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BLD2018-0368III I�lI�I - OF EDMD�O CITY OF EDMONDS 121 5TH AVENUE NORTH -EDMONDS, WA 98020 ��c. 1890 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 08/20/2018 Permit #: BLD20180368 Expiration Date: 0 2 19 --Project Address: 7235 SOUNDVIEW LN, EDMONDS Parcel No: 00513600000800 PROPER111 OWNER , , 1 • , 1 SOUNDVIEW LANE LLC REGENT CONSTRUCTION INC REGENT CONSTRUCTION INC C/O LANE LLC SOUNDVIEW 7305 SOUNDVIEW DRIVE 7305 SOUNDVIEW DRIVE 7231 SOUNDVIEW LANE EDMONDS, WA 98026 EDMONDS, WA 98026 EDMONDS, WA 98026 (206)930-2445 (206)930-2445 y. LICENSE #: REGENCI891,K5 EXP:Q5/25/2019 JOB DESCRIPTION NEW SFR VALUATION: $429,492 PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING: Y CYDS: 0 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: OCCUPANT GROUP: R-3/U OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: 2015 OTHER: ------- OTHER DESC: I ZONE: RS-12 NUMBER OF STORIES: 2 IVESTED DATE: NUMBER OF DWELLING UNITS: I LOT #: ARLA BASEMENT: 0 I ST FLOOR: 0 2ND FLOOR: 0 PROPOSEDEXISTING BASEMENT: 0 1ST FLOOR: 1488 2ND FLOOR: ] 916 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTI4ER: 0 13RD FLOOR: 0 GARAGE: 682 DECK: 140 OTHER: 0 BEDROOMS:0 BATHROOMS:O BEDROOMS:5 BATHROOMS:4 REQUIRED: 10 PROPOSED: 10 REQUIRED:10 PROPOSED: 13.3 REQUIRED:10 PROPOSED:10.1 HEIGHT ALLOWED:0 PROPOSED:O REQUIRED: 10 PROPOSED: 28.4 SETBACK NOTES: Setbacks: N. S, E, W Critical area notice on title recorded on parent parcel under AFN 201712080162 I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORem THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMENS COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. 7 4 If "�/ v41,41' �/�/� t� O')' fd Z�'agud2 It-'6 ed- AUG 20, 2018 Signature Print Name Date Released By Date ATTENTION IT1S UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UN71L A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC] 09/ IBC) 10/ IRCI 10. = FIRE = APPLICANT = ASSESSOR = CITY e ., 1*4 STATUS: ISSUED BLD20180368 CONDITIONS • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for 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. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. • All work identified within the Native Vegetation Plan that is located on the subject site (Lot B of PLN20130020) shall be completed prior to the granting of a certificate of occupancy for the subject single-family residence. A 3-year maintenance bond is required following installation of the plants as detailed within the Native Vegetation Plan. • All recommendations of the geotechnical report dated September 28, 2012 by Geospectrum Consultants, Inc. and any subsequent reports shall be followed. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 775-7720 3. Then: Permits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • E-Erosion Control/Mobilization • E-Storm Connect to Stub • E-Footing Drywell • E-Footing Drain TL Conveyance • E-Water Service Line • E Retaining Wall Drainage • E-Engineering Final • B-Setbacks • B-Footings • &Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-First Floor Framing • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-Exterior Wall Sheathing • B-Roof Sheathing • B-Window Flashing • B-Shear Nailing • B-Height Verification • B-Framing • B-Insulation/Energy • B-SheetrockNail • B-Building Final • B-Other • P-Planning Final OF EDtijo�O v CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, W A 98020 �0�. 1890 PHONE: (425) 771-0220 - FAX: (425) 771-0221 *PERMIT MUST BE POSTED ON JOBSITE* STATUS: ISSUED ENG20180237 SIDE SEWER PERMIT (I -Single Family) Permit Number: ENG20180237 Expiration Date: 08/20/2019 Job Address: 7235 SOUNDVIEW LN, EDMONDS APPLICANT CONTRACTOR REGENT CONSTRUCTION INC REGENT CONSTRUCTION INC 7305 SOUNDVIEW DRIVE 7305 SOUNDVIEW DRIVE EDMONDS, WA 98026 EDMONDS, WA 98026 (206)930-2445 LICENSE 4: REGENC1891 K5 EXP: U/25/2019 JOB DESCRIPTION N REPAIR HN PROPOSE TO REUSE LATERAL LID NUMBER: N GRINDER PUMP PROPOSE TO REUSE SIDE SEWER N DRAINAGE NEW SFR. Connect to sewer main at SW corner of house. Onsite sewer laterals for neighboring residences - 7237, 7231. EASEMENT 1' 1 N PROJECT CROSSES OTHER PRIVATE PROPERTY Y VERIFICATION OF RECORDED EASEMENTS COMPLETE Access and Utility Easement near northeast corner of property. Utility easement along east and south property lines. 71VDEMN7TY.- The Applicant has signed an application which states he/she holds the City of Edmonds harmless from injuries, damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and attorney fees by reason ofgranting this permit. CALL DIALrA-DIG (l-800-424-5555) BEFORE ANY EXCAVATION CALL FOR INSPECTION (425) 771-0220 EXT.1326 24 HOUR NOTICEREQUTRED FOR ALL INSPECTION REQUESTS APPLICATION" • 1 THIS APPLICATION IS NOT A PERMITUNTIL SIGNED BY THE CITY ENGINEER OR HIS/HER DEPUTY: AND FEES ARE PAID, AND RECEIPTIS ACKNOWLEDGED IN SPACE PROVIDED. Printed: Monday, August 20, 2018 RELEA SED BY DATE ❑ FILE COPY INSPECTOR COPY APPLICANT COPY STATUS: ISSUED ENG20180237 • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly fi•omthe 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. • E-Sanitary Side Sewer Inspection PARTIAL INSPECTION DATE: PARTIAL INSPECTION DATE: FINAL INSPECTION APPROVED DATE: INSPECTIONS INITIAL: INITIAL: INITIAL: NOTES: NOTES: VAS OF E M��� _ ° CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 ��c. 1890 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED ENG20180238 WATER METER RECORD Permit Number: ENG20180238 Job Address: 7235 SOLINDVIEW IN, EDMONDS PROP OWNER CONTRACTOR SOUNDVIEW LANE LLC REGENT CONSTRUCTION INC 7231 SOUNDVIEW LANE 7305 SOUNDVIEW DRIVE EDMONDS, WA 98026 EDMONDS, WA 98026 (206)930-2445 LICENSE 4: REGENC1891 KS EXP: 05/25/2019 JOB DESCRIPTION DESCRIPTION OF WORK: NEW SFR. Connect to water service stub created under PLN20130020 at NE corner of house near access and utility easement. METER SIZE: 1" Y NEW SERVICE FROM CITY MAIN TO PROPERTY LINE Y A SPHA LT/CONCRETE CUT Y FINAL PATCH BY CONTRACTOR OWNERNAME: REGENT CONSTRUCTION INC BILLING ADDRESS: 7305 SOUNDVIEW DRIVE EDMONDS WA 98026 INSTALLATION FEE: $2,970.00 CONNECTION FEE: $5,050.00 STREET CUT DEPOSIT: $0.00 Y SFR N IRRIGATION N APARTMENT / CONDO - UNITS: N DUPLEX N FIRE CONNECTION N MIXED USE -COMMERCIAL FLOORS: N TRIPLEX N OTHER: N COMBO FIRE/DOMESTIC BACKFLOW ASSEMBLY REQUIRED U LOCK U UNLOCKED METER NUMBER: STYLE. METER READING: _ MANUFACTURER'S #: _ METER LOCATION: SERVICE MATERIAL: _ DATE OF WORK: INII0yr.1110 U/B ACCOUNT: READ AFTER ADDRESS: RESIDENTIAL UNITS: 0 PROJECT NUMBER: LOCATE REQUEST #: DATE CALLED: AND REGISTER #: PRESSURE:1 GPM:0 CORK BY: ***ATTACH DRAWING WHEN NECESSARY*** ROUTE: WATER SUPPLIER: ISSUED TYPE OF REPAIR = Asphalt Roadway/Walkway = Concrete Sidewalk 0 Concrete Curb AREA REPAIRED ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds Lineal Ft Lineal Ft Lineal Ft Total Repair Costs: Less Street Cut Deposit: Invoice/Refund: ENG20180238 REPAIR COST $0.00 Of EV/,f � SIDE SEWER PERMIT APPLICATION CONTRACTOR INFORMATION: Company Name: Regent Construction, Inc. Site Contact: Rob Michel Phone #: Mailing Address: Fax #: 7305 Soundview Drive, Edmonds State License #: CC REGENCI891K5 Expiration Date: 5/25/2019 City Business License #: BL-010892 PROPERTY INFORMATION: Address: MAY U 2 20118 BUILDING DEPARTMENT" CITY OF EDMONDS 206-930-2445 Email #: rwmichel@nwlink.com ® Liability Insurance ® Bonded 7235 Soundview Lane, Edmonds, WA 98026 Owner's Name: Regent Construction, Inc. Phone #: 206-930-2445 ❑ Full Line Replacement ❑ Spot Repair ❑ Pipe Burst ❑ Reline (PermaLine Only) DESCRIPTION OF PROPOSED WORK (Be Specific) : Install Side sewer to existing 6" PVC on site SIGNATURE 1&1� DATE Contractor or Agent 5/2/2018 NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION WI.-t 121 5`h Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 It Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #, City State, Zip): 2_�3 dj 7M Soundview Lane Parcel #: 00513600000800 Subdivision/Lot #: PLN20130020 Lot: C Project Valuation: $ APPLICANT: Regent Construction, Inc. Phone: 206-930-2445 Fax: Address (Street, City, State, Zip): 7305 Soundview Drive, Edmonds WA 98026 E-Mail Address: rwmichel@nwlink.com PROPERTY OWNER: Soundview Lane LLC Phone: 206-930-2445 Fax: Address (Street, City, State, Zip): E-Mail Address: rwmichel@nwlink.com LENDING AGENCY: Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR:* Regent Construction, Inc. Phone: 206-930-2445 Fax: Address (Street, City, State, Zip): 7305 Soundview Drive, Edmonds, WA 98026 E-Mail Address: rwmichel@nwlink.com *Contractor must have a valid City of Edmonds business license prior to doing work in the City. Contact the City Clerk's Office at 425.775.2525 WA State License #/Exp. Date: CC REGENC1891 K5 5/25/2019 City Business License #/Exp. Date: BL-010892 12/31 /18 DETAIL THE SCOPE OF WORK: NEW SINGLE FAMILY HOUSE PROPOSED NEWSQUARE FOOTAGE FOR THIS PROJECT: Basement: NONE s . ft. Select Basement Type: Finished Unfinished I" Floor: 1488 -sq. ft. Garage/Carport: 682 s . ft. 2"d Floor: 1916 s . ft. Deck/Cvrd Porch/Patio: 140 s . ft. Bedrooms # 3 Full-3/4 Bath # 1 Half -Bath # Other: s . ft. Fire Sprinklers: Yes .1 No Retaining Wall: Yes L,/ NoLJ Grading: Cut 66 cu. yds. Fill 44 cu.yds. I Cut/Fill in Critical Area: Yes No I declare under penalty of perjury laws that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: Robin�n W. Michel Owner Q Agent/Other ❑ (specify): Signature: Date: 3/15/18 FORM A LABuilding New Folder 2010\DONE & x-ferred to L-Building-New driveTorm A2014.doex Updated: 1/17/2014 OF EDAfO DEVELOPMENT SERVICES u RESIDENTIAL BUILDING PERMIT APPLICATION FORM A Fst t g90 121 5'h Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 2 Fax 425.771.0221 Equipment Type MECHANICAL Appliance/Equipment Information (new and relocated) Total # Furnace Gas # X Elec #_Other: #_ BTUs: <100k >100k X Location(s) Air Handler / VAV Gas # Elec #_Other: #_CFM: <10k_ >10k_ Location(s) (circle selected) AC / Compressor / Boiler / Heat Pump / Gas #_Elec #_Other: #_ BTUs: <100k, 100k-500k, 500k-1Mil Roof Top Unit HP: <3, 3-15, 15-30 Location(s) (circle selected) Hydronic Heating Gas #_Elec #_In -Floor _Wall Radiant_ Boiler BTUs: Location Exhaust Fans (single Bath # 4 Kitchen # 1 Laundry # 1 Other: #_ duct) [Fireplace Gas #�Elec #Other: #Location(s) Great r000m ryer Duct FUEL GAS Appliance Type Appliance/Equipment Information (new and relocated) Total # AC Unit BTUs: Location(s): Furnace BTUs:120,000 Location(s): Garage Water Heater BTUs: 40,000 Location(s): Garage Boiler BTUs: Location(s): Other: BTUs: Location(s): Fireplace/Insert BTUs: 30,000 Location(s): Great room Stove/Range/Oven Stove 30,000 Dryer Outdoor BBQ TOTAL OUTLETS PLUMBING Fixture Type (new and relocated) Total # Fixture Type (new and relocated) Total # Water Closet (Toilet) 4 Pressure Reduction Valve/Pressure Regulator Sink (kitchen, laundry, lavatory, bar, eye wash, etc.) 7 Water Service Line 1 Tub/Shower 4 Drinking Fountain Dishwasher 1 Clothes Washer 1 Hose Bib 2 Backtlow Prevention Device (e.g. RBPA, DCDA, AVB) Water Heater Tankless? Yes ❑ No ® I Hydronic Heat in: FloorEj Wall ❑ Floor Drain/Floor Sink Other: Refrigerator water supply (for water/ice dispenser) 1 Other: FORM A LABuilding New Folder 2010\DONE & x-ferred to L-Building-New drive\Form A2014.docx Updated: 1/17/2014 DEVELOPMENT SERVICES COMMERCIAL & MULTI -FAMILY BUILDING CHECKLIST 446;121 5's Avenue N, Edmonds, WA 98020 st, 1 g9° Phone 425.771.0220 4 Fax 425.771.0221 City of Edmonds PROJECT ADDRESS: PRE -APPLICATION MEETING? YES ❑ NO ❑ If YES, Pre -application Number: Plans shall be of sufficient clarity to indicate the location, nature, and extent of the work proposed, and conform to the provisions of the adopted International Codes and City Ordinances. �b°� y SUBMITTAL REQUIREMENTS The number indicates the number of copies for submittal (if applicable). Check marks indicate additional submittal requirements that may apply to your project. A a. ° �" P"' �E e Cr ao ' Aa. � ee ee eo n n f D Application Form E 1 1 1 1 1 1 Site Plan 3 3 3 3 3 3 F/C Reduced Site Plan 11 X 14 or 8 t/2 x 11 1 1 1 1 1 1 F/C Construction Drawings 3 3 3 3 3 3 Structural Drawing and Calculations 3 3 3 3 ✓ WA State Energy Code NREC Calcs & Lighting ✓ ✓ ✓ ✓ Site Classification Worksheet 3 3 Site Development Plans/Civils 4 4 Engineering Report/Drainage Calculations 3 3 Landscape Plan 3 3 Right —of-Way Permit Application 1 1 1 Critical Areas Determination or Checklist 1 1 1 Geotechnical Report 3 3 Health District Approval Letter ✓ ✓ ✓ Manufacturer's Specifications/Cut Sheets ✓ ✓ ✓ ✓ 3 Contractor's City of Edmonds Business License ✓ ✓ ✓ ✓ ✓ ✓ Washington State Contractors License ✓ ✓ ✓ ✓ ✓ ✓ Plan Check Fee (due upon submittal) ✓ ✓ ✓ ✓ ✓ ✓ Traffic Impact Analysis 3 3 3 1 3 Survey 3 3 Special Inspection and Testing Agreement ✓ ✓ ✓ ✓ Envelope Plans and Documents/Condos 2 2 Bonds 1 1 ✓ ✓ Architectural Design Approval 1 1 ✓ ✓ Peer Review Fees ✓ ✓ Deferred Submittals ✓ ✓ Shop Drawings ✓ ✓ Street Use ✓ • Handouts and Standard Details may be found on the City's website www.edmondswa.gov or can be obtained at City Hall during normal business hours. • Plans/calculation/reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional. FORM E LABuilding New Folder 2010XDONE & x-ferred to IrBuilding-New drive\Form E 2014.doex Updated: 1/17/2014 v�y of e Ma�N CITY OF EDMONDS 1215TH AVENUENORTH-EDMONDS, WA 98020 o PHONE: (425) 771-0220 - FAX: (425) 771-0221 °c. 18g BUILDING APPLICATION Thursday, March 15, 2018 This Application has been accepted by the City of Edmonds for review. More information and changes may be required during this process. The review target date is: Thursday, April 26, 2018 Your City Contact is: LINDA THORNQUIST Application Number: BLD20180368 Project Address: 7235 SOUNDVIEW LN, EDMONDS PROPERTY SOUNDVIEW LANE LLC REGENT CONSTRUCTION INC C/O LANE LLC SOUNDVIEW 7305 SOUNDVIEW DRIVE 7231 SOUNDVIEW LANE EDMONDS, WA 98026 EDMONDS, WA 98026 (206) 930-2445 Work Description: NEW SFR Outstanding Items at Time of Submittal: It is anticipated that the following departments will be reviewing your application: ❑ Building ❑ Planning ❑ Engineering 0 Fire Please wait to re -submit corrections until after you have received comments from all reviewing departments. I HEREBY AC KNOWLEDGE THAT HAVE READ THIS APPLICATION THAT THE INFORMATIO N GIVEN IS CORRECT AND THAT AM THE PROPERTY OWNER, OR THE DULY AUTHORIZED AGENT OF THE PROPERTY OWNER TO SUBMITA BUILDING PERMIT APPLICATION TO THECITY. SIGNATURE(OWNER OR AGENT) PRINT NAME & /r 181 DATE SIGNED To view up to date information about your application please visit the City of Edmonds Development Services website at http://Www.ednwndswa.gov. 7J14 1761W ST SW DWHER: OLTNAN 500 EASEMENT FDR RDAD PURr°sEs, aEc. NO. NORTH I (CONTINUES WESI10 OVER THE �_ NORM 10 fFET OF L015 IO AHD 15 AAN OVER THE EO TO 10 " OF L1115 B AND & TIADUGH lD SWNO NEW DRD/E) cfqo{aih) y. V-2" MERIDIAN - W P1N201ID029 20 0 20 b FOR EONPLETE HORIIDNEIL CONTROL REFERENCE — Of Ed10N0a ISIT LWE ADIUSNF)ff P HW120025. AFj 20121t3B5002 a=NG PARCEL ARE4 - Je.471 a0 EE NEW LDT A AREA - 1;PAS SO FT NEW t B AREA - M023 SO R NEW LOT C AREA - 12,.. • PT TRACT K OaG - 1.5" GO rT SURVEYOR'S NOTES THE OONTROLS SMOWN REPRESBPR A CONPOATRRI OP ZWSEYETDS WADE DUI0NO Tf19 SUTtY. PREVIOUS 9URVRYS PFJb'ORMFD BY THIS FITM. PUSIJC RE:OROED NOR SDRVEVS ANO 1plWCWAL RECORDS. UNLESS OMOYAtSE NOTED, T1E SNOW" UM£Y. RR1�D NSDtUNENU110N1 WIAS A IEKA ]C N�20S TOT". SUTWN 1ASE fJLBMRD WITHIN TIE YFAR BY iACTORf AUTNOPoZED IECHWOAV. THE DRAM"° SNOW" HEREON DOES NOT RECM5 y CONTAIN ALL CE THE INNRWTION OBTAMEO OR OEVELOPED V TIE SURV', W WS ME WGRK. OFF= WORK, OR RESEARCH. ( )Joe 17 M— OWNEA m I 7OWNEA: GYi1FIi _rM /215 629' E \ ('� &ADING CIRC1E -'M' RItl1A I \ / LtiTD.JB LOT C Inas4sJc 9 OVW'4D' E N.13 J eD R- Q 4 4l u RSSWIY L p5.21 \ / � nn \ LOT L (V I � I '°' BU40' CIRCLE \ RAOLS � I J IR >Ter a• w � I � 7J11 SOUND NEW DRNE OWNER: RW65F/ll 1 TRACT X r L tSJ.Dz -y 1ST4°�SOER I g I' LBUILDING SEIRACK ( lOk) 2 b LOT A W51• E \\ IOWNEIt JEi15OIW \\\ Ju S00 \ w26'O1' I R-5 .00 R.S5.00 ,nw1T24'02' I i I __-- 0 I � I 19 MN D V EW DRK IT OWNER: SlOCOYBE FgRCe` A LOT UryE N>rart>.