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Permit #: B2109-037
<br />Site Address: 2509 RAINIER AVE
<br />Owner: REISENBICHLER MICHAELJACOB
<br />u k.� r
<br />ENGI1" F� Er ICI N G
<br />LC
<br />Structural Calculations for:
<br />Reisenbichler Residence Retrofit
<br />2509 Rainier Ave
<br />Everett, WA 98201-3125
<br />Client: A-FFIX, LLC
<br />Code:2018 International Building Code
<br />Note: This design is limited to seismic retrofit recommendations and meets
<br />the intent of the project impact retrofit standards.
<br />September 6, 2021
<br />Buker Engineering, Ilc
<br />PO Box 28531
<br />Seattle, WA 98118-8531
<br />Ph: 206.310.3559
<br />Parcel Number 00562656900400 (R01)
<br />Leggal: Ruckers 3rd Plat Blk 569
<br />D-00 - S1/2 of Lot 4 & all
<br />of Lot 5
<br />OTC Hazards by Location
<br />L1 Reisenbichler Residence Retrofit
<br />ienanu
<br />App.Date: 9/13/2021
<br />Proposed Use: COMMERCIAL ALTERATIONS
<br />Description: VOLUNTARY SEISMIC RETROFIT - SINGLE
<br />FAMILY RESIDENCE
<br />Reviewed By: Date: I
<br />�)ffice Set Job Site Set Fire/Pla ning et
<br />Seismic Analysis (ASCE 7-16)
<br />Search Information
<br />Oak Harbor
<br />Address:
<br />2509 Rainier Ave, Everett, WA 98201, USA
<br />SS =
<br />1.224
<br />1 Fa =
<br />1.20
<br />1 S,, =
<br />11.4688
<br />1
<br />SD, =
<br />10.98
<br />Coordinates:
<br />47.9840814,-122.1981959 Sequi`n
<br />$7 ft M ille
<br />S: =
<br />0.44
<br />F„ =
<br />1.80
<br />Smt =
<br />0.783
<br />Soy =
<br />0.52
<br />Elevation:
<br />87 ft
<br />Whidbey Ev ett
<br />� Island o
<br />101
<br />Site Class =
<br />D
<br />L`rrJ
<br />Use
<br />Mean Roof Height =
<br />20
<br />ft
<br />Timestamp:
<br />Hazard Type:
<br />2021-08-24T22:07:24.118Z
<br />Seismic
<br />T =
<br />0.19
<br />sec
<br />SEP
<br />R =
<br />6.5
<br />02
<br />Redmond
<br />I =
<br />1.0
<br />C7,
<br />Reference
<br />ASCE7-16
<br />Go
<br />gle Seattle ° Ma data o2021 Goo le
<br />p g
<br />rho =
<br />1.0
<br />Document:
<br />Cs =
<br />0.151
<br />aTltl S4rV'C T
<br />Risk Category:
<br />11
<br />W =
<br />132.73
<br />K
<br />W=0 stories)(1309
<br />ft^2)(25 psf)
<br />Site Class:
<br />D-default
<br />Ilowable Base Shear V = 3.45 1K
<br />32.73 K
<br />Basic Parameters
<br />Wall V (K) Lw (ft) V (plf)
<br />Nailing A.B./A35 **
<br />APPROVED
<br />Uplift (#)
<br />Holdown*
<br />North
<br />1.73
<br />20.0
<br />86
<br />0
<br />Not Reqd.
<br />4 ox.
<br />32/16
<br />Office of Community, Planning & Economic Di
<br />Name
<br />value
<br />Description
<br />South
<br />1.73
<br />35.0
<br />49
<br />0
<br />Not Reqd.
<br />4 o.c.
<br />32/16
<br />PLANNING DEPARTMENT
<br />SS
<br />1.224
<br />MCER ground motion (period=0.2s)
<br />East
<br />1.73
<br />18.0
<br />96
<br />0
<br />Not Reqd.
<br />4 o.c.
<br />32/16
<br />West
<br />1.73
<br />18.0
<br />96
<br />192
<br />Not Reqd. 1
<br />4 o.c.
<br />32/1T71NAME:"✓
<br />DATE: ,
<br />SI
<br />0.435
<br />MCER ground motion (period=1.0s)
<br />* Holdown not required where wall
<br />length >= 2*wall height
<br />** At full height foundation walls, provide FRFP or URFP @ 4'-0" o.c.
<br />SMS
<br />1.469
<br />Site -modified spectral acceleration value
<br />SMI
<br />* null
<br />Site -modified spectral acceleration value
<br />CITY OF EVERETT
<br />REVIEWED FOR PERMIT
<br />SDS
<br />0.979
<br />Numeric seismic design value at 0.2s SA
<br />SDI
<br />* null
<br />Numeric seismic design value at 1.0s SA
<br />* See Section
<br />11.4.8
<br />THESE DOCUMENTS HAVE NOT BEEN
<br />APPROVED FOR THE ISSUANCE OF
<br />PUBLIC WORDS, MECHANICAL, FIRE
<br />SUPPRESSION, ELECTRICAL 911
<br />PLUMBING 109RMITS,
<br />bulcr
<br />ENGINEERING",
<br />The Following Apply Unless Noted Otherwise on the Drawings
<br />Criteria Geotechnical Wood
<br />1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, 1. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND 1. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE
<br />SPECIFICATIONS, AND THE 2018 INTERNATIONAL BUILDING CODE. THIS STRUCTURE DOES NOT THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO.17. FURNISH TO THE
<br />CONFORM TO PRESENT EARTHQUAKE CODE REQUIREMENTS. IT HAS BEEN ANALYZED AND OFFICIAL. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOLLOWING MINIMUM STANDARDS:
<br />REINFORCED FOR MINIMUM MAINTENANCE AND IS WITHIN THE CURRENT STANDARD OF PRACTICE FOR POSSIBLE FOUNDATION REDESIGN. JOISTS (2X & 3X MEMBERS) DOUGLAS FIR -LARCH NO. 2
<br />FOR THE RENOVATION OF EXISTING BUILDINGS OF THIS AGE AND TYPE OF CONSTRUCTION. NEW FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT AND BEAMS: MINIMUM BASE VALUE, Fb=1000 PSI
<br />2. DESIGN LOAD CRITERIA FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR
<br />ROOF SNOW LOAD 25 PSF WALLS ABOVE. POSTS: (4X MEMBERS) DOUGLAS FIR -LARCH NO. 2
<br />FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR MINIMUM BASE VALUE, Fc=1350 PSI
<br />RISK CATEGORY 11 SUBSURFACE DRAINAGE.
