEY NOTES
TYPICAL UPPER LEVEL DECK ASSEMBLY
IPE PALLETS ON PEDESTALS; 6-MIL VAPOR BARRIER;
PLYWOOD SHEATHING PER STRUCTURAL, SLOPED TO DRAIN;
FRAMING PER STRUCTURAL; 117'CEDART&G
TYPICAL WALL ASSEMBLY AT UNHEATED SPACE
EXTERIOR SIDING PER ELEVATIONS; SHEATHING PER
STRUCTURAL; FRAMING PER STRUCTURAL
FLOOR ASSEMBLY AT RAISED STORAGE PLATFORM
SHEATHING PER STRUCTURAL; FRAMING PER STRUCTURAL
EXISTING CONCRETE RETAINING WALL
(D NEW CONCRETE RETAINING WALL PER STRUCTURAL
TYPICAL LOWER DECK ASSEMBLY
IX4 IPE DECKING BOARDS W/ CONCEALED FASTENERS;
FRAMING PER STRUCTURAL
SLAB ON GRADE PER STRUCTURAL
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REV 2
12.20.2019
BUILDING DEPARTMENT APPROVAL
SECTION A AND B
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FOR ITEMS NOT SHOWN HERE
REFER TO SHEET A3.2
SECTION THRU KITCHEN
SCALE: 1/4"=11-91
KEY NOTES
LINE OF EXISTING HIP ROOF, OVERFRAME PER STRUCTURAL
ROOF ASSEMBLY AT NEW DECK COVERING
ROOFING TO MATCH EXISTING; 40-MIL VAPOR BARRIER;
PLYWOOD SHEATHING PER STRUCTURAL; FRAMING PER
STRUCTURAL
ROOF OVER KAYAK HOUSE AT STAIR ASSEMBLY
1 LAYER TPO ROOFING; PLYWOOD SHEATHING PER
U E c L;
36" PRE -CAST CONCRETE TREADS BY DIAMOND CONCR
PROVIDE 1-1/2"STEEL RISER TO LIMIT OPENING TO 4"
36" HIGH GUARD RAIL, 4" OPENING, MAX.
PROVIDE UNDER -JOIST DRAINAGE TO CATCH RUNOFF FROM
STAIR CONNECT TO STORMWATER DRAINAGE SYSTEM PER
SH ET A1.0
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06.11.2019
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09.11.2019
REV 2
12.20.2019
BUILDING DEPARTMENT APPROVAL
.m—T11.
SECTION C AND D
R""TREI
ARH'T"!
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DRAWN BY: G. REUTER -R-ES B
CHECKED BY: K. SCHMIDT
DEC 2 3 2 19
BUILDING EDM TMI
SHEET ME� NO
12.20.19 A 3. 35
GENERAL STRUCTURAL NOTES
(THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS)
CRITERIA
1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE
DRAWINGS, SPECIFICATIONS & THE INTERNATIONAL BUILDING CODE (2015 EDITION)
2. DESIGN LOADING CRITERIA:
3.
4.
5.
FLOOR LIVE LOAD (RESIDENTIAL) . . . . . . . . . . . . . . . . . . 40 PSF
DECK LIVE LOAD (RESIDENTIAL) . . . 4 . . . . . . . . . . . . . . . 60 PSF
ROOF SNOW LOAD (Pf) . . . . . . . . . . . . . . . . . . . . . . . 25 PSF
WIND:
BASIC WIND SPEED (3-SECOND GUST) . . . . . . . . . . . . . . . . 110 MPH
WIND IMPORTANCE FACTOR (1w) . . . . . . . . . . . . . . . . . . . . . 1.0
WIND EXPOSURE . ... . . . . . . . . . . . . . . . . . . . . . . . . . C
TOPOGRAPHICAL FACTOR (Kzt) . . . . . . . . . . . . . . . . . . . . . 1.00
EARTHQUAKE:
LAT. / LONG . . . . . . . . . . . . . . . . . . . . . . 47.830 / -122.363
SEISMIC IMPORTANCE FACTOR (Ie) . . . . 4 . . . . . . . . . . . . . . 1 . 0
SEISMIC USE GROUP . . . . . . . . . . . . . . . . . . . . . . . i . . i I
MAPPED SPECTRAL RESPONSE (Ss/Sl) . . . . . . . . . . . . . . 1.28g/0.50g
SPECTRAL RESPONSE COEF. (SDS/SDI) . . . . . . . . . . . . . 0.86g/0.50g
SEISMIC FORCE RESISTING SYSTEM: . . . . . . . . . . PLYWOOD SHEAR WALLS
DESIGN BASE SHEAR . . . . . . . . . . . . . . . . . . . . . . . . 6. 919k
SEISMIC RESPONSE COEFICIENT (Cs) . . . . . . . . . . . . . . . . . 0.132
SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . D
RESPONSE MODIFICATION FACTOR (R) . . . . . . . . . . . i ' i * i i 1 6.5
ANALYSIS PROCEDURE . . . . . . . . . . . . . . . EQUIVALENT LATERAL FORCE
REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PROJECT, 2008 DATA
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL
DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS
AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY
DISCREPANCIES PRIOR TO CONSTRUCTION.
CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CON-
DITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CON
STRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST
VERIFIED. CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT
UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION. THE CONTRACTOR SHALL
BRING ALL CONFLICTS AND DISCREPANICES TO THE ATTENTION OF THE ARCHITECT
AND STRUCTURAL ENGINEER.
CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY
DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT, EXISTING CONSTRUCTION
AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING
REINFORCING SHALL BE RETAINED UNDAMAGED WHERE NOTED ON THE PLANS.
DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING
STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON
EXISTING FLOOR SYSTEMS TO 40 PSF. ALL NEW OPENINGS THROUGH EXISTING
CONCRETE OR MASONRY WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW
CUTTING WHEREVER POSSIBLE.