•w rzo.rr AUIuy�MfNT PLN201200Za Regent Construction, Inc. Client I phone fax SSS # I sl704033 Project Lot B Identification 2 Story SFR Michel Design Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations • N WAC 196-23-070 MAR 15 2018 DEVELOPMENT SERVICES COUNTER 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 -4 DESIGN CRITERIA 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 DESIGN CRITERIA Governing Code 15 IBC Risk Category Wind Design Data II Basic Wind Speed (3 sec gust) mph 110 ance Factor, Ie 1.00 Internal Pressure Coefficient 0.18 Topographic Factor, Kt 1.00 Wind Importance Factor, I 1.00 Seismic Force Resisting System Table 12.2-1: A-13 Response Modification Factor, R 6.5 6.5 Transverse Longitudinal i R. { w t U1idvi!,i z,. " ` - • m.' • Perrin vtile _ ..� E ' _. ,� . �. .•,. .�... .,,. PWr<vCiBzo M �` y ���. .'.°tl' ` f k W"^^.c°ap '* r.:n�:xf?'�'�dfr�"� . ea � �y. ... < •H' a Lynnwood � �r . + } • : oogle Earth r . air ,.,; 1' f .. �'; ' y ..;s•«a .� r; " • ,. _... Topographic Effects Distances below are measured from the base. Crest elev: 431 dist: 2408 Site fF t 0 Cht �a1« elev: 391 X dist: 993 - elev: 340.5 dist: 390 ..----- Base 0 i� elev: 250 _ 3 dist: 0 Exposure Category B Height above local ground z= 24 ft Location Relative to Crest Downwd Hill Shape 2-D Rdg Height of Hill H= 181 ft Distance upwind of the crest to where the Lh= 2018 ft difference in ground elevation is half of the height of the hill. x= 1415 ft Distance upwind (or downwind) from the crest to Wind Speed-up over Hills, Ridges, and Escarpments 1) The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature or 2 mi., whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. 2) The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi radius in any quadrant by a factor of two or more. 3) The structure is located as shown in Fig. 6-4 in the upper one-half of a hill or ridge or near the crest of an escarpment. 4) H/Lh > = 0.2 5) H is greater than or equal to 15 ft for Exposure C and D and 60 ft for Exposure B Topographic factor If site conditions and locations of structures do not meet all the conditions specified in Section 26.8.1 then Kzt = 1.0. Otherwise: Krt= 1.12 K1= 0.12 Kz= 0.53 K3= 0.96 Case Studies in Kzt Determination Controlled 2-mi True by: 2-mi True True H/Lh >= 0.09 False H = 181 True KZt= 1.00 MUSG Design Maps Summary Report f User -Specified Input Report Title s1704033 Wed luly 5, 2017 23:40:06 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.83838°N, 122.331261W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III rt Ludlow Mor Lynnw,god Edmond? MountlakeTerrace# ayai r 99 Bothell IF P,r9V iIndianola "Shoreline USGS-Provided Output SS = 1.303 g SH,S = 1.303 g Sos = 0.868 g S1 = 0,511 g Sr,l = 0.766 g SDI = 0.511 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. WE— Response SuectsJ'n •;�; r Zle3-q-i RcC ;zog7 ;c Svc.-Ifu I Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 1 !11 ' 1 ud LATERAL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 ' Lateral Analysis s1704033 Number of Diaphragms Code General Design Criteria 2 15 IBC 2015 International Building code & 2010 ASCE7 Design Loads s Dead Live Snow Seismic Mass Roof 2 20 --- 25 20 Floor 1 12 40 --- 12 Wall 10 --- I --- 10 Species of Framing Lumber Shearwall Stud Spacing Risk Category Wind Design Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category Topographic Factor Enclosure Classification Internal Pressure Coefficient Seismic Design Data Seismic Load Design Procedure Seismic Design Category Mapped Spectral Accelerations, MSA Short Period Acceleration 1-Second Accelleration Long -Period Transition Period Spectral response coefficient Spectral response coefficient Site Classification Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient Cs Design Base Shear Overstrength Factor HF 16" oC II 2010 Envelope Procedure 110 mph B B Kzt 1.00 Enclosed Building +/- 0.18 2010 Equiv. Lateral Force Procedure D Ss 1.303 Si 0.511 TL 6 Sps 0.87 SDI 0.51 D Table 12.2-1: A-13 Transverse Longitudinal 6.5 6.5 0.134 0.134 13565 13754 00 2.5 sec. Ibs 170705_SSSlateral 170403_s1704033 DC Wind Loads Ridge Elevation 24 ft Eave Height 17 ft Mean Roof Height, h 20.5 ft Least Horizontal Dimension, LHD 40 ft Transverse Direction B Dimension 40 ft L Dimension 63.5 ft End Zone, 2a 8 ft Transverse Direction (WW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 254 sq ft 50 sq ft 1 1 382 sq ft sq ft Transverse Direction (LW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 254 sq ft 50 sq ft 1 382 sq ft 0 sq ft Wind Loads Help XPELWL r,.. XP�LBD mz:. Longitudinal Direction (WW) B Dimension 63.5 ft L Dimension 40 ft End Zone, 2a 8 ft Longitudinal Direction (WW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 246 sq ft 298 sq ft 1 561 sq ft 32 sq ft Longitudinal Direction (LW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 165 sq ft 374 sq ft 1 561 sq ft 32 sq ft Wind Variables Basic Wind Speed V 110 mph Topographic Factor Kzt 1.00 Directionality Factor Kd 0.85 Gust Effect Factor, Gf 0.85 Velocity Pres. Exp. Coeff. Kz 0.65 Velocity Pressure, q,, 17.24 psf Main Wind Force Resisting System - Diaphragm Design Loads XPMWF, 2010 Envelope Procedure Direction Transverse Longitudinal sum 11243 15552 Load Case 1 L-16psf 2 4490 6320 1 6753 9232 170705_SSSlateral 170403_s1704033 WF(2) Seismic Loads Yes Effective seismic weiaht at Story (A ,XPELSL `XP.EESW Diaphragm height (ft) 5.83 (Ibs) 2 Roof 2 Mass (Ibs) area (fe) 2302 46040 psf) H20 trans - wX 52760 long - wX 53320 Walls height (ft) 8 trans -wall (ft) (—> unit weight (psf) 10 long -wall (ft) Ill Mass (Ibs) 168 13440 unit weight (psf) 10 Wall 1 182 Mass (Ibs) 14560 Diaphragm height (ft) 1.17 (Ibs) 1 Roof 2 Floor 1 Mass (Ibs) area (fe) 365 1700 27700 unit weight (psf) 20 12 trans - w, 48740 long - wX 49600 Walls height (ft) 9 trans -wall (ft) unit weight (psf) 10 long -wall (ft) Wall 1 Mass (Ibs) 144 12960 unit weight (psf) 10 Wall 1 188 Mass (Ibs) 16920 Sum of Effective Seismic Weights (Ibs) trans - w, 118420 long - wX 115880 170705_SSSlateral 170403_s1704033 EF Mapped Spectral Accelerations X,li EMSA` Ss 1.303 Fa `1:00T Sos 0.87 S, 0.511 Fv' 1.500 Sp, 0.51 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group 11 Site Classification D 2010 Equiv. Lateral Force Procedure Transverse Longitudinal Approximate Period Ct = 0.020 0.020 Parameters x= 0.75 0.75 Approximate Fundamental Period T= 0.217 sec 0.217 sec h„= 24.0 ft TL = 6 sec Transverse Longitudinal CS = 0.134 0.134 Ibs EQ 12.8-2 (Maximum) Cs = 0.363 0.363 Ibs EQ 12.8-3 / 8.4 (Minimum) CS = 0.038 0.038 Ibs EQ 12.8-5 (Minimum) Cs = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) Cs = 0.010 0.010 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XP$RC, Response Modification Coefficient and Seismic Response Coefficient Dia h. Trans Cs Mass V Long Cs Mass V 2 6.5 0.134 52760 7051 6.5 0.134 53320 7126 1 6.5 0.134 48740 6514 6.5 0.134 49600 6629 Transverse Longitudinal Base Shear, h, V = 13565 Ibs V = 13754 Ibs Vertical Distributionof Seismic Forces XPEVDS k= 1.00 Transverse Longitudinal Diaph. hX wX wXhXk C,' wX wXhXk CvX 2 24 60040 1440960 0.714 60040 1440960 0.714 1 10.167 56640 575858.9 0.286 56640 575858.9 0.286 2016819 2016819 Diaphragm Transverse 2 9691 Ibs 1 3873 Ibs sum 13565 Longitudinal 9827 Ibs 3927 Ibs sum 13754 170705 SSSlateral 170403 s1704033 EF Affowable Stress Design Loads 2010 Envelope Procedure Wind Load Combination 0.6D+0.6W+H % of DL used in OT 60% Wind Design Loads FX Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 2 2694 3792 1 4052 5539 2010 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14SDS)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, Fx p = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 2 8819 8943 1 3524 3574 Principle of Mechanics - cont. Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Shearwall calculations follow, where, V. VDx VTx.f VTx L v vF Max Tx vs w In dr dra df dfa Twx+f TwX Tex,, Tex 221 1 Total force in the diaphragm above story (x), pounds (Ibs) Percent of Vx tributary to the shearwalls (SW) in the wall line Force from the diaphragm above that transfers to the SW's, Ibs Force from the SW's above that transfers to the SW's, Ibs SM L'oem Total force in the SW's (VDX + VTX+,), Ibs ABOUT CORNER Total length of SW's (7- w), feet (ft) Linear force in the SW's (VTx/L), pounds per foot (plf) .tom Greater of v induced by wind or earthquake, plf w Maximum uplift force of the SW's, Ibs Free Body Diagram of a ShearWall Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf Width of SW, ft Height of SW, ft Tributary distance of roof (used to calculate D) along the width of the SW, ft Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft Tributary distance of floor (used to calculate D) along the width of the SW, ft Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Wind uplift force of the SW above that transfers to the SW, Ibs Wind uplift force of the SW, Ibs Earthquake uplift force of the SW above that transfers to the SW, Ibs Earthquake uplift force of the SW, Ibs 170705 SSSlateral170403 s1704033 DL Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 1 2 Trans vs w h dr dra of dfa Twx+1 Twx TeX+1 TeX WIND E-QUAKE 181 4.04 8 19 19 -705 531 181 5.42 8 19 19 -862 406 181 5.67 8 19 19 -890 383 VTx 1347 4410 v 55 181 Max Tx 531 181 9.29 8 19 19 -1305 52 L vF vs 24.42 181 181 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 3 2 Trans vs w h dr dra of dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE 169 3.88 8 4 4 75 1 1051 209 1 3.13 8 4 4 110 1079 258 2.54 8 19 19 -574 534 VTx 1347 4410 v 50 164 Max Tx 110 1079 277 2.37 8 19 1 19 -554 550 164 7.50 8 4 4 -95 916 164 7.50 8 4 4 -95 916 L vF vs 26.92 164 277 170705 SSSlateral 170403 s1704033 FIR Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 1 1 Trans vs w h dr dra df dfa Twx+1 Twx TeX+, TeX WIND E-QUAKE 329 4.04 9 9 9 466 531 2661 295 8.83 9 7 9 196 531 2446 295 6.00 9 10 10 256 531 2494 VTx 2360 5570 v 125 295 Max Tx 466 2661 L vF vs 18.88 295 329 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 2 1 Trans vs w In dr dra df dfa Twx+f Twx Tex+t Tex WIND E-QUAKE 67 21.54 9 14 14 -1776 -1704 VT, 2026 925 v 94 43 Max Tx L vF vs 21.54 94 67 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 3 1 Trans vs w h dr dra df dfa Twx+l Twx Tex+, Tex WIND E-QUAKE 348 3.50 9 9 9 110 582 1079 3020 348 3.50 9 9 9 110 582 1079 3020 406 3.00 9 7 3 110 888 1079 3264 VTX 2360 5264 v 121 271 Max Tx 888 3264 352 3.46 9 7 7 110 697 1079 3112 406 1 3.00 9 5 5 110 724 1 1079 2142 406 3.00 9 5 5 110 724 1079 2142 L. vF vs 19.46 271 406 SW Dimensions WIND &QUAKE Max Tx 170705_SSSlateral 170403_s1704033 FIR Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift 5 1 Trans vs w In dr dra of dfa Tw,+1 Twx Tex,, Tex WIND E-QUAKE 176 1.33 4.5 12 12 771 196 176 1.50 4.5 4 4 976 359 VTx 697 292 v 246 103 Max Tx 976 359 L It vs 2.83 246 176 1 70705SSSlateral 170403 s1704033 FIR 'Wall Line 1 Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift A 2 Long vs w h or dra df df. Twx+1 Twx TeX+, TeX WIND E-QUAKE 135 13.71 8 4 4 -326 456 135 19.33 8 4 4 -590 246 VT, 1896 4471 v 57 135 Max Tx 456 L VF VS 33.04 135 135 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift C 2 Long vs w h or dra df dfa Twx+l Twx Tex+, Tex WIND E-QUAKE 134 33.33 8 4 4 -1249 1 -285 VTX 1896 4471 v 57 134 Max TX L VF VS 33.33 134 134 1 70705SSSlateral 170403 s1704033 FIR Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift A 1 1 Long vs w h dr dra df dfa Twx+f Twx Tex,, TeX WIND E-QUAKE 280 3.99 9 1 1 1124 456 2538 248 1 11.51 9 1 1 846 456 2317 248 6.49 9 1 1 1031 456 2465 VTx 3204 5453 v 146 248 Max Tx 1124 2538 L vF vs 21.99 248 280 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift B 1 Long vs w h dr dra df dfa Twx+j Twx Tex+1 Tex WIND E-QUAKE 142 4.66 9 2 2 1510 775 142 6.67 9 2 2 1427 709 VTx 2246 1251 v 198 110 Max Tx 1510 775 L vF vs 11.33 198 142 Wall Line Story (x) Direction Sheathing Shear SW Dimensions Tributary Dead Loads Wind Uplift Earthquake Uplift C 1 Long vs w h dr dra df dfa Twx+j Twx Tex+f Tex WIND E-QUAKE 522 7.50 9 1 1 2560 4443 783 3.00 9 1 1 2726 4575 VTx 3357 5478 v 320 522 Max Tx 2726 4575 L vF vs 10.50 522 783 SW Dimensions Hi WIND &QUAKE Max Tx 170705_SSSlateral 170403_s1704033 FIR Shear Transfer Connections XPSi'C ' Fasteners and Spacing y n � n :2 n D U) � U) .n n n In n n n n n N O0� Nl0aN i � v N kD rn ~ M 3 u u, G N 2X Plates 3x Plates A n ,a rn a U = x x x x {A C f0 C Q C J NCD CO C (� ry coCO Q `� m u Q m Q m u Q R Z C fp v+ O a C O 0. C O a n O a M o �0 G1 'D ro �6 ' (p •• 6 °� f6 .� t ur W`,° a _ro °�° a r'Js N in in in L Ln A 150 11 9 48 46 10 33 16 101 75 110 `ZO :• B 207 8 34 33 7 24 12 59 54 79 \\\ 265 6 ��� \� 27 26 5 18 9 42 42 62 & \` C 332 5 \�y 21 20 4 15 7 31 34 49 °�' D 600 2 x `? 