<br />ALLOWABLE SOIL PRESSURE 2000 PSF STUDS, PLATES & MISC. FRAMING: DOUGLAS-FIR-LARCH OR HEM -FIR NO. 2
<br />EARTHQUAKE LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 55 PCF/35 PCF 2. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN
<br />ANALYSIS PROCEDURE: EQUIVALENT LATERAL COEFICIENT OF FRICTION CONFORMANCE WITH DOC PS 1. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE
<br />FORCE PROCEDURE (FACTOR OF SAFETY OF 1.5 INCLUDED) 0.3 RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD.
<br />LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS
<br />BASE SHEAR (ALLOWABLE) SEE CALCULATIONS
<br />SITE CRITERIA SITE CLASS=D, Ss=1.224, Sds=0.98,
<br />S1=0.435, SD1=0.52, Cs=0.151
<br />SDC D, le=1.0, R=6.5
<br />SEE PLANS FOR ADDITIONAL LOADING CRITERIA
<br />3. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND
<br />SHALL NOTIFY ENGINEER OF ANY DISCREPENCIES PRIOR TO CONSTRUCTION.
<br />4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL
<br />COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE
<br />PLANS.
<br />5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,
<br />TECHNIQUES, SEQUENCES OR PROCEDURES, REQUIRED TO PERFORM THE CONTRACTORS WORK. THE
<br />STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT
<br />RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS
<br />RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO
<br />DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO
<br />THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
<br />6. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE STRUCTURAL ENGINEER
<br />FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.
<br />7. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE
<br />NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS
<br />OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL
<br />ENGINEER.
<br />Renovation
<br />1. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY
<br />DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED
<br />AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. DEMOLITION DEBRIS SHALL NOT BE
<br />ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE, LIMIT CONSTRUCTION LOADING
<br />(INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF.
<br />Anchorage
<br />1. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE STRONG -BOLT 2
<br />ANCHORS AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT
<br />CONFORMANCE TO [CC -ES REPORT NUMBER ESR-3037, INCLUDING MINIMUM EMBEDMENT
<br />REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY
<br />GROUTED CELLS. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION.
<br />2. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS
<br />SHALL BE INSTALLED USING "SET-3G" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON
<br />STRONG TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-4057. SPECIAL
<br />INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED.
<br />A. WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0.
<br />B. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS.
<br />3. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH
<br />AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE
<br />PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY.
<br />4. PRESSURE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD. PRESSURE TREATED WOOD FOR
<br />ABOVE GROUND USE SHALL BE TREATED TO A RENTION OF 0.25 PCF. WOOD IN CONTINUOUS
<br />CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO A RETENTION OF 0.40 PCF. WOOD FOR
<br />USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO A RETENTION OF 0.60 PCF. SODIUM BORATE
<br />(SBX) TREATED WOOD SHALL NOT BE USED WHERE EXPOSED TO WEATHER. FASTENERS AND TIMBER
<br />CONNECTORS IN DIRECT CONTACT WITH ACQ-A, CBA-A, CA-B, OR SBX TREATED WOOD SHALL BE G185
<br />OR A185 HOT DIPPED OR CONTINUOUS HOT -GALVANIZED PER ASTM A653. FASTENERS AND TIMBER
<br />CONNECTORS IN DIRECT CONTACT WITH ACZA TREATED WOOD SHALL BE TYPE 304 OR 316 STAINLESS
<br />STEEL.
<br />5. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE' BY SIMPSON
<br />COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2017.
<br />ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS
<br />CONNECTED.
<br />6. WOOD FASTENERS
<br />A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS:
<br />SIZE LENGTH DIAMETER
<br />8d 2-1/2" 0.131"
<br />10d 3" 0.148"
<br />16d BOX 3-1/2" 0.135"
<br />NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO
<br />FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED.
<br />B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307, PROVIDE WASHERS UNDER THE
<br />HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG
<br />BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION
<br />(2005 EDITION) WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD
<br />HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS.
<br />7. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS:
<br />A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE
<br />MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS
<br />OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1. COORDINATE THE SIZE AND LOCATION
<br />OF ALL OPENINGS WITH MECHANICALAND ARCHITECTURAL DRAWINGS.
<br />B. AT ANCHOR BOLTS CONNECTING WOOD SILL PLATES TO CONCRETE FOUNDATION WALLS,
<br />PROVIDE 3" x 3" x y" PLATE WASHERS.
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<br />ENGINEERING
<br />LLC
<br />4303 Stone Way N
<br />Seattle, WA 98103
<br />206.258.6333
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<br />(3)
<br />No. Date Issue
<br />2021 Permit
<br />For DPD use
<br />Sheet Contents
<br />General Notes
<br />and Calculations
<br />Sheet No.
<br />
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