6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
ACCORDANCE WITH THE PLANS.
7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO,PERFORM THE WORK.
THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL
AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE
SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CON-
TRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE�ONOTE,
CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, N-
CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
GEOtECHNICAL
8. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION '
COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH REC_
OMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGI-
NEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COM-
PACTED STRUCTURAL FILL OR BOTH) AT LEAST 18- BELOW LOWEST ADJACENT F I N-
ISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS)
ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS
MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE
TESTING LAB AND SOILS ENGINEER, BACKFILL BEHIND ALL RETAINING WALLS WITH
FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED
IN THE SOILS REPORT.
ALLOWABLE SOIL PRESSURE . . . . . . . . . 2500 PSF
SOILS REPORT REFERENCE: GEOTECH CONSULTANTS NO. JN19181
9. PIPE PILE INSTALLATION SHALL CONFORM STRICTLY WITH THE RECOMMENDATIONS
GIVEN IN THE SOILS REPORT OR As DIRECTED BY THE SOILS ENGINEER. THE
GEOTECHNICAL SPECIAL INSPECTOR SHALL CONTINUOUSLY OBSERVE INSTALLATION
OF THE PILES. PIPE PILES SHALL BE DRIVEN TO REFUSAL, WHERE REFUSAL IS
DEFINED AS THE MINIMUM NUMBER OF SECONDS REQUIRED TO ACHIEVE ONE INCH OF
PENETRATION, AS INDICATED BELOW:
HAMMER MODEL HAMMER WEIGHT BLOWS PER MINUTE SECONDS PER INCH
JACK HAMMER 90 LB 1000 - 1200 60
RHINO HAMMER 140 LB 1000 - 1200 60
PIPE PILE AXIAL CAPACITY IS 3 TONS (6,000 LB).
PIPE PILES SHALL BE 2- DIAMETER, SCHEDULE 80 (0.218- WALL), AND SHALL
CONFORM TO ASTM A53, GRADE A, FY = 30 KSI. PILES SHALL BE TESTED IN
IN ACCORDANCE WITH ASTM D1143-81. THE GEOTECHNICAL SPECIAL INSPECTOR
SHALL CONTINUOUSLY OBSERVE TESTING OF THE PILES.
CONCRETE
10. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORD-
ANCE WITH ACI 301. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF F'C = 2' 500
PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBI�
YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS.
THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED
IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND
THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CON-
CRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,
FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CE-
MENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN
ACCORDANCE WITH ACI 301. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF
RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH
CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY
FOR SPECIFIED PERFORMANCE.
ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -
ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND
C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 19.3.2.1 OF THE
ACI 318.
11. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT SI) '
GRADE 60, FY = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185.
12. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD-
ANCE WITH ACI 318. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS
OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTER-
SECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2'-0' MINIMUM. LAP
ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF Be AT SIDES AND ENDS.
13. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
A. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE . . . 3
B. ALL OTHER SURFACES . . . . . . . . . . . . . . . . 1 1/2'
WOOD
14. FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CON-
FORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17,
LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
JOISTS: (2X MEMBERS) HEM -FIR NO. 2
MINIMUM BASE VALUE, FB 850 PSI
(3X & 4X MEMBERS) DOUGLAS FIR NO, 1
MINIMUM BASE VALUE, FB 1000 PSI
STRUCTURAL LIGHT FRAMING:
DOUGLAS
FIR NO. 2
(INCL.
3X AND 4X POSTS)
MINIMUM
BASE VALUE, FB
= 9.00 PSI
BEAMS
AND STRINGERS:
DOUGLAS
FIR NO. I
(INCL.
6X AND LARGER)
MINIMUM
BASE VALUE, FB
= 1350 PSI
POSTS
AND TIMBERS:
DOUGLAS
FIR NO. I
(6X6 AND LARGER )
MINIMUM
BASE VALUE, FC
= 1000 PSI
STUDS,
PLATES & MISC. FRAMING:
DOUGLAS
FIR OR HEM -FIR
STANDARD GRADE
2XIS STUDS AND PLATES: HEM -FIR NO.3/ STUD GRADE
2X AND 3X T & G DECKING HEM -FIR COMMERICAL DEX,
MINIMUM BASE VALUE, FB = 1350 PSI
15. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND
AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND
SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. ALL SIMPLE
SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, FB = 2,400 PSI, FV
165 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8,
FB = 2400 PSI, FV = 165 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 2,000'
RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. ALL COLUMNS SHALL BE DOUGLAS
FIR COMBINATION NO. 5, FC = 2400 PSI, E = 2.0 X 10E6 PSI.
16. ENGINEERED LUMBER MEMBERS SHALL BE MANUFACTURED UNDER A PROCESS BY THE
NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING
THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NATIONAL
RESEARCH BOARD NUMBER, AND THE QUALITY CONTROL AGENCY. ALL LUMBER SHALL
BE MANUFACTURED IN ACCORDANCE WITH THE APPROPRIATE NER REPORT AND GLUED
WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL
GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER.
PSL FB = 2900 PSI E = 2000 KSI FV = 290 PSI NER-292
LSL FB = 2250 PSI E = 1500 KSI FV = 285 PSI NER-481
LVL FB = 2600 PSI E = 1800 KSI FV = 285 PSI NER-126
DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE WEYERHAUSER
CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND
APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST
HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED
THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST
HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS
PROVIDED.
ALL PROPOSED HOLE'SIZES AND LOCATIONS SHALL BE SUBMITTED TO THE STRUCTURAL
ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO DRILLING HOLES.
17. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE
MANUFACTURER IN ACCORDANCE WITH THE 'NATIONAL DESIGN STANDARD FOR METAL
PLATE CONNECTED WOOD TRUSS CONSTRUCTION' BY THE TRUSS PLATE INSTITUTE FOR
THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS:
A. TOP CHORD LIVE LOAD . . . . . 25 PSF
B. TOP CHORD DEAD LOAD . . . . . 10 PSF
C. BOTTOM CHORD DEAD LOAD . . . . 5 PSF
D. TOTAL LOAD . . . . . . . . . 40 PSF
WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL).
SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCT-
STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS
SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER,
STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS,
HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL
HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES,
STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS
SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS
TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS.
PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING.
18. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II,
EXTERIOR GLUE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND
BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE
USED IN LIEU OF PLYWOOD.
A. ROOF SHEATHING SHALL BE 1/2' (NOM.) WITH SPAN RATING 24/0.
B. FLOOR SHEATHING SHALL BE 3/4' (NOM.) WITH SPAN RATING 40/20.
C. WALL SHEATHING SHALL BE 1/2' (NOM.) WITH SPAN RATING 24/0.
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING.
19. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -
TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED
BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR
MASONRY. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF
A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY
OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS
GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES,
AND COLUMNS.
20. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE *STRONG -TIE*
BY SIMPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT
DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC
APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF
FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS., WHERE CONNECTOR STRAPS
CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER.
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS
UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UN-
LESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEA-
SONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. HANGERS
IN DIRECT CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE EITHER STAINLESS
STEEL (SST300), POST HOT -DIPPED GALVANIZED(HDG) OR GALVANIZED WITH A MINI-
MUM OF 1.850Z ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL
LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST
HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH 'ITT'
OR "IUT" SERIES JOIST HANGERS.
21. NAILS - NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING
SPECIFICATIONS:
SIZE LENGTH DIAMETER
6D 2' 0. 113"
8D 2-1/2' 0.131"
IOD 3- 0.148"
12D 3-1/4" 0. 148"
16D 3-1/2' 6.162"
IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT
NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION)
FOR REVIEW AND APPROVAL. NAILS SHALL BE DRIVEN FLUSH TO FACE OF
SHEATHING WITH NO COUNTERSINKING PERMITTED.
22. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN:
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED
TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM
NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304. 10. 1 OF
THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS
SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS
WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER
THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.
B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE
2X4 STUDS @ 16" 0. C. AT INTERIOR WALLS AND 2X6 @ 16* 0. C. AT EXTERIOR
WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS
AND AT EACH SIDE OF ALL OPENINGS. TWO 2X8 HEADERS SHALL BE PROVIDED
OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD CL
UMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. WALLS SHA�L
HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE
TO EACH STUD WITH TWO 16D NAILS, AND TOENAIL OR END NAIL EACH STUD TO
BOTTOM PLATE WITH TWO 16D NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16D
AT 12" D.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE SIX 16D NAILS
AT 4" D.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER
WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12" D.C.
STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH
7" MINIMUM EMBEDMENT)@ 4'-0' D.C. UNLESS INDICATED OTHERWISE. INDIVI-
DUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH
16D @ 12" 0. C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE
FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE
GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND
BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" D.C. USE 5D COOLER NAILS
FOR 1/2h GWB AND 6D COOLER NAILS FOR 5/8' GWB. WHEN NOT OTHERWISE
NOTED, PROVIDE 1/2" (NOM.) APA RATED SHEATHING (SPAN RATING 24/0) ON
EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES),
TOP AND BOTTOM PLATES WITH 8D @ 6" D.C. AND TO ALL INTERMEDIATE STUDS
AND BLOCKING WITH 8D @ 12- D.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES
AND ENDS.
C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN
FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL
BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16D NAILS. ATTACH
TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN
ACCORDANCE WITH TIMBER CONNECTOR NOTE. NAIL ALL MULTI -JOIST BEAMS TO-
GETHER WITH 16D 0 12' 0. C. STAGGERED. UNLESS OTHERWISE NOTED ON THE
PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH AXIS
PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS @ 6" O.C. TO FRAMED
PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" 0. C. TO
INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED
BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR
SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL
BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8' SPACING AT ALL PANEL
EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO
SUPPORTS WITH 16D @ 12' 0. C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR
AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD
PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED.
"M
MWA
Hand,ft Valentine Engineers Inc.
1932 First Avenue, Suite 720
Se.111s, Washington 9BIDI-2447
sal 206 624 A760 fah, 206 447 6971
-h.1flatts.l.nfirs-
ASq
-6
L
-2120119
rian KhWmod
t.I.M l!l- 4M a- 21
a 2064476971
bkjrkwocd@haalot1Valenflne.corn
Karl Schmidt Architecture
2707 E M.di.n St
Seattle, WA 9BI12
-J.,
Schwarz Deck
18606 S.urd vi- P1
Edmonds, WA 98020
iseas .1.
6/6119 PennitSubmstal
7/1&19 R.hron 1 A
12/20/19 Corr. Notice/Design Revs
D-1.9
GENTEIIAL STRUCTURAL
NOTES
0-Inglus-
IS1.0
U)
RESUS
DEC 2 J 2019
BU&V�NG DE
0 E
F EEVO NMDSN I
WA
LEGEND
Hardoft Valentino Engineers In..
1932 First Avenue, Suite 720
SPAN
SeetUe. W.0ingUm 98101-2447
'1 206 624 4760 fft 206 447 6971
EXTENT
—handottv,lentine.com
SECTION DETAIL
(FB)
FLUSH BEAM
(PT)
PRESSURE -TREATED
COLUMN ABOVE
COLUMN BELOW
NEWSTRUCTURAL WALL
EXISRNG STRUCTURAL WALL
t�ywo&4�7
NEW CONCRETE WALL
EXISTING CONCRETE WALL
FOUNDATION PLAN NOTES
1. WHERE NEW CONCRETE WALLS OR FOOTING
ABUT EX. CONCRETE, PROVIDE DOWELS #4 x
2�—Cr TO MATCH HORIZ. REINFORCING, EMBED
5" IN EPDXY GROUL
2. SLAB —ON —GRADE SHALL BE PLACED AND
CURED FOR A MINIMUM OF SEVEN DAYS
BEFORE RETAINING WALLS ARE BACKFILLED.