12 11 2 8 4 15 18 27 \� 780 2 a3 a 9 8 2 1 6 3 11 14 21 17 26 900 1.5 :-; :'_:;.,: 8 7 1 1 5 2 10 12 18 15 22 935 1.5� W 7 7 1 5 2 9 12 17 14 21 1190 1.0 6 5.5 1 4 2 7 9 13 11 17 12001 1.0 6 5.5 1 4 2 7 9 13 11 17 1300 1.0 -„ 5.5 5 1 3 1 6 8 12 10 15 1400 1.0 a F 5 4.5 1 1 3 1 6 8 11 10 14 1500 1.0:_ Qa 4.5 4.5 1 3 1 5 7 it 9 13 PF 558 see PF detail on plans Width 16 Shearwall Capacities from SDPWS-2015 Table 4.3A d MINIMUM Tabulated m m NOMINAL PANEL value Adjusted 3 t Nail or Staple size for HF @ ° THICKNESS based on 16" oc a (inch) OF 6 242 7/16" 8d @ Voc 260 242 4 353 7/16" 8d @ 4"oc 380 353 3 456 7/16" 8d @ Yoc 490 456 595 7/16" 8d @ 2"oc 640 595 707 7/16" BOTH SIDES 8d @ 4"oc 760 707 33 911 7/16" BOTH SIDES 8d @ Yoc 980 911 1190 7/16" BOTH SIDES 8d @ 2"oc 1280 1190 1953 Custom Custom 2100 1953 2046 Custom Custom 2200 2046 2139 Custom Custom 2300 2139 2232 Custom Custom 2400 2232 2325 Custom Custom 2500 2325 2418 Custom Custom 2600 2418 PF 558 APA Portal Frame See Detail PF 600 558 1. The above allowable capacities were reduced by 2 for ASD and are for Seismic loads. Shears are p Allowable Wind loads are 1.4 greater. This office Permitted to be increased 3. G=0.43 [1- decreases the wind sheathing shear, v s, to values (0.5-0.43)] _ demand by this factor rather than using the shown for 0.93 increased capacity. That way, only one set of 15/32-inch capacities is needed for simplicity. sheathing... 170705_SSSlateral 170403_s1704033 ST Shear Transfer Notes [1] TABLE 12N [pg109 NDS] Z=89 Ibs for a 16d box nail (D=0.135) in Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] [2] Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg88 NDS] for nominal lateral design values Ctn=0.83 [3] the A35 is used in loading condition 4 in an Fl direction of load according to Simpson designations for SPF/HF Lateral(133/160) Z=450 Ibs [pg331 C-C-2017] [4] [5] for SPSF/HF Lateral(133/160) Z=130 Ibs [pg315 C-C-2017] [6] the H1 is used in an Fl loading according to Simpson designations for SPF/HF Lateral(133/160) Z=415 Ibs [pg315 C-C-2017] [7] the DTC is used in an F2 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=210 Ibs [pg269 C-C-2017] [8] TABLE 12E [pg97 NDS] Z=590 Ibs for a 1/2" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts required by design. [9] TABLE 12E [pg97 NDS] Z=860 Ibs for a 5/8" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts requiredby A. [10] TABLE 12E [pg97 NDS] Z=730 Ibs for a 1/2" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] [11] TABLE 12E [pg97 NDS] Z=1140 Ibs for a 5/8" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] 170705_SSSlateral 170403_s1704033 ST ftrizontal Diaphragm Calculations ANSI/AF&PA SDPWS-2008 Table 4.2C Unblocked DF Panel Thickness Nails Case 1 All other Roof Diaphragm 1 7/16" 8d 230 170 Floor Diaphragm 1 23/32" (19/32") 10d 285 215 The minimum depth of horizontal diaphragm required to provide shear capacity for SEISMIC forces The minimum depth of horizontal diaphragm required to provide shear capacity for WIND forces Unblocked HF Case 1 All other 213.9 158.1 265.05 199.95 Line Story Wind Seismic Middle or end Roof or Floor Case Shear Cap. I J, y Specify a Length Shear Stress wind Shear Stress Seis 12 1,347 4,410 E R All other 158.1 8.5 27.9 51 26.413 86.463 312 1,347 4,410 E R All other 158.1 1 8.5 27.9 51 26.413 86.463 A 2 1,896 4,471 E R All other 158.1 1 12.0 28.3 34 55.765 131.51 C 2 1 1,896 4,471 E R All other 158.1 1 12.0 28.3 34 55.765 131.51 1 1 1 1,013 1,161 E F All other 199.95 1 5.1 5.8 51 19.862 22.757 2 1 2,026 925 E F All other 199.95 1 10.1 4.6 13 155.84 71.131 3 1 1,013 855 E F All other 199.95 5.1 4.3 13 77.919 65.741 4 1 697 292 E R All other 158.1 4.4 1.8 12 58.12 24.357 5 1 697 292 E R All other 158.1 4.4 1.8 12 58.12 24.357 A 1 1 1,308 982 E F All other 199.95 6.5 4.9 34 38.484 28.871 B 1 2,246 1,251 E F All other 199.95 11.2 6.3 34 66.065 36.795 c 1 1,461 1,007 E F All other 199.95 7.3 5.0 40 36.528 25.168 D 1 523 1 334 E F All other 199.95 2.6 1.7 211 24.923 15.925 170705_SSSlateral 170403_s1704033 HD Shear Wall Summary J 2�1 g Width (n SW VF Rio Stressed vs Rio Stressed Notes 1 2 24.42 B 6 181 87% 181 75% 3 2 26.92 B 4 164 79% 277 78% A 2 33.04 A 6 135 90% 135 56% C 2 33.33 A 6 134 89% 134 55% 1 1 18.88 C 4 295 89% 329 93% 2 1 21.54 A 6 94 63% 67 28% 3 1 19.46 C 3 271 81 % 406 89% 4 1 8.00 A 6 87 58% 62 26% 5 1 2.83 PF PF 246 44% 176 32% A 1 21.99 C 4 248 75% 280 79% B 1 11.33 B 6 198 96% 142 59% C 1 10.50 D 33 522 87% 783 86% D 1 21.00 A 6 25 17% 18 7% 170705_SSSlateral 170403_s1704033 SW - Holdown Summary Wind Wind Wind Seismic Seismic Seismic Capacity Capacity Capacity Capacity Capacity Capacity O Uplift W Uplift E Holdown Midwall Corner Endwall Midwall Corner Endwall J C!} 1 2 0 531 3 2 110 1079 MSTC40(a) 2320 @ 2320 @ 2320 @ 2320 @ 2320 @ 2320 @ 5% 5% 5% 47% 47% 47% A 2 0 456 C 2 0 0 1 1 466 2661 STHD14 (a) 5150 @ 5150 @ DNA 3695 @ 3695 @ DNA 9% 9% 72% 72% 2 1 0 0 3 1 888 3264 STHD14 (a) 5150 @ 5150 @ DNA 3695 @ 3695 @ DNA 17% 17% 88% 88% 4 1 0 0 5 1 976 359 A 1 1124 2538 STHD14 (a) 5150 @ 5150 @ DNA 3695 @ 3695 @ DNA 22% 22% 69% 69% B 1 1510 775 STHD14 (a) 5150 @ 5150 @ DNA 3695 @ 3695 @ DNA 29% 29% 21 % 21 % C 1 2726 4575 HTT5KT(a) 5360 @ 5360 @ DNA 5360 @ 5360 @ DNA 51 /0 51 /0 85 /0 85 /o D 1 0 0 170705 SSSlateral 170403 s1704033 SW GRAVITY ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Wood Beam File = SAJobs%IN17041s1704033 - Sound View Lane 21wo 1707051170705_enercalc bib 170227_s1704033.ec6 ENERCALC, INC.1983-2017, Build:6.17.4.30, Ver:6.17.4.30 i 0i..66 Licensee: SOUND STRUCTURAL SOLUT1101 Description : 2-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900 psi E : Modulus of Elasticity Load Combination i BC 2015 Fb - Compr 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0 38666) S(0483325) V V 1 V 4x10 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width=19.333 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.758 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb : Actual = 941.25psi fv : Actual FB : Allowable = 1,242.00psi Fv : Allowable Load Combination +D+S Load Combination Location of maximum on span = 3,000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio = 1875>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.069 in Ratio = 1042 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+S 1 Vertical Reactions Load Combination Overall MAXimum Overall MlNimum D Only +D+S +D+0.750S +U.60D S Only Max. "= Defl Location in Span Load Combination 0.0691 3.022 Support notation : Far left is #1 SupportI Support 2.610 2.610 0.696 0.696 1.160 1.160 2.610 2.610 2,247 2.247 0.696 0.696 1.450 1.450 = 0.584 : 1 4x10 120.92 psi 207.00 psi +D+S 0.000 ft = Span # 1 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS Wood Beam File = S:Uobsls17ts17041s1704033 - Sound View Lane 21wo 1707051170705_enercalc trib 170227_s1704033.ec6 ENERCALC, INC.1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUT101 Description: 2-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination tBC 2015 Fb - Compr 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling oto 061 S(o.1 ) ♦ t 1 V 2-2x6 Span =7.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.688 1 Maximum Shear Stress Ratio Section used for this span 2-2x6 Section used for this span fb : Actual = 874.71 psi fv : Actual FB : Allowable = 1,270.75 psi Fv : Allowable Load Combination +D+S Load Combination Location of maximum on span = 3.500ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio = 835>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.181 in Ratio = 464>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+S 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +fl+S +D+0.750S +0.60D S Only Max." " Defl Location in Span Load Combination 0.1809 3.526 Support notation : Far left is #1 Support Support 0.630 0,630 0,168 0.168 0.280 0.280 0.630 0.630 0.543 0.543 0.168 0.168 0.350 0.350 OK- OK- BHS BHS Max. "+" Defl 0.0000 Values in KIPS 0.332 : 1 2-2x6 57.27 psi 172.50 psi +D+S 7.000 ft Span # 1 Location in Span 0.000 Wood Beam File = S:Uobsls1As17041s1704033 -Sound View Lane Awo 1707051170105_enercalc trib 170227_s1704033.ec6 ENERCALC, INC. 1983.2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 2-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900 psi E : Modulus of Elasticity Load Combination I BC 2015 Fb - Compr 900 psi Ebend- xx 1600ksi Fc - Prll 1350 psi Eminbend - xx 580ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling T 2.200 Span = 5.S0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width=19.250 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.837. 1 Maximum Shear Stress Ratio Section used for this span 2-2xl0 Section used for this span fb : Actual = 952.48psi fv : Actual FB : Allowable = 1,138.50psi Fv : Allowable Load Combination +D+S Load Combination Location of maximum on span = 2.800ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.034 in Ratio = 1986> 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.061 in Ratio = 1103>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+S 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Max. " " Deft Location in Span Load Combination 0.0609 2.820 Support notation : Far left is #1 Support 1 Support 2 2.426 2.426 0.647 0.647 1.078 1.078 2.426 2.426 2.089 2.089 0.647 0.647 1.348 1.348 OK- OK- BHS BHS 0.633 : 1 2-2x10 131.11 psi = 207.00 psi +D+S 5.600 ft = Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS r c MEMBER REPORT SECOND FLOOR FRAMING, FLOOR JOISTS PASSED r 1 piece(s) 14" T7I@ 210 @ 16" OC o Overall Length: 19' 9" 0 IV 2 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 677 @ 2 1/2" 1134 (2.25") Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 664 @ 3 1/2" 1945 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3240 @ 9' 10 1/2" 4490 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.362 @ 9' 10 1/2" 0.483 Passed (L/641) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.470 @ 9' 10 1/2" 0.967 Passed (L/493) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating 41 Any Passed Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 7" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge— Panel (24" Span Rating) that is nailed down. Additional considerations for the TJ-ProT' Rating include: None Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Total 1 - Stud wall - HF 3.50" 2.25" 1.75" 158 527 685 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.75" 158 527 685 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments t - Uniform (PSF) 0 to 19, 9" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. i The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Notes I_vc Saechao Sou!;r. Structural Solutions Inc :42.;) 7?g_t n23 L Sa^ChaocJsssen: com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD l SUSTAINABLE FORESTRY INITIARVE 7f7/2017 9:07:06 AM Forte v5.3, Design Engine: V7.0.0.5 160707 Forte.4te Page 1 of 1 Wood Beam File = S.WbsW 71s17041s1704033 - Sound View Lane 21wo 1707051170705_enercab trib 17022731704033.ec6 ENERCALC, INC. 19n2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 1-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi Load Combination IBC 2015 Fb - Compr 2,325.0 psi Fc - Prll 2,170.0 psi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0 219996) Q0 73332) 36 3.5x14 E: Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990 pcf Span = &0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width=18.333 ft, (FLOOR) DESIGN SUMMARY�'� Maximum Bending Stress Ratio = 0.19& 1 Maximum Shear Stress Ratio Section used for this span 3.5x14 Section used for this span fb : Actual = 450.25psi fv : Actual FB : Allowable = 2,292.26psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 3.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = 4152 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.023 in Ratio = 3194 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+L 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Max. " "Defl Location in Span Load Combination 0.0225 3,022 Support notation: Far left is #1 Support1 Support2 2360 2.860 0.396 0.396 0.660 0.660 2.860 2.860 2.310 2.310 0.396 0.396 2.200 2.200 OK- BHS Max. "+" Defl 0.0000 Values in KIPS 0.282 : 1 3.5x14 87.55 psi 310.00 psi +D+L 0.000 ft Span It 1 Location in Span 0.000 Wood Beam File = S:1Jobslsl71s17041s1704033 - Sound View Lane 21wo 1707051170705_enercalc trib 170227_s1704033.ec6 ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 1-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi Load Combination 1BC 2015 Fb - Compr 2,325.0 psi Fc - Pill 2,170.0 psi Wood Species : Trus Joist Fe - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling E : Modulus of Elasticity Ebend-xx 1,550.Oksi Eminbend - xx 787.82ksi Density D(0.66) L(2.2) D(0 012) L(0.04) � r 3.5x14 Span =18.0ft Applied Loads Uniform Load : D = 0.0120, L = 0.040 , Tributary Width =1.0 ft, (FLOOR) Point Load : D = 0.660, L = 2.20 k (514.0 ft, (1-1) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.4741 Section used for this span 3.5x14 fb : Actual 1,086.41 psi FIB: Allowable = 2,292.26psi Load Combination +D+L Location of maximum on span = 13.993ft Span # where maximum occurs = Span # 1 Maximum Deflection 44.990 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.313 in Ratio = 690>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.407 in Ratio = 531 > 240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+L 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only 40+L +D+0.750L +0.60D L Only Max." " Defl Location in Span Load Combination 0.4067 9.854 Support notation : Far left is #1 Support 1 Support 2 1.104 2.692 0.153 0.373 0.255 0.621 1.104 2.692 0.891 2.175 0.153 0.373 0.849 2.071 OK- OK- BHS BHS 0.266 : 1 3.5x14 82.42 psi 310.00 psi +D+L 18.000 ft Span # 1 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS s Wood Beam _. . File = S:\Jobs\s17\s1704\s1704033- Sound View Lane 21wo 1707051170705_enercalc trib 170227_s 1 704O33.ec6 i ENERCALC, INC.1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 1-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi Load Combination 1BC 2015 Fb - Compr 2,325.0 psi Fc - Prll 2,170.0 psi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0 204) L(0.68) 34 3.5x14 E : Modulus of Elasticity Ebend- xx 1, 550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Span =4.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 17.0 ft, (FLOOR) DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.081: 1 Maximum Shear Stress Ratio Section used for this span 3.5x14 Section used for this span fb : Actual 185.56psi fv : Actual FB : Allowable = 2,292.26psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 2.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio = 15114>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.004 in Ratio = 11626>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+L 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Max. " " Defl Location in Span Load Combination 0.0041 2.015 Support notation : Far left is #1 Support 1 Support 2 1.768 1.768 0.245 0.245 0.408 0.408 1.768 1.768 1.428 1.428 0.245 0.245 1.360 1.360 10. 0.175 : 1 3.5x14 54.12 psi = 310.00 psi +D+L = 0.000 ft Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam File = S:Uobs1sl71sl7041s1704033 -Sound View Lane 21wo 1707051170705_enercalc bib 170227_s1704033.e6 ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 1-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination IBC 2015 Fb - Compr Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.408)1-0.36) 2,325.0 psi E : Modulus of Elasticity 2,325.0psi Ebend-xx 1,550.Oksi 2,170.0 psi Eminbend - xx 787.82ksi 900.0 psi 310.0 psi 1,070.0psi Density 44.990pcf D(0.012) L(0.04) 1 1 1 1 1 w � r 3.5x14 Span = 8.750 ft Applied Loads Uniform Load : D = 0.0120, L = 0.040 , Tributary Width =1.0 ft, (FLOOR) Point Load : D = 0,4080, L =1.360 k (a) 3.0 ft, (1-3) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.180.1 Section used for this span 3.5x14 fb : Actual = 412.79psi FB : Allowable = 2,292.26 psi Load Combination +D+L Location of maximum on span = 3.002ft Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.028 in Ratio = 3814 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.036 in Ratio = 2933>=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Overall Maximum Deflections Load Combination Span +D+L 1 Vertical Reactions Load Combination Overall MAXimum Overall MlNimum D Only 40+L +D+0.750L +0.60D L Only Max." " Defl Location in Span Load Combination 0.0358 4.088 Support notation : Far left is #1 Support 1 Support 2 1,389 0.834 0.192 0.115 0.321 0.192 1.389 0.834 1.122 0.673 0.192 0.115 1.069 0.641 OK - OK - BHS BHS Max. "+" Defl 0.0000 Values in KIPS 0.137 : 1 3.5x14 42.53 psi 310.00 psi +D+L 0.000 ft Span # 1 Location in Span 0.000 !91 F0 1� © T E " MEMBER REPORT SECOND FLOOR FRAMING, 1-5 PASSED f i" 1 piece(s) 14" TJI@ 210 @ 16" OC Overall Length: 10' 7" 0 lu 0 E All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 787 @ 2 1/2" 1304 (2.25") Passed (60%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Shear(lbs) 777 @ 3 1/2" 2237 Passed (35%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 1003 @ 4' 11 15/16" 4490 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (in) 0.035 @ 5' 3 9/16" 0.254 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.052 @ 5' 2 1/2" 0.508 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Prot" Rating 65 Any Passed Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 5" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is nailed down. Additional considerations for the TI-Pro'" Rating include: None Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Fl� Snow Total 1 - Stud wall - HF 3.50" 2.25" 1.75" 353 231 355 939 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.75" 107 281 28 416 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. LOadS Location (Side) Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 1' 16" 20.0 25.0 Residential - Uving Areas 2 - Point (Ib) 1' N/A 280 350 3 - Uniform (PSF) 1' to 10' 7" 16" 12.0 40.0 - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by iCC ES under technical reports ESR-11S3 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproductstdocument-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator .......... . Forte Software Operator -- ----- Job Notes -- .. ---_--.--. - .--.- I Lt'e G9E,CtlaO Sours Stfuctwal Solutions Inc 1421.; 7n_102,2 L59dth,ot ✓s; seng com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITIATIVE 7/7/2017 9i06:06 AM Forte v5.3, Design Engine: V7.0.0.5 160707 Forte.4te Page 1 of 1 i� MEMBER REPORT SECOND FLOOR FRAMING, 1-6 ��'� 1 piece(s) 14" TJI® 210 @ 16" OC t PASSED Overall Length: 10' 7" 1 0 10, 0 P All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results. Actual C Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 397 @ 2 1/2" 1134 (2.25") Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 392 @ 3 1/2" 1945 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 921 @ 5' 2 5/8" 4490 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.035 @ 5' 3 9/16" 0.254 Passed (L/999+) -- 1.0 D + 1.0 L (Ail Spans) Total Load Dell. (in) 0.047 @ 53 3/16" 0.508 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating 65 Any Passed Deflection criteria: U.(L/480)and TL(L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 5" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge`" Panel (24" Span Rating) that is nailed down. Additional considerations for the TJ-Pro'" Rating include: None Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead loo Live Snow Total 1 - Stud wall - HF 3.50" 2.25" 1.75" 169 231 125 525 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.75" 91 281 9 1 381 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) snow (1.15) Comments 1 - Uniform (PSF) 0 to 1' 16" 20.0 25.0 Residential - Living Areas 2 - Point (Ib) 1' N/A 80 - 100 3 - Uniform (PSF) 1'to 10' 7" 16" 12.0 40.0 - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator L. c., Sac-:hao Sound Structural Solutions Inc 1425; 7?is-1023 ISaecnaoLsssengcom System : Floor Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD SUSTAINABLE ."E$M INITIATIVE 7/7/2017 9i06:47 AM Forte v5.3, Design Engine: V7.0.0.5 160707 Forte.4te Page 1 of 1 wOOd BeamFile = S:Uobsts171s17041s1704033 . Sound View Lane 21wo 1107051170705_enercalc trib 170227_s1704033.ec6 ENERCALC, INC.1983.2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 1-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E : Modulus of Elasticity Load Combination t BC 2015 Fb - Compr 1850 psi Ebend- xx 1800 ksi Fe - Prll 1650 psi Eminbend - xx 950 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling n(o 107) 1 (n 9R11 S10 41R1 D(0.091) L(0.281) S(0.09) ntn 1071 I m 9A11 sfn 41R1 D(0.06) L(0.2) 5.5x19.5 Span =21.50ft Applied Loads Uniform Load: D = 0.0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load: D = 0.0910, L = 0,2810, S = 0.090, Tributary Width =1.0 ft, (1-6) Point Load : D = 0.1070, L = 0,2810, S = 0.4160 k a() 7.250 ft, (1-5) Point Load : D = 0.1070, L = 0.2810, S = 0.4160 k @ 14.333 ft, (1-5) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.59t3 1 Maximum Shear Stress Ratio Section used for this span 5.5x19.5 Section used for this span fib : Actual = 1,353.49psi fv : Actual FB : Allowable = 2,264.84psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 10.750ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.409 in Ratio = 631 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.539 in Ratio = 478>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+S +D+0.750L+0.750S Max. "-" Defl Location in Span Load Combination 0.5386 10,828 Support notation : Far left is #1 Support 1 Support 2 7.181 7.183 1.038 1.038 1.730 1.731 7.181 7.183 3.112 3.116 ± 6.854 6.859 OK BHS 0.379 : 1 5.5x19.5 = 100.47 psi 265.00 psi +D+L 21.500 ft Span # 1 Max. "+" Defl Location in Span 0.0000 0,000 Values in KIPS File = S,UobslslftllM.117-0403-3.-. Sound View Lane-Zwo 1-70.7-05117-070.5_ene-rcaic-bib-170227_s17-04033.ec6 Beam ftENERCALC, INC, 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 1-7 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support "i- ' 'Support'2 +0.60D 1.038 1.038 L Only 5.451 5.453 S Only 1.382 1.385 Wood Beam File = S:1JobsM71s17041s1704033 -Sound View Lane 2two 1707051170705_enercalc Crib 170227 s1704033.ec6 ENE RCALC, INC. 1983-2017, Build:6.17.4.30, Vec6.17.4.30 Description : 1-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi Load Combination iBC 2015 Fb - Compr 2,325.0 psi Fc - Prll 2,170.0 psi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D3 924j Si4 50�4f0 09: t t 1 1 1 :xo zr ev:szs t I 1 1 1 I E : Modulus of Elasticity Ebend-xx 1,550.Oksi Eminbend - xx 787.82 ksi Density 44.990 pcf Span =70R Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = H -->> 2.50 ft, Tributary Width = 13.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 2.50 - > 7.0 ft, Tributary Width = 4.0 ft, (ROOF) Uniform Load : D = 0.020, S = 0.0250 , Tributary Width = 1.0 ft, (ROOF) Point Load : D = 3.924, S = 4.905 k a() 2.50 ft, (2-2) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.671: 1 Maximum Shear Stress Ratio Section used for this span 3.5x14 Section used for this span fb : Actual = 1,767.75 psi fv, : Actual FB : Allowable = 2,636.10psi Fv : Allowable Load Combination +D+S Load Combination Location of maximum on span = 2.504ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio = 1607> 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.099 in Ratio = 851 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+S 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only Max. "" Defl Location in Span Load Combination 0,0986 3.270 Support notation : Far left is #1 Support 1 Support 2 7.659 4.486 0.280 0.280 3.606 2.196 BHS 0.658 : 1 3.5x14 = 234.46 psi 356.50 psi +D+S = 0.000 ft Span # 1 Max. "+' Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam Description : 1-8 Vertical Reactions Load Combination +D+L +D+S +D+0.750L+0.750S +0.60D L Only S Only .......... .... ....... .. ................................... .....�.�__.........._.........__..__.__.._.-__...__.........._..___._..._.___.......___..._..._..-__._.__._..._._..._-_....._...... File = SAJobsLs171s17041s1704033 - Sound View Lane i1w 170706E170705 enercalc trib 170227_s1704033.ec6 ENERCALC, INC.1983.2017, Build:6.17.4.30, Ver.6.17.4.30 ! p p ! Support notation : Far left is #1 Values in KIPS Support Support2 3.886 2.476 -- 7.659 4.486 6.856 4.123 2.164 1.317 0.280 0.280 4.053 2.290 Wood Beam File = S:lloWs171s17041s1704033 -SoundView Lane e 21wo 170765070705-enercab Crib 170227_s1704033.ec6 ENERCALC, INC.1983-2017, Build:6.17.4.30, Ver.6.17.4.30 Description : 1-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb -Compr 2,325.Opsi Ebend-xx 1,550.Oksi Fc - Pril 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling soc-mur,oe; oto ast DRY ti SO 1J5k 3 5x1a Span=100ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) Uniform Load: D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.178: 1 Maximum Shear Stress Ratio Section used for this span 3.5x14 Section used for this span fb : Actual = 469.35psi fv : Actual FB : Allowable = 2,636.10psi Fv : Allowable Load Combination +D+0.750L+0.750S Load Combination Location of maximum on span = 5.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 5262 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.065 in Ratio = 1838>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+0.750L+0.750S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+t +O+S +D+0.750L+0.750S +0.60D Max. " " Defl Location in Span Load Combination 0.0653 5,036 Support notation : Far left is #1 Support1 Support2 1.789 1.789 0.400 0.400 1.020 1.020 1.420 1.420 1.645 1.645 1.789 1.789 0.612 0.612 OK - BHS 0.154 : 1 3.5x14 54.76 psi 356.50 psi +D+0.750L+0.750S 0.000 ft Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam Description : 1-9 Vertical Reactions Load Combination L Only S Only File = S:Uobs1s17V517041s1704033 - Sound View Lane 21wo 1707051170705_enerca� trib 170227_s1704033.ec6 ENERCALC, INC.19n2017, Build:6.17.4.30, Ver:6.17.4.30 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.400 0.400 0.625 0.625 Wood Beam File = S:1Jobs1s17ts17041s1704033 - Sound View Lane 24o 170705\170705_enercalc Crib 170227_sl704033.ec6 ENERCALC, INC. 1983-2017, Build:6.17.4.30, Vec6.17.4.30 Description CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2325 psi Ebend- xx 1550 ksi Fc - Prll 2170 psi Eminbend - xx 787.815ksi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 44.99pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.38666, Si0.4L332G) I 3.5X14 Span = 6.0 ft Applied Loads Uniform Load : D = 0.020, S = 0,0250 ksf, Tributary Width=19.333 ft, (ROOF) Uniform Load : D = 0,010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load: D = 0.0120, L = 0.040 ksf, Tributary Width = 10.0 ft, (FLOOR) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.224: 1 Maximum Shear Stress Ratio Section used for this span 3.5x14 Section used for this span fb : Actual = 589.98psi fv : Actual FB : Allowable = 2,636.10psi Fv : Allowable Load Combination +D+0.750L+0.750S Load Combination Location of maximum on span = 1000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio = 6300>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.030 in Ratio = 2437 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+0.750L+0.750S 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +O+S +D+0.750L+0.750S +0.60D Max. "" Defl Location in Span Load Combination 0.0295 3.022 Support notation : Far left is #1 Support1 Support2 3.747 3.747 1.056 1.056 1.760 1.760 2.960 2.960 3.210 3.210 3,747 3.747 1.056 1.056 t , o o= 0.322 : 1 3.5x14 114.72 psi 356.50 psi +D+0.750L+0.750S = 0.000 ft Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Woad Beam File=SAJobMs171s17Hs1704033- Sound View Lane 21wo1707061170706_enercalcbib 170227_s1704033.ec6 ENERCALC, INC.1983.2017, Build:6.17.4.30, Ver.6.17.4.30 ION MrIT- s I I I I o o 0 Description Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 L Only _ - - 1.200 1.200 S Only 1.450 1.450 Wood Beam File = S:UobsM71s17041s1704033- Sound View Lane 21wo 1707051170705_enercalc Crib 170227_s1704033.ec6 ENERCALC, INC.1983.2017, Build:6.17.4.30, Ver6.17.4.30 i.006655 Llicensee ' SOUND STRUCTURAL SOLUT10K Description : 1-12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi Load Combination iBC 2015 Fb - Compr 2,325.0 psi Fc - Prll 2,170.0 psi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling of mQ Vo i 000&) 1 3.5x14 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend -xx 787.82ksi Density 44.990 pcf Span = 4.50 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) DESIGN SUMMARY - • Maximum Bending Stress Ratio = 0,032 1 Maximum Shear Stress Ratio = 0,062 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 fb : Actual = 84.75psi fv : Actual = 21.97 psi FB : Allowable = 2,636.10psi Fv : Allowable = 356.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 2.