SEE RETAINING WALL DETAILS FOR SPECIFIC
CONFIGURATION.
HANGER SCHEDULE
MEMBER
(FLAT ONLY)
HANGER
FACE NAILING
CAPACITY
(Cd = 1.0)
202
LUS210
10d COMMON
1275 lb
(2)2x12
LUS210-2
10d COMMON
1565 lb
GL 51/W31/2
HUCQ612—SDS
1/421/2' SDS
5315 lb
FOUNDATION PLAN
-lc 1/4- l'-0'
A
S
UNAL
'12120119
B,! � Mkovood
tel 206 624 4760 ex. 21
W 205 447 6971
bkirkwood@harriottvatentine.00m
P.J.0—es.,
K.d S�hsni t A"itectuse
2707 E Madison St
Seattle, WA 98112
P.1-
Schwarz Deck
18606 Bound Vi� P1
Edmonds, WA 98020
I... — . D.—Ipt-
6/6119 Penmit Submittal
7115119 —
12/20119 _ Gorr. Notioe/DesIgn Revs
D—Ine Tul.
LOWER DECK AND
FOUNDATION PLAN
Cl)
RESUB
DEC 2 3 W9
EULIll EPARTMENI
Crry%D
r
=0.01NDS
LEGEND
Hanlon Valentine Engineers Inc.
1932 First Avenue, Suite 720
SPAN
Seattle. Washington 98101-2447
tel 206 624 4760 fax 206 �17 6971
EXTENT
—hani0tivalentine.corn
YAX
"a-V
SECTION DETAIL
(FB)
FLUSH BEAM
(PT)
PRESSURE -TREATED
E I
COLUMN ABOVE
0
COLUMN BELOW
NEW STRUCTURAL WALL
EXISTING STRUCTURAL WALL
NEW CONCRETE WALL
EXISTING CONCRETE WALL
FRAMING PLAN NOTES
1. SW_ INDICATES SHEARWALL TYPE PER
SCHEDULE 8/S4.0. REFER TO DETAILS FOR
TYPICAL SHEARWALL CONSTRUCTION. SEE
ARCHITECTURAL DRAWINGS FOR ADDITIONAL
WALL INFORMATION.
2. REFER TO GENERAL STRUCTURAL NOTES FOR
FLOOR OR ROOF SHEATHING TYPE, THICKNESS,
AND NAILING.
3. COLUMNS SHALL BE DOUBLE STUD MINIMUM,
I UNLESS NOTED OTHERWISE. SEE II/S4.0.
4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP
I PLATES AND SPLICE PER 12/S4.0.
5. POSTS 0, INCLUDING ENDS OF WALL OPENINGS,
SHALL BE (2)2x6 UNLESS NOTED OTHERWISE,
HANGER SCHEDULE
MEMBER
(FLAT ONLY)
HANGER
FACE NAILING
CAPACITY
(Cd = 1.0)
2xIO or 202
WS210
10d COMMON
1275 111
,242,
SIJRA210
10d COMMON
1240 Ib
(2)2x12
WS210-2
16d COMMON
1565 Ib
6x12
HU612
16d COMMON
2050 Ib
��51/22%
HUC0612—SDS
'F
/Z92/2'1;�DS
(3)2x12
HUC212-3
11exI314' IITEN2
MAIN FLOOR FRAMING PLAN (BASEMENT WALLS)
-1. Ile = 1�0*
h HA
VA
29049
02VAL
1�120119
P.J.ac
Sri n Kirkwood
let 206 624 4760 .. 21
fax 2(16 447 6971
bkirk�od@har�batentine.com
Kad Schnndt Architecture
27G7 E Madlaon St
Seattle, WA 98112
'.J.
Schwarz Deck
18006 Sound Vim Pi
Edrnoads, WA 98020
W19 Pennit Subunittal
711W19
12120/19 Com. Ncfl�icn R.,
A I -
I 8u11du,,Dft,nuApp.I
MAIN DECK
FRAMING PLAN
RESUB
DEC 2 3 2019
BUILDING DEPARTMENT
CffY OF EDMONDS
HV
LEGEND H—loft Wood- Engineers In,
1932 First Awmue, Sulte 720
SPAN Se -file, Washingum 98101�447
tol 206 624 4760 fax 206 447 6971
—handobalenUm.com
> EXTENT
SECTION DETAIL
(FB) FLUSH BEAM
(PT) PRESSURE -TREATED
-- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ri
- COLUMN ABOVE
0 COLUMN BELOW
EX BEAM NEW STRUCTURAL WALL
- __EXEAM
EXISTING STRUCTURAL WALL
NEW CONCRETE WALL
EXISTING CONCRETE WALL
EX. BEAM EX. BEAM EX. BEAM
61
EX. BEAM GL 2�xq (X-BEAM FRAMING PLAN, NOTES
(TREATED) 1. SW_ INDICATES SHEARWALL TYPE PER
..... SCHEDULE B/S4.0. REFER TO DETAILS FOR
TYPICAL SHEARWALL CONSTRUCTION. SEE
EXISTING ARCHITECTURAL DRAWINGS FOR ADDITIONAL
ROOF FRAMING ....... . WALL INFORMATION.
u (NO CHANGE)
................... . 2. REFER TO GENERAL STRUCTURAL NOTES FOR
FLOOR OR ROOF SHEATHING TYPE, THICKNESS,
AND NAILING.