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0,000 in Ratio = 0 <360 Max Downward Total Deflection 0.002 in Ratio = 22627 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0024 2.266 HOW 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.718 0.718 Overall MINimum 0.180 0.180 D Only 0.414 0.414 +D+L 0.594 0.594 +D+S 0.639 0.639 +D+0.750L+0.750S 0.718 0.718 +0.60D 0.248 0.248 OK -- OK - 13HS BH f Wood Beam Description : 1-12 Vertical Reactions Load Combination L Only S Only File = S.4Jobs1s171s170Ms1704033 -Sound View Lane 21wo 170705\170705_enercalc bib 17( ENERCALC, INC.1983-2017, Build:6.17 Support notation : Far left is #1 Values in KIPS Support1 Support2 0.180 0.180 - 0.225 0.225 Wood Beam File = S:Uobs1s17ts17041s1704033 . Sound View Lane 21wo 1707051170705_enercalctrib 170227 s1704031%6 ENERCALC, INC.19n2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 1-13 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2325 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2325 psi Ebend- xx 1550ksi Fc - Prll 2170 psi Eminbend - xx 787.815 ksi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 44.99pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling DO 03) S{1 9881 D(0 08) S(0 1) 0(0.25) S(0.312.5) � r i 3.5M .25 Span= 12.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.020, S = 0.0250 ksf, Extent = 0.0 » 4.0 ft, Tributary Width =12.50 ft, (ROOF) Uniform Load: D = 0.020, S = 0.0250 ksf, Extent = 4.0 » 12.0 ft, Tributary Width = 4.0 ft, (ROOF) Point Load : D=1.030, S =1.288 k (, 4.0 ft, (1-10) DESIGN SUMMARY mmlm•� Maximum Bending Stress Ratio = 0.6741 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span fb : Actual = 1,801.23psi N : Actual FIB: Allowable = 2,673.75psi Fv : Allowable Load Combination +D+S Load Combination Location of maximum on span = 4.029ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.219 in Ratio = 657>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.394 in Ratio = 365>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +O+S +D+0.750S +0.60D Max."-" Dell Location in Span Load Combination 0.3942 5.650 Support notation : Far left is #1 Support Support2 3.900 2.108 1.040 0.562 1.733 0.937 3.900 2.108 3.359 1 S15 1.040 0.562 0.417 : 1 3.5x11.25 148.58 psi 356.50 psi +D+S 0.000 ft Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS OK- OK- BHS BHS Wood Beam File- S:UobsW71s17041s1704033 -Sound View Lane 21wo 1707051170705_enercalc bib 170227_s1704033.e6 ENERCALC, INC.1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 1-13 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 S Only 2.167 1.171 Wood BeamFile = SMobsts1As17041s1704033 -Sound View lane 21wo 1707051170705_enercalc Crib 170227 s1704033.. 6 ENE RCALC, INC.19n2017, Build:6.17.4.30, Ver:6.17.4.30 I.li.. -e: SOUND STRUCTURAL SOLUTIONS Description : 1-14 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination IBC 2015 Fb - Compr Fc - Prll Wood Species : DF/D F Fc - Perp Wood Grade : 24F - V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.353) L(0.231) S(0.355) 2400 psi E : Modulus of Elasticity 1850 psi Ebend- xx 1800 ksi 1650 psi Eminbend - xx 950ksi 650 psi Ebend- yy 1600ksi 265 psi Eminbend - yy 850ksi 1100 psi Density 31.2pcf D(0.353) L(0.231) S(0.355) D(0.169) L(0.231) S(0.125) V � t r 3.5x15 Span = 16.0 ft Applied Loads Uniform Load : D = 0,1690, L = 0.2310, S = 0.1250 , Tributary Width =1.0 ft, (1-6) Point Load : D = 0.3530, L = 0.2310. S = 0.3550 k aa) 4.50 ft, (1-5) Point Load: D = 0.3530, L = 0.2310, S = 0.3550 k (d11.50 ft, (1-5) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.585 1 Maximum Shear Stress Ratio Section used for this span 3.5x15 Section used for this span fb : Actual 1,410.56psi fv : Actual FB : Allowable = 2,400.00psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 8.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.223 in Ratio = 862>=360 Max Upward Transient Deflection 0,000 in Ratio = 0 <360 Max Downward Total Deflection 0.465 in Ratio = 412 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+0,750L40.750S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+S +D+0.750L+0.750S +0.601) Max. =" Defl Location in Span Load Combination 0.4651 8.058 Support notation : Far left is #1 Support 1 Support 2 4.281 4.281 1.023 1.023 1.705 1.705 3.784 3.784 3.060 3.060 4.281 4.281 1.023 1.023 0.408 : 1 3.5x15 108.11 psi 265.00 psi +D+L 0.000 ft Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam Description : 1-14 ..... - - — --- .._._.. _ ............._...... File = S:Wobs\s17\s17041s1704033 -Sound View Lane 21wo 17070S170705_enercalc tdb 170227_s1704033.ec6 ENERCALC, INC.1983-2017, Build:6.17.4.30, Ver.6.17.4.30 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 L Only - - 2.079 2.079 S Only 1.355 1.355 ............ Wood Beam File = SMobsWAls170Ms1704033 - Sound View Lane 21wo 170705\170705_enercalc bib 170227_s1704033.ec6 ENERCALC, INC. 1983-2017, Buiid.6.17.4.30, Ver 6.17.4.30 Description : 1-15 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2325 psi Load Combination IBC 2015 Fb - Compr 2325 psi Fc - Prll 2170 psi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling iy:r. ea; or, oo� s II -ai 3.5.14 E : Modulus of Elasticity Ebend-xx 1550ksi Eminbend - xx 787.815ksi Density 44.99pcf span = 6.0 X Applied Loads Service loads entered. load factors will be applied for calculations. Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 it, (ROOF) Uniform Load : D = 0,010 ksf, Tributary Width = &0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) DESIGN SUMMARY. , I ♦:11• Maximum Bending Stress Ratio = 0.133: 1 Maximum Shear Stress Ratio Section used for this span 3.5x14 Section used for this span fb : Actual = 308.89psi fv : Actual FB : Allowable = 2,325.00psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 3.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio = 8013 >=360 Max Upward Transient Deflection 0,000 in Ratio = {? <360 Max Downward Total Deflection 0.015 in Ratio = 4656>=240. Max Upward Total Deflection 0.000 in Ratio = `i <240.0 Overall Maximum Deflections Load Combination Span 001 Vertical Reactions Load Combination Overall MAXimum Overall MlNimum D Only +D+L +p+S +D+0.750L+0.750S +0.60D Max. "" Defl Location in Span Load Combination 0.0155 3.022 Support notation : Far left is #1 Support 1 Support 2 1.962 1.962 0,300 0,300 0.822 0.822 1.962 1.962 1.122 1.122 1,902 1.902 0.493 0.493 Max. 'W' Defl 0.0000 Values in KIPS 0,194 : 1 3.5x14 60.06 psi 310.00 psi +D+L 0.000 ft Span # 1 Location in Span 0,000 Wood Beam File = SAJobs1s171s1704\s1704033 - Sound View Lane Zwo 1707051170705,_enercate fib 170227_s1704033.ec6 ENERCALC, INC. 1983-2017, Build-.6.17.4.30, Ver:6.17,4.30 Description : 1-15 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 L Only 1.140 1.140 S Only 0.300 0.300 Wood Beam File = S:UoWs171s17041s1704033 - Sound View Lane No 170 OW70705_enercalc Crib 170227_s1704031ec6 ENERCALC, INC.1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 1-16 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2325 psi Ebend- xx 1550ksi Fc - Prll 2170 psi Eminbend - xx 787.815 ksi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070psi Density 44.99pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling rru.cnz, un 04! s0031 nc.e�i sec �, 15x14 span = 9 0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0,020, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) Uniform Load: D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040, Tributary Width =1.0 ft, (FLOOR) DESIGN SUMMARY�� Maximum Bending Stress Ratio = 0.1121 Maximum Shear Stress Ratio Section used for this span 3.5xl4 Section used for this span fb : Actual = 294.36psi fv : Actual FIB: Allowable = 2,636.10psi Fv : Allowable Load Combination +D+0.750L+0.750S Load Combination Location of maximum on span = 4.500ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio = 9022 > 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.033 in Ratio = 3257 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D40.750L+0.750S 1 Vertical Reactions Load Combination Overall MAX+mum Overall MINimum D Only +O+L +D+S +D40.750L+0.750S +0.60D Max." " Defl Location in Span Load Combination 0.0332 4.533 Support notation : Far left is #1 SupportI Support 1.247 1.247 0.180 0.180 0.774 0.774 0.954 0.954 1.224 1.224 1.247 1.247 0.464 0,464 0.107 : 1 3.5x 14 38.16 psi 356.50 psi +D+0.750L+0.750S 9.000 ft Span # 1 Max. "+" Deli Location in Span 0.0000 0.000 Values in KIPS Wood Beam Description : 1-16 Vertical Reactions Load Combination L Only S Only File = SAJobsls17ts17041s1704033 - Sound View Lane 21wo 1707051170705_enercalc M 170227_s1704033.ec6 ENERCALC, INC. 1983.2017, Build:6.17.4.30, Ver:6.17.4.30 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 - 0.180 0.180 0.450 0.450 Wood Beam File = S:1Jobs%s171s17041s1704033- Sound View Lane 21wo 1707051170705_enercalc trib 170227_s1704033.ec6 ENERCALC, INC.1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 0-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900 psi E : Modulus of Elasticity Load Combination f BC 2015 Fb - Compr 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.3206) L(1.069) D(0.01333)L(0.05332) 1 T T T T I 4x10 Span = 8.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width =1,333 ft, (FLOOR) Point Load: D = 0.3206, L =1.069 k @ 3.833 ft, (1-4) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.806.1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb : Actual = 870.45psi fv : Actual FB : Allowable = 1,080.0Opsi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 3.832ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.088 in Ratio = 1194 > 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.113 in Ratio = 926>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+L 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only 40+L +D+0.750L 40.60D L Only Max. " " Defl Location in Span Load Combination 0.1133 4.247 Support notation : Far left is #1 Support 1 Support 2 1.072 0.900 0.143 0.119 0.238 0.199 1.072 0.900 0.864 0,725 0.143 0,119 0.834 0.702 HEADER HEADER Max. "+" Defl 0.0000 Values in KIPS 0,276 : 1 4x10 49.69 psi 180.00 psi +D+L 0.000 ft Span # 1 Location in Span 0.000 Wood Beam File = S:1Jobs\s17\s17041s1704033 -Sound View Lane No 1707051170705_enercalc bib 170227_s1704033.ec6 ENERCALC, INC.1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 0-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination IBC 2015 Fb - Compr Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.aR8)Vp.32) 850.0 psi E : Modulus of Elasticity 850.0 psi Ebend- xx 1,300.0 ksi 1,300.0 psi Eminbend - xx 470.0 ksi 405.0 psi 150.0 psi 525.0 psi Density 26.830 pcf 1)(0.02) L(OM) M � x 31 I 2-2x10 Span = 8.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D = 0.120 k @ 3.833 ft, (WALL) Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) Point Load: D = 0.0960, L = 0.320 k @ 3,833 ft, (FLOOR) DESIGN SUMMARY ■ Maximum Bending Stress Ratio = 0.629.1 Maximum Shear Stress Ratio Section used for this span 2-2x10 Section used for this span fb : Actual = 588.07psi fv : Actual FB : Allowable = 935.00 psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 3.832ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.071 in Ratio = 1483 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.101 in Ratio = 1039>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+i 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Max. " " Defl Location in Span Load Combination 0.1011 4.311 Support notation : Far left is #1 Support 1 Support 2 0.739 0.672 0.125 0.109 0.209 0.182 0.739 0.672 0.606 0,550 0.125 0.109 0.530 0.490 = 0.266 : 1 2-2x10 = 39.93 psi 150.00 psi +D+L 0.000 ft Span # 1 Max. "+" Defl Location in Span HOW 0.000 Values in KIPS Wood Beam File = S:Uobs1s171s17041sl704033 -Sound View Lane 21wo 1707051170705_enercalc bib 170227_01 04033.ec6 ENERCALC, INC. 19n2017, Build:6.17.4.30, Ver:6.17.4.30 Description: 0-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb -Compr 850.0 psi Ebend-xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling ono o-I uo oat o;nne, DiO.CA:if L,0 +Ar rno (W i so 051 it I I 2-h10 Span =3500 Applied Loads Load for Span Number 1 Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 4.50 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) DESIGN SUMMARY 2-2,10 Span = 1 250 0 Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.078: 1 Maximum Shear Stress Ratio Section used for this span 2-2x10 Section used for this span fb : Actual = 73.08psi fv : Actual FB : Allowable = 935.00psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 1.525ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0,002 in Ratio = 20376>=360 Max Upward Transient Deflection -0.002 in Ratio = 15586>=360 Max Downward Total Deflection 0.002 in Ratio = 20409>=240. Max Upward Total Deflection -0.001 in Ratio = 26196>=240. Overall Maximum Deflections Load Combination Span L Only 1 2 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only Max. " "Defl Location in Span Load Combination 0.0021 1.721 0.0000 1.721 L Only Support notation : Far left is #1 Support 1 Support 2 Support 3 0.342 0.733 -0.011 0.074 0.045 0.300 OK- BHS e o 0.160:1 2-2x10 = 24.06 psi 150.00 psi +D+L 3.500 ft = Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 -0.0019 1.250 Values in KIPS Wood Beam Description : 0-3 Vertical Reactions Load Combination +D+L +D+S +D+0.750L+0.750S +0.60D L Only S Only File = S:UoWs171s17041s 1704033 - Sound View Lane 21wo 170705\170705_enerc.* bib 170227 s1704033.ec6 j ENERCALC, INC. 19n2017, Build:6.17.4.30. Ver:6.17.4.30 1 Support notation : Far left is #1 Support1 Support2 Support3 0.342 0.733 0.034 0.373 0,260 0.680 0.027 0.180 0.297 0.433 -0,011 0.074 Values in KIPS l Wood Beam File = S:Uobsls171s17041s1704033 - Sound View Lane 21wo M7051170705_enerca)c trib 170227_s1704033.ec6 I ENERCALC, INC.1983.2017, Build:6.17.4.30, Ver:6.17.4.30 Description : 0-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination f BC 2015 Fb - Compr 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pd Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0(0.045 1 D(0.015) L 0.06 T T T D(0.02) L(0.08) 2-2x10 Span = 10.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, L = 0.040 ksf, Extent = 0.0 —» 7.0 ft, Tributary Width = 2.0 ft, (FLOOR) Uniform Load: D = 0.010, L = 0.040 ksf, Extent = 7.0 » 10.333 ft, Tributary Width =1.50 ft, (FLOOR) Point Load: D = 0,0450, L = 0.2970 k 7.0 ft, (0-3) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.565 1 Maximum Shear Stress Ratio Section used for this span 2-2x10 Section used for this span fb : Actual 527.91 psi N : Actual FB : Allowable = 935.00psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 6.147ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.114 in Ratio = 1086 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.139 in Ratio = 893>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+L 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +Da0.750L +0.60D Max."