... .................
.. .... 4 0 24"oc
6
3. COLUMNS SHALL BE DOUBLE STUD MINIMUM,
...................
UNLESS NOTED OTHERWISE. SEE ll/S4.0.
4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP X MAP
El .7F: -- — — — — — PLATES AND SPLICE PER 12/S4.0. % WA
NVA
5. POSTS 0, INCLUDING ENDS OF WALL OPENINGS,
SHALL BE (2)24 UNLESS NOTED OTHERWISE
6,'
GL 51/2xg (X-BEAM) 29Q4
(TREATED)
i K.,
Bd n Kir�dl
Is 206 624 4760 sx. 21
fax 206 447 6971
bkie�ood@harriotwatentine.com
P.J.—Ihioxt
Karl Schmkk Architachse
2707 E Modi— 61
SsatRe, WA 98112
7
p."
Schwarz Deck
18606 8-nd Vl P1
Edmonds, WA 98020
I F_ ........ P
::1,9 Pemnit Submiftal
Ll7/15119 R.W. 1
31 T:7 IV20/19 Goff. NofiDaGesignRvs Al
/IT,\ KT_� ROOF FRAMING PLAN (MAIN FLOOR WALLS)
KD sul. 11r = f-r
I su.dln..-_. I
ROOF
FRAMING PLAN
"..I.g N..'.'
S2.2
RESUS
DEC 2 3 2019
BU&MDEP-T
r M
HV
Harri-ft Valentine Engineers Inc.
1932 First Awen SuiW 720
GAURD PER 12/S3.1
e.
Seakle, Washin�gtcm 98101-2447
tol 206 624 4760 le. 206 447 6971
www.hannobatentine.00rn
I —FOOTING PER DETAILS
//�BEAM
PER PLAN
12"0 PLINTH, REINF. WITH COLUMN PER PLAN
12"0 PLINTH, REINF. WITH COLUMN PER PLAN
01
(PRESSURE TREATED)
(4) #4 VERT. AND TIES (PRESSURE —TREATED)
(4) #4 VERT. AND TIES (PRESSURE —TREATED)
#3 x 0 @ Yoc
#3 x 0 0 Yoc
7
CBS66 POST BASE
CB SERIES POST BASE
CBS66 POST BASE
R 1/2"X 6"X 6
FOOTING AND PLI
(3) #4 CONT
(3) #4 EACH WAY
PER 3/S3.0
BOTTOM
T
#4 @ 12 OC
Lj
z
PIPE PILE PER PLA N
3/16
6.
TYP.
PIPE PILE PER 4/S3.0
2
TYPICAL PIPE
PILE EMBEDMENT
3/4" l,-0,,
3/4- 1,,-o,,
3/4" V-10"
3
1—f/2" V-0"
EXISTING STUD WALL
JOISTS PER PLAN (P.T.)
HANGERS PER SCHEDULE
EXISTING SLAB —ON —GRADE
14. HA
WAP,
1�120119
Brian Kirkwood
SHEARWALL PER PLAN
LEDGER 202 (P.T.) EXISTING CONCRETE
PLATE NAILING PER
FLOOR SHEATHING NAILING
ATTACHED W/ (2) ROWS
5/8`0 EXP. BOLTS
STEMWALL AND FOOTING
tel 206 624 4760 ex. 21
fax 206 447 6971
bkirkwood@hanlolhal,,tine.corn
SIN SCH EDULE
8d 0 6"oc
8d @ Voc
(STAINLESS) @ 8oc
EMBED 4s
2x6 P.T. PLATE WITH
JOISTS PER PLAN
A35 PER SCHEDULE
Kad Sc micitArciiiiecture
5/8-0 ANCHOR BOLTS
2x6 P.T. PLATE WITH
5/8-0
A2
2707 E Madison St
Seaftle, WA 98112
@ 48"OC
A35 @ 24"oc
JOISTS PER PLA ANCHOR BOLTS
0 48"oc
3/4' V-0"
7
3/4" V-0" 8
SCIIV�arZ DeCk
1860 Sm,d View P1
Edmonds. WA 98020
2E
S
.. till
#4 0 16"oc VERT.
#4 @ 16"oc VERT.
4" THICK SLAB REINF. W/
#4 0 18"cic EA. WAY CTR'D.
p"
(CENTERED)
(CENTERED)
6W19 Pemilt 8=1
7115119 Rexislon i
SHEARWALL PER PLAN #4 @ 16"oc VERT.
l2r20119 C.,. N.U.,13.1p R..
#4 0 10"oc HORIZ.
[(2) AT TOP OF WALL]
#4 @ 10"oc HORIZ.
[(2) AT TOP OF WALL]
(CE
(CENTERED)
TYPICAL
6 MIL VAPOR BARRIER
2X6 P.T. PLATE WITH #4 @ 10"cic HORIZ.
SLAB
(OMIT AT EXTERIOR SLABS)
5/8'0 ANCHOR BOLTS PER [(2) AT TOP OF WALL]
E(2
WWXWM� W"WO 4" FREE —DRAINING
4
SLAB —ON —GRADE
L#v4'
SW SCHEDULE (0 48'oc
SLA
ELSEWHERE) SLAB —ON —GRADE
GRANULAR FILL
PER 12/S3.0
PER 12/S3.0
P
CONTROL JOINT FORMER
"ZIP
CONTROL
STRIP" 11/2" DEEP
I� CLR.
JOINT
(JOINT MAY BE SAW —CUT
\M WXNIWW�00�0
AT CONTRACTOR'S OPTION)
rE
CUT ALT. BARS AT JOINT
2nd POUR
lst POU R
#4 CONT.
----------PLASTIC JOINT KEY
M EADOW BURKE"
DRAINAGE PER
CONSTR.