-" Defl Location in Span Load Combination 0.1388 5.317 Support notation : Far left is #1 Support 1 Support 2 0.614 0.678 0.069 0.072 0.115 0.120 0.614 0.678 0.489 0.539 0.069 0.072 OK- OK- BHS BHS = 0.244 :1 2-2x10 36.67 psi = 150.00 psi +D+L 10.333 ft Span # 1 Max. "+" Deft Location in Span 0.0000 H00 Values in KIPS Wood Beam Description : 0-4 Vertical Reactions Load Combination L Only file -- S:W-bb s171s17041 1704033 - Sound View Lane 2461707051170705_enercalc Crib 170227_s1704033.ec6 ENERCALC, INC.1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.496 0.559 Wood Beam File = SAJobs%1ns17041s1704033 - Sound View lane 21wo 1707051170705_enercalc trib 170227_st704033.ec6 ENERCALC, INC.1983-2017, Build:6.17.4,30, Ver6.17.4.30 Description : 0-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi Load Combination IBC 2015 Fb - Compr 850.0 psi Fc - Prll 1,300.0 psi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling L)(0.23851 L(O.834} D({3.09} L(0.36) 2-2x6 Span = 2.50 ft Applied Loads Uniform Load : D = 0.010, L = 0,040 ksf, Tributary Width = 9.0 ft, (FLOOR) Point Load : D = 0,2385, L = 0.8340 k @ 1.750 ft, (0-1) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.616: 1 Section used for this span 2-2x6 fb : Actual = 680.45psi FB:Allowable = 1,105.00psi Load Combination +D+L Location of maximum on span = 1.743ft Span # where maximum occurs = Span # 1 Maximum Deflection E : Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend - xx 470.0 ksi Density 26.830 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.013 in Ratio = 2336>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.016 in Ratio = 1840>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Overall Maximum Deflections Load Combination Span +D+L 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Max. " " Defl Location in Span Load Combination 0.0163 1.323 Support notation : Far left is #1 Support 1 Support 2 0.884 1.313 0.110 0.168 0.184 0.279 0.884 1.313 0.709 1.055 0.110 0.168 0.700 1,034 = 0.796 : 1 2-2x6 = 119.39 psi = 150.00 psi +D+L = 2.500 ft = Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS GRAVITY ANALYSIS Truss Layout 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 General Beam Analysis r.�t.. Description : 2-1 G.T. General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 12.50 ft File = S:Uobst171s1704W 704033 - Sound View Lane 21wo 1707051170705_enercalc trib 170227 s1704033.ec6 ENERCALC, INC.1983-2017, Build:6.17.4.30. Ver:6.17.4.30 Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.3651 S(0.45625) Span = 12.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 18.250 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 16.040 k-ft Maximum Shear = 5.133 k Load Combination +D+S Load Combination +D+S Location of maximum on span 6.250ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.087 in 1721 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.157 in 956 Max Upward Total Deflection 0.000 in 0 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1568 6.313 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.133 5.133 Overall MlNimum 1.369 1.369 D Only 2.281 2.281 +D+S 5.133 5.133 +Di0.750S 4.420 4.420 +0.60D 1.369 1.369 S Only 2.852 2.852 OK- OK- BHS BHS - ...__.. - __.._...__.-- General Beam Analysis 6•II; Description : 2-2 G.T. General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = file = S:1JobsW71s17041s 1704033 -Sound View Lane 21wo 170705W0705 enercalc trib 170227_sl704033.ec6 i ENE RCALC, INC.1983-2017, BwId:6.17.4.30, Ver.617.4.30 21.50 ft Area = 10.0 in12 Moment of Inertia = 100.0 inA4 U0.365) S(0A5625) Span = 21.50 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 18.250 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 47.453 k-ft Maximum Shear = 8.828 k Load Combination +D+S Load Combination +D+S Location of maximum on span 10.750ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.762 in 338 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 1.372 in 187 Max Upward Total Deflection 0.000 in 0 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 1.3724 10.858 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAX1mum 8.828 8.828 Overall MINimum 2.354 2,354 D Only 3,924 3.924 +D+S 8.828 8.828 +D+0.750S 7.602 7.602 40.60D 2.354 2.354 S Only 4,905 4,905 General Beam Analysis Description : 1-10 G.T. General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = File= S:UoWs1 As17041s1704033 -Sound View Lane 21wo 1707051170705_enercalc tnb 170227_s1704033.ec6 ENERCALC, INC.1983-2017, Build:6.17.4.30, Ver.6.17.4.30 20.60 ft Area = 10.0 in12 Moment of Inertia = 100.0 inA4 M0.11 S(0.1251 Span = 20.60 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 11,935 k-ft Maximum Shear = Load Combination +D+S Load Combination Location of maximum on span 10.300ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.176 in 1404 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.317 in 780 Max Upward Total Deflection 0.000 in 0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+S 1 0.3169 10.403 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.318 2.318 Overall MINimum 0.618 0.618 D Only 1.030 1.030 +D+S 2,318 2.318 +D+0.750S 1.996 1.996 +0.60D 0.618 0.618 S Only 1.288 1.288 OK - O - BI BH 2.318 k +D+S 0.000 ft Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS V FOUNDATION ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 FTG - FOOTING, TYPICAL Soil Bearing Capacity 2000 Psf f7%) Kril PC, 11KCk L-1 v- f'TGA FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. ID FOOTING SIZE REINFORCEMENT WIDTH (Transverse) LENGTH (Longitude) THICKNESS LONGITUDE TRANSVERSE F2 21-011 21-011 1011 (3) #4's (3) #4's F2.5 21-611 21-6" 10.1 (3) #4's (3) #4's F3 T-O" �- 3[E�fl (4) #4's (4) #4's Total Load 8,000 12,499 17,999 FWS - FOUNDATION WALL STEM (BLD-A) Dead Live Snow Deck 20 60 25 Floor 12 40 Fnd 100 Roof 20 25 Wall 10 Bearing Capacity 2000 (F-2) H: .. _..-r.� . Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 4 Roof 80 0 100 180 17 Wall 170 0 0 170 3 Floor 36 120 0 156 4.333 Fnd 433.3 0 0 433.3 Total 719.3 120 100 939.3 Minimum Ft Width USE (In) Stress 0.46965 16 35% Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 19.333 Roof 386.66 0 483.325 869.985 10 Floor 120 400 0 520 17 Wall 170 0 0 170 4.333 Fnd 433.3 0 0 433.3 Minimum Width USE (in) Stress —Ftg 0.9966425 16 75% TSF - THICKENED SLAB FOOTING Dead Live Snow Deck 20 60 25 Floor 12 40 Fnd 1 100 Roof 20 25 Wall 10 Bearing Capacity 2000 (F-3) (F-4) (F-5) Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 9 Floor 108 360 0 468 4 Wall 40 0 0 40 1 Fnd 100 0 0 100 Total 248 360 0 608 Minimum Ft Width USE (in) Stress 0.304 12 30% Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 27.333 Floor 327.996 1093.32 0 1421.316 12 Wall 120 0 0 120 1 Fnd 100 0 0 1 100 Total 547.996 1 1093.32 0 1 1641.316 Minimum Ft Width USE (in) Stress 0.820658 12 82% Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 11.5 Floor 138 460 0 598 12 Wall 120 0 0 120 1.167 Fnd 116.7 0 0 116.7 Total 374.7 460 0 834.7 Minimum Ft Width USE (in) Stress 0.41735 14 36% DETAIL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 BHS - BEAM & HEADER SUPPORT 77 tea' aaa-d M 1 'R �,>A�A"1¢A+Pfl:/M?S "x4�YN ��Y�W-aiRF BEAM [ capacity ] 2x4 WALL 2x6 WALL POST 4x (SAWN) (2) 2x4 (2) 2x6 4x4 [ 4253 lb ] [ 6683 lb ] [ 4961 lb ] C 6x (SAWN) (3) 2x4 (3) 2x6 6x6 [ 6379 lb ] [ 10024 lb ] [ 12251 lb ] F— U) 3 1/8 (GLB) (2) 2x4 (2) 2x6 4x4 p [ 4253 lb ] [ 6683 lb ] [ 4961 lb ] LEI � 51/8 (GLB) ( (3) 2x4 (3) 2x6 6x6 [ 6379 lb ] [ 10024 lb ] [ 12251 lb ] 0 Lli 3 1/2 (MANE) (2) 2x4 (2) 2x6 4x4 [ 4253 lb ] [ 6683 lb ] [ 4961 lb ] 5 1/2 (MANF) (3) 2x4 (3) 2x6 6x6 ( 6379 lb ] [ 10024 lb ] ( 12251 lb ] GIRDER TRUSS (2) 2x4 (2) 2x6 [ 4253 lb ] [ 6683 lb ] BEAM 2x4 WALL 2x6 WALL [ capacity ] I) 4x (SAWN) 2x4 2x6 W [ 2126 lb ] [ 3341 lb ] 6x (SAWN) 2x6 [ 3341 lb ] 3 1/8 (GLB) (2) 2x4 2x6 ~ p [ 4253 lb ] [ 3341 lb ] W 5 1/8 (GLB) (2) 2x6 [ 6683 lb ] LLJ 3 1/2 (MANF) (2) 2x4 [ 4253 lb ] ( 3341 lb ] 5 1/2 (MANF) (2) 2x6 ( 6683 lb ] .J r CTS - COLLECTOR TO SHEARWALL Beam Material LSL Top Plate Material HF #2 Design Unit Shear SW Designation 600 plf "D" 332 plf "C'r 207 plf "B" 150 plf "A" Fastener 5/8" Screw in 3x HF Z 590 Ibs Design Spacing SW Designation 11.8 in "D" 21.3 in "C" 34.2 in "B" 47.2 in "A" RIM BEAM SHEARWALL IS FASiEIO) CTS COLLEC 0R TO SHEARWALL N.T.S. DTC - DIAPHRAGM TO COLLECTOR Location Wall Line: C Story: Collector Species DF #2 Sheathing Thinkness 23/32 Sheathing S.G. 0.50 Nail Size 10d Nail Type Box WINM fK% AIN44". �ALkacl;.. OXOM-A 5TRU."1014 Ncm 5 Jklk7 745 PAM EDUS in 'DTC DIAPKAGM TO COLLECTOR RTS, lLoad Duration Factor Wind/Quake 1.6 I Diaphragm Factor Yes 1.1 Collector Length 16 Collector Load (0.6W) 3357 Collector Load (0.7E) 5478 ft lbs lbs I Adjusted Bearing, Z' 1 150 lbs v (plf) Design Spa 210 8.56 342 5.24 Nail Spacing 1 4 in Wind Seismic Connection Capacity 7181 lbs Stressed 76% OK Use 10d Box Nails @ 4 inches OC IBW - INTERIOR BEARING WALL INTERIOR BEARING WALL Indicate interior walls which support repetitive members, Construct per WALL FRAMING & BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan, Dead Live Snow Deck 20 60 25 Floor 12 40 Fnd 100 Wall 10 IBWA Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 18.333 Floor 219.996 733.32 0 953.316 9 Wall 90 0 0 90 Total 309.996 1 733.32 0 1043.316 STUD SPACING in Dead Load, lb Live Load, lb Snow Load, lb Total Load, lb 16 413 978 0 1391 �72fa1 � 0 3 C� � GEOSPECTRUM CONSULTANTS., INCR } r �.., e�t,<--ch ical. Engsneers a and Earth Sciences C IV NAR 1 3 DEVELOPMENT SERVICES COUNTER September 28, 2012 Mr. Rob Michel Soundview Lane LLC P. O. Box 1483 Edmonds, WA 98020 SUBJECT:. OEOTECHNICAL EVALUATION Proposed 3-Lot Short Plat 7231 Soundview Lane Edmonds, Washington Project No. 12-127-01 Dear Rob, - AA41% (P This report presents our geotechnical evaluations and recommendations for development of the subject property as a 3-Lot short plat. Our services were provided in accordance with the scope and conditions of our proposal dated July 27, 2012. We have been provided a site topographic survey and the proposed lot lines within the property which includes an existing residence .located in the southern portion of the j property. We understand that two new lots will be created in the western and northern portions of the property and that residential development on the two new lots will likely be two-story structures with daylight basements. Access will be provided from the east side of the property by a new driveway north -of the existing residence. We have not. been provided_ anystructural load information, but based on our experience we expect that bearing wall loads. will be on the order of 2 to 3 kips per foot and column loads are expected .to. range from about 10 to 20 kips. If actual structural i loads exceed the.above values by more than 25%, this office should be notified. ATTACHMENT 10 P.O. Box 276, 6.ssaqucil �, WA 9802-7-0276 ® Phone: (425) 39 i-422_8 Fox, (425) 39 1-4228 Soundview Lane LLC September 28, 2012 SCONE OF WORK Our work has included site reconnaissance, subsurface explorations, engineering evaluations and the preparation of this report. The scope of work included the following specific tasks: o Review of published geologic mapping and Edmonds ECA Inventory Maps of geologically hazardous Areas maps for the site vicinity. o Performed a site reconnaissance to observe conditions on the site and on the slopes within the property. o Observed existing and new test pit excavations to explore the subsoil conditions within the proposed new residential lots. Approximate locations of the test pits are shown on Figure 2 and logs of the test pits are included in Appendix A. o Performed -engineering evaluations of the surface and subsurface conditions observed and developed geotechnical recommendations for foundation design and construction including foundation slope setbacks plus geotechnical recommendations general site development. o Prepared this geotechnical report summarizing our findings and geotechnical recommendations for site development including foundation design and construction, subgrade preparation, erosion control and drainage control. OBSERVED SITE CONDITIONS Surface Conditions Our site observations and explorations were made on 8/7/12. The property is located in northeastern Edmonds near the top of the west facing coastal bluff. The property is situated on the west side of Soundview Lane north of its intersection with Sound View Drive. Topographically the site includes the point of a broad ridge that is bordered on the north by a small 'ravine as shown in Figures 2 and 3. The proposed new lots will be located within the moderate to steeply sloped areas north and west of the existing house and will be bordered on the north and west by neighboring residential property as shown in Figures 2 and 3. The proposed new Lot 2 in the southwestern area of the property includes two terrace areas with gradients of 10 percent or less bordered on the west sides by two existing rockeries that range from about 2 to 6 feet in height. The area below (west of) the lower rockery slopes down to the adjoining residential property at moderate to steep Project No. 12-127-01 page 2 Sourldview Lane LLC September 28, 2012 gradients ranging from about 30 to 40 percent. The upper terrace areas within Lot 2 are vegetated with grass and occasional fruit trees and a hedge (arbor vita?) along the upper side of the lower rockery. In addition the northwestern area of Lot 2 below the terraces is wooded with maple and fir trees from about 2 to 2.5 feet in diameter along with understory vegetation as well. We observed no evidence of past instability within the proposed Lot 2. The proposed new Lot 3 in the northwestern area of the property is moderately to steeply sloped with gradients that range from about 15 percent up to 65 percent and is bordered on the north by a dry ravine that included a primitive road along the bottom of the ravine. The Lot 3 area was also well vegetated with alder, maple, pine, cedar and fir trees ranging up to about 3 feet in diameter and also includes understory vegetation such as blackberry, ferns, ivy, vine maple and filbert trees. We observed no evidence of past instability within the proposed Lot 3. Subsoil Conditions Subsoil conditions were observed in five test pit explorations at the approximate locations shown on Figure 3. Detailed logs of the our test pits are presented in Appendix A. Subsoils observed in the explorations included localized areas of fill and weathered natural soils overlying very dense/hard natural soils. Fill soils were encountered along the lower side of an existing graded road (TP-2), above the existing rockeries (TP-4) and we noted a debris fill deposit at the southwest corner of the site (south of TP-3) and the fill soils were consistently loose at all locations. Weathered natural soils were typically loose to medium dense silty very fine sand and ranged in thickness from about 2.5 to 4 feet thick at the test pit locations. The underlying less weathered natural soils were generally silty very fine sand with occasional gravel with the exception of a very fine sandy silt encountered at TP-1. The natural soils became very dense to hard at depths of about 2.5 to 4 feet below the natural ground surface (6 to 7 feet below the existing fill surfaces). Ground Water Conditions No ground water was encountered in any of the test pits: The subsoils at all locations were field classified as moist with measured moisture contents of the soil samples typically ranging from about 7 to 10 percent with the exception of the 18 percent moisture of the sandy silt sample from TP-1 and the 5.5 percent moisture of the cemented soil sample from TP-5. Project No. 12-127-01 Page 3 Soundview Lane LLC SITE EVALUATIONS Site Geology September 28, 2012 Review of published geologic mapping of the site vicinity (see Figure 1) indicates that the site lies near the western edge of an area of glacial till deposits (Qvt) near a contact with an area of advanced outwash deposits (Ova) to the west of the site. The Qvt soils were deposited beneath the advancing glaciers of the Vashon Glaciation, the last glacial advance into the Puget Sound area, approximately 13,000 to 15,000 years ago and typically consist of a very dense to cemented mixture of silt, sand and fine gravel. The Ova soils are well bedded sandy gravel and sand soils which were deposited by outwash streams along the ice front during the advance of the Vashon glaciation. Based on the mixture of silt, sand and gravel soils encountered in our site explorations, which became very dense/hard and cemented at shallow depths, in our opinion the undisturbed natural site soils are most likely glacial till deposits as indicated by the geologic mapping. Geologic Hazards Review of Edmonds ECA Inventory mapping indicates that geologic hazards mapped within 200 feet of the site are limited to erosion hazard. The site is not mapped as being within a landslide hazard or a seismic hazard area, however, per the criteria presented in 23.80.020 B. 2 of the Edmonds Code, the portions of the site with surface gradients of 40 percent or greater are considered to be landslide hazard areas. We concur with the mapping that the site does not have any unusual seismic hazard. Landslide Hazard Assessment Based upon our surface observations, combined with our shallow explorations and review of the geologic map of Figure 1, the natural subsoils underlying the site are generally very dense/hard glacial till soils that are overlain by loose to medium dense surficial weathered natural soils and localized areas of fill soils. Our observations of the slope surface on and adjacent to the site revealed no evidence of deep seated instability of the slope nor any current shallow instability. In addition, review of the geologic map of Figure 1 shows no major landslides mapped within the site vicinity. The nearest known landslide is the large ancient landslide that affects the North Edmonds Earth .Subsidence and Landslide Hazard Area (ESLHA) in the Meadowdale area of Edmonds (located about'/2+ mile north of the site). However, portions of the site are considered to meet the criteria for Landslide Hazard Areas presented -in 23.80.020 B. 2 of the Edmonds Code based upon existing slope heights and gradients. Based on the topographic mapping shown in Figure 3, the northwestern portion of proposed Lot 2 and most of proposed Lot 3 meet the criteria for Project No, 12-127-01 Page 4 Soundview Lane LLC September 28, 2012 landslide hazard areas per 23.80.020 B. 2 of the Edmonds Code. As with all hillside development, the owner must be aware of and accept the risk that future slope failures may occur and may result in damage to the property and/or neighboring property. In our opinion, the onsite slopes are currently stable with regard to gross or deep seated stability of the glacial till soils. However considering the steep slope inclinations, particularly in Lot 3, in our opinion there is a moderate risk of future shallow slope failures over time within the shallow weathered soils and fill on the slope surface. In general shallow slope failures are most likely to occur during the winter and spring months due to increased soil moisture conditions and during earthquake shaking due to the additional dynamic loads on the slope. In our opinion development on the existing slopes is feasible and future shallow failures . .and sloughing of the slope should not affect the structures provided that all foundations are supported on undisturbed very dense/hard natural soils and foundations are deepened as required to satisfy our recommended minimum slope -foundation setbacks presented below. In general to minimize risk, structures should be set back from the steep -slopes as far as practical within the constraints of the development plans. RECOMMENDED MINIMUM SLOPE -FOUNDATION SETBACK( CRITERIA Footings should be supported on undisturbed very dense/hard natural soils and should meet ALL of the following foundation -slope set back criteria: o set back horizontally at least 8 feet from the adjacent lower final slope surface. o set back horizontally at least 3 feet or 2 footing widths (whichever is greater) from the adjacent surface of the undisturbed very dense/hard cemented natural soils. o set back as required to found below a 2:1 (horizontal : vertical) plane projected up from adjacent lower graded areas (cut slopes, rockeries or walls). In our opinion provided that the recommendations of this report are incorporated into the design and construction procedures, the new structures on the proposed new Lots will not adversely impact the subject property or, adjacent properties and will not adversely impact other geologic hazard areas. Project No, 12-127-01 Page 5 Soundview Lane LLC September 28, 2012 Erosion Hazard Assessment The USDA soil mapping of the site area indicates the onsite soils to be Alderwood- Urban land complex. Per the Edmonds ECA Inventory mapping and the criteria for Erosion Hazard Areas presented in 23.80.020 A of the Edmonds Code, the site is considered to be within an erosion hazard area. Based on our site explorations the subsoils are generally silt -sand -gravel mixtures and are considered to have a moderate erosion potential if exposed to concentrated water flow in graded or disturbed areas: However, the property is currently well vegetated and we observed no indication of seepage or ongoing erosion areas on the site including within the base of the ravine that runs along the north side of the property. We have provided recommendations for drainage control and erosion control during and after construction to prevent uncontrolled water flow over the site slope surfaces. In our opinion, erosion risk should be low if our recommendations are followed. Seismic Considerations Although the site is not mapped as a seismic hazard area, the Puget Sound region is a seismically active area and you should be aware of the potential for seismic shaking and associated secondary effects. About 17+ moderate to large earthquakes (M5 to. M7+) have occurred in the Puget Sound and northern Cascades region since 1872 (140 years) including the 2/28/01 M6.8 Nisqually earthquake and it is our opinion that the proposed structure will very likely experience significant ground shaking during its useful life. The site lies only about 3 miles southwest of the mapped fault zone of the South Whidbey Island fault which also has a postulated maximum credible earthquake magnitude of 7.0 to 7.5. The recurrence intervals of large earthquakes on the South Whidbey fault (SWF) is not known but recent data indicates.that a earthquake on the order of M6.5 to 7.0 occurred on the SWF about 3000 years ago and smaller events occur more frequently as evidenced by the 5.3 event on May 2, 1996 which was attributed to that fault. Based on a recently published study by the USGS, the site is also located about 20 miles north of the inferred east -west trending Seattle fault zone which passes through Seattle and trends along the 1-90 corridor. The Seattle fault has a postulated .maximum credible earthquake magnitude on the order of 7.0. The Seattle fault has been documented to have moved at its west end (Bainbridge Island) about 1000 to 1100 years ago and evidence of movement at the east end has also recently been documented. Some experts feel that the recurrence interval between large events on the Seattle Fault may be on the order of several thousands of years but our calculations indicate it may be on the order of 1200 to 1400 years. Project No. 12-127-01 Page 6 Soundview Lane LLC September 28, 2012 Another recent study (2004) of the Vashon-Tacoma area presents evidence for the east -west trending Tacoma Fault which is indicated to pass through the south end of Vashon and the middle of Maury Island about 34 miles south of the site. The study suggests that the Tacoma Fault and the Seattle fault may be linked at depth. In addition to Puget Sound seismic sources, a great earthquake event (M8 to M9+) has been postulated for the Cascadia Subduction Zone (CSZ) along the northwest Pacific coast of Oregon, Washington and Canada. The _current risk of a future CSZ event is not known at this time. Published reports have indicated recurrence intervals for a CSZ event to range from as little as 100-200 years to as long as 1000+ years and the time of the last event is reported to have been about 312 years ago. The 2009 International Building Code (IBC) requires consideration of a spectral acceleration level with probability of exceedance of 2 percent in 50 years for seismic structural design. This corresponds to about a 2475-year recurrence interval earthquake ground motion. Based on the short period spectral response accelerations presented in Figure 1613.5(1) of the 2009 IBC, adjusted as per equations 16-36, 16-38 and factored as .per section 1803.5.12(2), we estimate the IBC peak ground acceleration for soils design at this site to be about 0.33g. Please note that the 0.33g peak ground acceleration includes the additional reduction factor of section 1803.5.12(2) and is not intended for structural analyses. In our opinion this site should be considered a Site Class C for structural design. Considering the very dense to hard nature of the natural soils recommended for foundation support, it is our opinion that the potential for damage due to liquefaction, lateral spreading and seismically induced settlement is nil. The onsite slopes are considered to have a moderate potential for induced shallow failures under seismic loading conditions but structure damage risk will be mitigated by our recommended foundation -slope setbacks. Deep seated stability should be more than adequate even considering the 0.33g IBC peak acceleration. Structure Support In our opinion, the existing fill and loose/medium dense weathered soils are not suitable for foundation support. New foundations must extend through the fill and weathered soils into the underlying very dense/hard cemented natural soils encountered at depths of about 2.5 to 4 feet below the natural ground surface at the test pit locations. We recommend that foundations for the proposed residences be extended through the existing loose/soft fill soils to bear within the underlying very dense/hard cemented natural soils and that the foundations should be additionally deepened as required to satisfy our recommended minimum foundation -slope setbacks As an alternative to deep spread footings to penetrate fill and unsuitable soils and satisfy our recommended minimum foundation -slope setbacks, foundation loads may be transferred from the recommended minimum .foundation depths to the Project No. 12-127-01 Page 7 Soundview Lane LLC September 28, 2012 recommended bearing soils by a monolith of lean concrete. Recommendations for spread footings including optional support on a lean concrete monolith, are presented in the RECOMMENDATIONS section of this report. RECOMMENDATIONS The following presents our recommendations for design and construction of foundations, retaining walls, rockeries, site grading, site drainage, erosion control and observations and testing during construction. Spread Footing Foundations Conventional spread footings founded on undisturbed very dense/hard natural soils should provide good support for the proposed residences. Footings should be at least 18 inches wide founded at least 18 inches below the lowest adjacent final grade and all footings should be set back from the slope surface per our recommended minimum set back criteria below. Footing design may be based on a maximum allowable bearing pressure of 2000 psf for both square and continuous footings. Footings should be supported on undisturbed very dense/hard natural soils and should meet ALL of the following foundation -slope set back criteria: o set back horizontally at least 8 feet from the adjacent lower final slope surface. o set back horizontally at least 3 feet or 2 footing widths (whichever is greater) from the adjacent surface of the undisturbed very dense/hard cemented natural soils. o set back as required to found below a 2:1 (horizontal : vertical) plane projected up from the toe of adjacent graded areas (cut slopes, rockeries or walls). o set back beyond a 1:1 (h:v) projection from adjacent lower footings. Based on the subsoil conditions encountered at our test pit locations footing embedment depths could to range from about 4 to 6+ feet below the existing surface. As an alternative to deep spread footings to penetrate fill and unsuitable soils and/or satisfy our recommended foundation -slope set back criteria, foundation loads may be transferred from the recommended minimum foundation depths to the required depth by a monolith of lean concrete having a minimum compressive strength of 1000 psi. The width of an un-reinforced lean concrete monolith should be at least as wide as the footing or at least one-third of the monolith height, whichever is greater. Reinforced monoliths should be designed by a structural engineer. A suitable width trench should be excavated with a smooth edged excavator bucket (no teeth) to expose and clean the Project No. 12-127-01 Page 8 Soundview Lane LLC September 28, 2012 very dense/hard bearing soil surface (no personnel in the trench) under, observation by our office and backfilled as soon