STOP REINF.1' CLEAR OF
ARCHITECTURAL
(4) #4 CONT.
DRAINAGE PER
(2) #4 CONT.
DRAINAGE PEI
JOINT
JO I INT EACH SIDE
STRUCTURAL DETAILS
ARCHITECTURAL
ARCHITECTURAL
SLAB —ON —GRADE
(NOT INSULATED)
S3.0
3/4" l'—O"
9
3/4" l'—O" 10
3/4" = V-0-
11
3/4" = V-0" 12
RESUB
DEC 2 3 2W
El Q
U& W.GF E-D.N. _N
HV
H,,,Ic'ft Valentine Engineers Inc.
BLOCK ONE TRUSS BAY
OUTRIGGERS 20 0 24c
1932 Firet Avenue. Suite 720 ,
Se-ttle, Washington 98101-2447
W/ 2x6 0 48"oc
WITH (3) 16d TO TRUSS
Wl 206 624 47M le. 206 447 6971
PANEL EDGE NAILING PER
PRE —MANUFACTURED
�haniottvalenti
U N .0-
PLAN (8d 0 6"oc U.N.O.)
2rP'ER'P
TRUSSES PER PLAN
S�;
(3) 16d AT BLOCKS
F
F'
(3) 16d
4
;;U
FACENAIL
AT BARGE
f
RAFTER
TRUSSES
NOTCH END TRUSS
PER PLAN -
FOR OUTRIGGERS
ECCQ66SDS2.5 EA E D
H2.5A @ EA TRUSS
----------------------------------------------
COLUMN PER PLAN
POST AND BEAM
PER PLAN (BEYOND)
2
A
2
A
3/4" l'—O"
3/4" V-10'
3/4" l'-0" 3
3/4" l'—O" 4
PANEL EDGE N IA 'L
AT LAST TRUSS, SHEATH
8d 0 6" oc
FULL HEIGHT PER SWI
DECK AND GUARD
GUARD
EXISITING SHEARWALL—
EXISTING JOISTS
PER MANUFACTURED
LOVERFRAME
PER 7/S3.1
PER 10/sal
PER 9/S3.1
PL W
TRUSSES PER A
D ECK JOISTS PER PLAN
'4
eNHAII�p
HANGERS PER SCHEDULE
EXIS NG ROOF RAFTERS
<
F
TREADS AND BRACKETS
4X8
AL
AND SHEATHING
PER MANUFACTURER
BLOCKING
7ATTACHED
ATTACH LOWER ROWS
. . . . . .
. . .
. . .
SUPPORT
0 EA
STANCHION
12120119
IF SCREWS DIRECTLY
EXISTING TOP PLATES
OVERFRAM
OVERFRAMING
Sri n Kirkwood
2x14 LEDGER, A HED
INTO STUDS (16" oc MAX.)
RAFTERS WITH
RAFTERS
tal 206 624 4760 ex. 21
fax 206 447 6971
WITH (4) ROWS lle 0 x 41/2"
BEAM PER PLAN
CS20 EA END
2x4 @ 48"oc
--""20 0 2,�
ot�
bkIrlovood@hanlottvalentinecoun
LONG SOS SCREWS 0 16" oc
I
(BEYOND)
BEAM TO TOP PLATE
CENTERED ON
412 STRINGER
2xI2 ED
P.0 SL'P
EiR
sw
PI)MA—tect
TOP OF BEAM
TRUSSES OR
PER PLAN
LEOG E SIDE
PER PLAN
EXISITING SHEARWALL—
TOP OF WALL
EXISTING EXTERIOR
RAFTERS BELOW
(3) 114" 0 x 5" SOS
Kad So midt Architecture
2707 E Madison St
STUD WALL AND
(ALTERNATE
PLATE
@ 16"oc EA STUD
Seal"l, WA 11112
SHEATHING
AS SHOWN)
Z�L
s-,h--Deck
S Vim PI
3/4" 11-011 5
3/4" = V-10" 6
3/4" l'—O" 7
3/4" (8D
und
EdlInds, WA 98020
3/16
TOP RAIL 2x4 ATTACHED
W/ �0. 8 x 11/4" SCREWS
11ex
A2
COLUMN PER PLAN
ZL
A2
..... .. ....... .
Peunit Submittal
7115119 Reviskut I IL
CM NotixVIDesign Revs
@ 12 oc TO E 11/2"
zi�
Op BOTTOM
HD3B TOP AND BOTTOM
'5 10
HD3B TOP AND BOTTOM
77
—STANCHION F.B. lox 0/2"
/8 T HRU—BOLTS
W/ 5/8" 0 THRU—BOLTS
W/ 5/8" 0 THRU—BOLTS
(SPACE AT 48"oc MAX.)
SEE 9/S3.1 FOR GUARD
DNO
TANCHIONS AND (2)
TO STANCHIONS AND (2)
SEE 9/S3.1 FOR GUARD
SEE 9/S3.1 FOR GUARD
TO STANCHIONS AND (2)
CALLOUTS
5 /8 0 T _ OLTS
HRU B
(2) 5/8' 0 THRU—BOLTS
CALLOUTS
CALLOUTS
(2) 5/8" 0 THRU—BOLTS
INFILL STEEL CABLE
TO (2) 2x BLOCK
(2) 2X BLOCK
TO JOIST AND BACKER
9eIkNl9Wp.tAppl
@ 4oc MAX.
PC6Z TOP AND BOTTOM
2x TAPERED
A2
SLEEPERS
GLVLAM PER PLAN
SEE 9/S3.1 FOR GUARD
. . . . .
------
ATTACHMENT CALLOUTS
7L
(3) 16d
2
�—JOISTS PER PLAN
—'a Tin.
STRUCTURAL DETAILS
LJOISTS
AT BLOCK
HANGERS PER SCHEDULE
PER PLAN
2x14 RIM
2x14 RIM
PLAN
HANGERS PER SCHEDULE
DECK JOISTS
COLUMN PER PLAN
BACKER
(4) 1/2'0 X 5' LAG SCREWS 2
PER PLAN
S
COL BEYOND W/ BC6 COL CAP
BEAM PER PLAN
BLOCK ONE JOIST
3/4" = l'—O"
BAY 0 48"oc
3/4" = l'-0" 10
3/4"
3/4" l'—O'
S3.1
RESUB
DEC 2 3 2019
IlUIMN EPART
3/4" = V—D"
STRAP SCHEDULE (NOT ALL USED)
MARK
END LENGTH
NAILS
NAIL SPACING
CMST12
44"
(98) 1Dd x 3"
13/4"
CMST14
34"
(76) 10d x 3"
13/4"
CMSTC16
25'
(58) 12d x 31/4"
11/2"
CS14
19"
(36) 8d x 21/2"
21/16"
CS16
14"
(26) 8d x 21/2'
21/16"
CS1 8
12"
(22) 8d x 21/2'
21/16-
CS20
91,
(16) 8d x 21/2'
21/16-
CS22
81,
(14) 8d x 21/2"
21/16'
1. 10d AND 12d DIAMETER = 0.148'; 8d DIAMETER = 0.131'.
2. USE HALF OF THE REQUIRED NAILS IN EACH MEMBER
BEING CONNECTED (i.e. IN EACH END LENGTH).
HOLDOWN SCHEDULE
MARK
FASTENERS TO STUDS'
ANCHOR
DIA.'
EMBEDMENT LENGTH
SSTB5
EPDXY'
CAST—IN4
HDU2
(6) 114`0 x 21/2" SCREWS
5/8"
11"
11"
SST816
1. 10d AND 12d DIAMETER = 0.148"; 16d DIAMETER = 0.162". SCREWS SHALL
BE SIMPSON "i TYPE SCREWS, INSTALL PER SIMPSON RECOMMENDATIONS.
2. PROVIDE A36 OR A307 ALL —THREAD AT EPDXY AND CAST —IN ANCHORS.
3. PROVIDE SIMPSON 'i EPDXY PER GENERAL STRUCTURAL NOTES.
SPECIAL INSPECTION IS REQUIRED.
4. AT CAST —IN ANCHORS PROVIDE HEAVY HEX NUT AT BOTTOM OF ALL —THREAD.
HOOKED J—BOLT MAY BE USED FOR _TT HOLDOWNS.
5. AT 3x SILL PLATES, PROVIDE LONGER SSTBL MODELS.
SHEATHING PER SW
S HEDULE
ONE-SIDED
SHEARWALL
SHEATHING PER SW
SCHEDULE
TWO-SIDED ' '[�a __— TAGGER ANCHORS
AT TWO—SIDED
SHEARW _4_ SHEARWALLS
ANCHOR BOLT WITH PLATE—j
SHEATHING PER SW
WASHER PER SW SCHEDULE
SCHEDULE
(0.229"x 3" SQUARE)
TYPICAL SHEARVIVALL
ANCHOR
BOLT PLACEMENT
1-1/2" = V-10" 2
— —
— — — TI — — — — 7F--
SHEARWALL PER P11A
PROVIDE HALF OF SPECIFIED
N AILS IN EACH, END LENGTH
__j J_ Li 11—
---
I
— — — - — — — — � L
==T=== IT V
-- —
— — — — — — — — — — — —
1 T_ 7 — — — — Tj—
T-1 — — — 7 l
IL111DISTANCE
PROVIDE 15/8 MIN. END
FOR NAILS
SHEA R WALL PER PL A N
TYPICAL STRAP HOLDOWN AT FLOOR
3/4" = V-101"
(2) STUDS MIN. — REFER
TO PLAN FOR LOCATIONS
WHERE BUILT—UP POST
CONSISTS OF MORE STUDS
ER PLAN
HOLDOWN PER PLAN W/
SCREWS PER MFR. SPECS.
(OR NAILS SIMILAR)
CONCRETE STEMWALL PER
PLAN (6- MIN. THICKNESS)
AT EX. CONC. WALL---'
AT NEW CONCRETE WALL
PROVIDE ALL —THREAD
PROVIDE ALL —THREAD AND
AND EMBED IN EPDXY
HEX NUT OR HEADED BOLT
GROUT PER SCHEDULE
259 NOTE:
AND EMBED PER SCHEDULE
PROVIDE 5" END
(HOOKED J—BOLT MAY BE
AND 13/4' EDGE
USED FOR LTT HOLDOWNS)
DISTANCE FOR
ANCHORS (MIN.)
TYPICAL
HOLDOWN AT CONCRETE
3/4" = V-10" 10
SHEARWALL SCHEDULE (NOT.ALL USED ON PLANS)
MARK
SHEATHING'
STUDS AT
ABUTTING
PANEL
EDGES'
PANEL EDGE
NAILING
RIM JOIST OR BLOCKING TO TOP PLATE
BOTTOM PLATE ATTACHMENT
SOLID RIM
TJI RIM
BOTTOM PLATE TO
RIM JOIST BELOW 4
ANCHOR BOLT
TO CONCRETE'
SILL PLATE
AT FOUND.
SWI
15/32" COX PLYWOOD
2x
8d 0 l
A35 0 24"oc
16d @ l
16d 0 6"oc
5/8'0 0 11
2x
SW2
15/32" COX PLYWOOD
2x
8d 0 471
A35 0 15"m
16d 0 4"oc
16d 0 4"oc
5/8"0 0 32"m
2x
SW3
15/32- COX PLYWOOD
3x
8d @ 3"oc
A35 @ 12"oc
N/A — USE SOLID RIM
16d 0 3"oc
5/8'0 @ 16"m
2x
SW4
15 32 COX PLYWOOD
3X
8d 0 2"oc
A35 0 9"oc
N/A — USE SOLID RIM
16d 02"I'm
5/8"0 0 12"m
2x
SW5
15/32' COX PLYWOOD BOTH SIDES
3X
8d 0 Yoe
A35 0 Coll
N/A — USE SOLID RIM
(2) ROWS 16d @ 3 1
5/8"0 @ 12"m
3x
S%
15/327 COX PLYWOOD BOTH SIDES
3X
Bid 0 2"oc
A35 @ 41/2"oc
N/A — USE SOLID RIM
(2) ROWS 16d 0 2-oc
5/8"0 @ 12"m
3x
1. WALL SHEATHING SHALL CONSIST OF APA RATED PLYWOOD WITH SPAN RATING 24/0. ALLOW 1/8' SPACING AT ALL PANEL EDGES AND ENDS OF PANELS. 7/16" APA RATED
SHEATHING (Ol MAY BE USED IN PLACE OF 15/32" COX
2. STUDS AT ABUTTING PANEL EDGES MAY CONSIST OF (2)2x STUDS IN PLACE OF 3x STUDS — NAIL (2)2x STUDS TOGETHER WITH BOTTOM PLATE ATTACHMENT NAILING.
3. BLOCK ALL PANEL EDGES W/ 2x4 FLAT, ATTACH W/ PANEL EDGE NAILING, TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS. END STUDS SHALL
RECEIVE PANEL EDGE NAILING. INTERMEDIATE STUDS SHALL BE 2x STUDS. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH 8d @ 127oc.
4. 8d NAILS SHALL BE 0.131" DIAMETER x 21/2" (COMMON). 16d NAILS SHALL BE 0.135' DIAMETER x 31/2" (BOX).
5. ANCHOI CONCRETE SHALL CONSIST OF CAST —IN —PLACE ANCHOR BOLTS, EXPANSION BOLTS, EPDXY GROUTED ALL —THREADS, OR TITEN HD HEAVY DUTY SCREW ANCHORS.
CAST —IN —PLACE ANCHOR BOLTS HAVE A 7" EMBED AND SHALL BE J—BOLTS OR SHALL HAVE A HEX NUT AT THE BOTTOM END. EXPANSION BOLTS SHALL HAVE 5" EMBED AND
SHALL NOT BE USED AT STEM WALL LOCATIONS WITH EDGE DISTANCE LESS THAN S' (INSTEAD, USE EPDXY GROUTED ALL —THREADS OR TITEN HD ANCHORS). EPDXY GROUTED
ANCHORS SHALL HAVE 5' EMBED AND 21/2" MIN. EDGE DISTANCE. TITEN HD ANCHORS SHALL HAVE 31/2" EMBED AND 13/4" MIN. EDGE DISTANCE. AT ALL ANCHOR BOLTS,
PROVIDE STEEL PLATE WASHERS THAT ARE A MINIMUM OF Ol (3 GAUGE) x 3"x 3" (SIMPSON BP5/8-3 OR SIMILAR). PLACE BOLTS PER ANCHOR BOLT PLACEMENT DETAIL
SHEARWALL PER PLAN PANEL EDGE NAILING BLOCKING (OR JOIST) BOTTOM PLATE NAILING
P SW SCHEDULE PER FLOOR AND ROOF PER SW SCHEDULE
ER DETAILS
NAILING TO MATCH NAILING TO MATCH JOISTS PER PLAN
BOTTOM PLATE NAILING BOTTOM PLATE NAILING (DIR. VARIES) Alz'\ I
PER SW SCHEDULE PER SW SCHEDULE :_�� I \\—TOP PLATE CONNECTION
PANEL EDGE NAILING FULL DEPTH BLOCKING--/
SHEARWALL PER PLAN------- PER SW SCHEDULE (OR RIM AT EXTERIOR) PER SW SCHEDULE
PANEL EDGE NAILING
SHEARWALL PER PLAN NAILING TO MATCH BLOCK ALL PANEL EDGES PER SW SCHEDULE
BOTTOM PLATE NAILING
PER SW SCHEDULE ANCHOR BOLTS &WASHERS
SILL PLATE PER SW PER SW SCHEDULE
SCHEDULE /:PANEL EDGE NAILING
PER SIN SCHEDULE
INTERSECTING PANEL EDGE NAILING
NON—SHEARWALL PER SW SCHEDULE
TYPICAL SHEARWALL INTERSECTIONS TYPICAL SHEARWALL SECTION
3/4" = l'—I 8
TYPICAL DOUBLE TOP PLATE
'LAN
MULTI —STUD PER PLAN WITH
NAILING PER GEN. NOTES
TYPICAL MULTIPLE -STUD POST CONSTRUCTION
3/4' = 1'-0"
(8) 16d 0 4"oc STAGGERED
EACH SIDE OF SPLICE
(16d 0 12"m ELSEWHERE)
TUD
V-10" MIN. BETWEEN SPLICES
I
I LTA
Hilunfli Valentin. E.ginee. In..
1932 1 Avenue, Steel 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
pir.p. G ..... I
I n Kirldni
as 206 624 4760 ex. 21
ax 206 447 6971
bkir�od@hardoMelentine.com
Finx-A-1—
Karl Schnot Architeetude
2707 E Madison St
Sisi WA 98112
Schwarz Deck
18606S mdVIl
Edmonds, WA 98020
si InsmakSubmitted
7/15,19 Rei �i
12120119 Con, NallealDissige I
anxi Vs.
STRUCTURAL DETAILS
Di
TYPICAL TOP PLATE SPLICE CONSTRUCTION
3/4" = V-10" 12 S4.0
RESUa
DEC 2 3 2019
BUILD
Cr^DEPAORTMENT
l NDS