as possible (at least the same day) with the lean concrete to the minimum footing depth. Settlement of the structure is expected to be within tolerable limits for this type of construction. For example, the estimated settlement of a 18 inch wide continuous footing carrying a load of 3 kips/ft. is on the order of 1/2 inch or less. Maximum differential settlement within the proposed structure for properly constructed footings is expected to. be on the order of 114 inch. Settlements are expected to occur primarily during construction. Resistance to lateral loads can be assumed to be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.4 may be assume with the dead load forces in contact with on -site soils. An allowable static passive earth pressure of 150 psf per foot of depth may be used for the sides of footings poured against undisturbed weathered soils or properly compacted fill. The vertical and lateral bearing values indicated above are for the total dead load plus frequently applied live loads. For short duration dynamic loading caused by seismic or wind forces, the vertical bearing values may be increased by 50 percent and. allowable lateral passive pressures may be increased by 33 percent. Retaining Walls Cantilevered retaining walls as referred to in this report are walls which yield or move outward during and after backfilling. Actual wall movements will depend on the wall design and method of backfilling and can range from 0.1 % to 0.3% of the wall height. Design pressures for cantilevered walls given below assume that the top of the wall will deflect at least 0.15% of the wall height. Static design of permanent cantilevered retaining walls which support a horizontal surface of properly compacted clean free -draining granular material may be based on an equivalent fluid density of 40 pcf. Walls supporting a sloping backfill up to a gradient of 2:1 (horizontal:vertical) should be designed based on an equivalent fluid pressure of 60 pcf. An additional uniform lateral pressure due to backfill surcharge should be computed using a coefficient of 0.25 times the uniform vertical surcharge load. Static design of basement walls structurally braced against movement which support a horizontal surface of properly compacted clean free -draining granular material should be based on an equivalent fluid density of 60 pcf. Braced walls supporting a sloping backfill up to a gradient of 2:1 (horizontal:vertical) should be designed based on an equivalent fluid pressure of 90 pcf. These pressures assume that there is no water pressure behind the wall. Uniform lateral pressure due to a uniform vertical surcharge behind a braced wall should be computed using a coefficient of 0.5 times the uniform vertical surcharge load. Project No. 12-127-01 Page 9 Soundview Lane LLC September 28, 2012 Seismic design of retaining walls should include a dynamic soil loading based on a 0.33g ground acceleration as per the 2009 IBC. Dynamic soil pressure should be assumed to have an inverted triangular distribution. The dynamic soil pressure at the top of a horizontally backfilled wall should be at least 22H (psf) where H is the height of the wall above the footing base. The dynamic soil pressure at the top of a wall supporting a sloping backfill up to a gradient of 2:1 (horizontal: vertical) should be at least 34H (psf) where H is the height of the wall above the footing base. The dynamic soil pressure should diminish linearly to zero at the base of the wall. Combined static plus dynamic soil pressure should be used for seismic design of the walls. Care should be exercised in compacting backfill against retaining walls. Heavy equipment should not approach retaining walls close enough to intrude within a 1:1 line drawn upward from the bottom of the wall. Backfill close to walls should be placed and compacted with hand -operated equipment. Recommendations for placement and compaction of structural fill are presented under "Site Grading". Design wall pressures ,given above assume no water pressure behind the wall. We recommend that a drainage zone be provided behind all walls and a adequate drain system be provided at the base of the walls. Wall drains should consist of a four -inch diameter perforated PVC drain pipe placed in at least one cubic foot of drain gravel per lineal foot along the base of the wall. Drain gravel should be washed material with particle sizes in the range of 3/4 to 1-1/2 inches. As a minimum, the drainage zone within the upper wall should consist of a Miradrain drainage mat or equivalent attached to the wall surface for the full height and embedded into the drain gravel at the base of the wall. As an alternative a sand drainage zone could be placed the full height of the wall with a horizontal width equal to at least 1 foot. Backfill within the drainage zone should be a clean sand/gravel mixture with less than 5 percent fines based on the sand fraction. A membrane of Mirafi 140 filter fabric or equivalent should be provided between the drainage zone material and onsite silty soil backfill. The drainage zone backfill should be capped with 12 inches of silty soils to reduce surface water infiltration. Conventional spread footing foundations founded on undisturbed very dense/hard cemented natural soils may be used for support of retaining walls. Design. of wall foundations should be in accordance with the recommendations presented under "Spread Footing Foundations" above. Rockery Construction Rockeries are high maintenance items that will require periodic inspection and repair. Rockeries may fail due to wet weather conditions and/or seismic loadings. Permanent access to the rockeries should be provided for equipment so that repairs can be made. Project No. 12-127-01 Page 10 Soundview Lane LLC September 28, 2012 Rockeries should be limited to 6 feet in height and should be supported on undisturbed very dense/hard natural soils. Minimum rock dimension (into the face) should be at least 2 feet or 1/2 the rockery height above the level of the base of each rock whichever is larger. The long dimension of the rocks should be oriented into the slope for maximum stability. Rock at the base of a 6 foot rockery should be 3+ feet long, 5 to 6- man rock, 5000 lbs. or larger. Rocks placed in the lower half of the 6 foot rockery should be 3000 to 4000 lb. rock, or larger. Rocks placed above this level may gradually decrease in size with increasing height but should be no smaller than 750 lbs. The long dimension of the rocks should be oriented into the slope for maximum stability. Rocks should be placed to avoid continuous joint planes in the vertical or lateral directions. Each rock should bear on two or more rocks below it, with good flat - to -flat contact. The rockery face should be battered into the slope at a gradient of 1 h:5v or flatter. A minimum 12-inch wide layer of clean 4" to 6" quarry spalls drainage material should be provided for the full height immediately behind the rock bulkhead. A geofabric such as Mirafi 140 or equivalent should be placed below the base rocks and extended up the full height of the bulkhead between the quarry. spalls drain material and the backfill and/or exposed cut face. A perforated collector drain pipe should be placed at the base of the drainage layer. Drain pipes should consist of 4-inch minimum diameter, perforated or slotted rigid plastic PVC pipe laid with a positive gradient to a controlled, no tightline discharge into the storm drain system. Drain pipes should be placed below the lowest rock and should be bedded on and surrounded by the gravel drain material. Special care should be exercised. in compacting fill behind rockeries. Heavy equipment should be kept beyond a 1.51 (h:v) line drawn upward from the bottom of the rockery. Backfill close to rockeries should be placed and compacted with hand -operated equipment as the rockery is constructed. Final grades above the rockery should provide positive drainage away from the rockery. Site Grading Site grading is expected to be limited primarily to excavation for construction of basement walls and foundations as well as subgrade preparation for slabs and driveways. Basement excavations could range up to 8 to 10 feet and footing excavations are expected to range from about 4 to 6+ feet below the existing surface. Excavation and fill placement within slab and pavement subgrade areas is expected to be about 1 to 2 feet. Site Preparation: Existing vegetation, debris, existing fill and/or loose or soft soils should be stripped from the areas that are to be graded. During rough grading, excess soils should be hauled off site and no material should be placed on the slope. Soils containing more than 1 % by weight of organics may be used in planter areas, but Project No. 12-127-01 Page 11 Soundview Lane LLC September 28, 2012 should not be used for fill beneath slab or pavement areas. Stumps, debris and trash should be removed from the site. Subsoil conditions on the site may vary from those encountered in our explorations. Therefore, the soils engineer should observe the prepared areas prior to placement of any new fills. Temporary Excavations: Based on the subsurface conditions encountered in our test pits, it is our opinion that temporary excavations in natural soils above the ground water may be made vertically to depths of 4 feet. Deeper temporary excavations that personnel will enter should be made at slope gradients no steeper than 1:1 (horizontal:vertical). It should be noted that the contractor is responsible for safety and maintenance of construction slopes. Permanent Cut Slope Design: All permanent cut slopes exposing natural weathered soils should be made no steeper than 1.5:1 (horizontal:vertical). Permanent cut slopes that expose only very dense/hard cemented glacial till should be made no steeper than 1:1 (horizontal:vertical). Final graded cut .slope areas should be immediately covered with a temporary surface covering such as straw mulch or other suitable erosion resistant material and should be planted with grass and deep rooted plants. to provided permanent erosion control. Permanent Fill Slope Design: All permanent fill slopes should be made no steeper than 2:1 (horizontal:vertical). All vegetation, debris, slopewash and weathered soils should be removed from the proposed fill slope areas prior to fill placement (see "Site Preparation"). All fill slopes should be keyed and benched into undisturbed dense/stiff soils. Fill slope key width should be at least 4 feet or half tl�e slope height whichever is greater. Key depth should penetrate at least 2 feet into dense natural slope soils. Fill placed over the existing slopes should be placed on horizontal benches cut into medium dense to dense natural slope soils. All slope fill should be compacted in, accordance with the recommendations for "Structural Fill". A system of backdrains should be provided beneath fill slopes to prevent the buildup of groundwater in the fill and reduce the weathering rate of the supporting soils. A continuous drain consisting of perforated plastic drain pipe in a bed of select drain rock should provide adequate drainage for the slopes. The perforated collector pipes should be sloped to drain to lateral tight -line pipes which drain to the slope face. Additional lateral drains should be provided wherever a spring or seep is exposed during grading. Final graded fill slope areas should be immediately covered with a temporary surface covering such as straw mulch or other suitable erosion resistant material and should be planted with grass and deep rooted plants to provided permanent erosion control. Structural Fill: Excavated onsite glacial till silty sand and gravel soils are considered suitable for general structural fill provided that they are cleaned of debris, organics and particles larger than 3 inches and that the moisture content can be adequately Project No. 12-127-01 Page 12 Soundview Lane LLC September 28, 2012 controlled for proper compaction. In our experience glacial till soils can. be moisture sensitive with regard to compactability. The existing moisture contents appear reasonable for compactability but if moisture contents are too high at the time of grading, adequate compaction may be very difficult to impossible. If moisture conditions at the time of grading are too high for compaction of the onsite soils, sand and gravel import material with less than about 10 percent fines should be used. Although the onsite glacial till silty sand soils are considered suitable for general structural fill they are not adequately free -draining for use in the retaining wall drainage zone. Clean sand and gravel import material with less than 5 percent fines should be used for drainage zone fill and backfill (if a drainage mat is not used). General structural fill should be placed in horizontal lifts not exceeding 8 inches in loose thickness and compacted to at least 90% of the maximum dry density as determined by the ASTM D1557 test method. Loose and disturbed soils, formwork and debris should be removed prior to placing structural fill or backfill. Pavement and Slab Subgrade Preparation: Pavements and slabs -on -grade should be supported on a properly compacted structural fill subgrade (below slab/pavement and base course) over medium dense, non -organic natural soils. All topsoil and loose/soft weathered soils in subgrade areas should be stripped as required to remove all organic and loose soils and expose medium dense natural soils (up to a maximum of 24 inches below final subgrade) and the stripped soils should be replaced with properly compacted structural fill. Proper subgrade compaction should be verified by field density testing by a qualified testing laboratory. Concrete slabs and pavements should have 2-way reinforcement and should have frequent construction joints to reduce the potential for cracking. Risk of cracking can be reduced by placing frequent construction joints, placing 2-way reinforcement steel, and by additional excavation and replacement of the existing subgrade with new structural fill. Interior concrete slabs should be underlain by a capillary break consisting of a polyethylene vapor barrier of at least 6 mil thickness. Utility Trenches: Buried utility conduits should be bedded and backfilled around the conduit in accordance with the project specifications. Where conduit underlies concrete pavement or slabs -on -grade, the backfill above the pipe should be placed and compacted in accordance with the recommendations for structural fill. If clean granular fill is used for trench backfill it should be capped with 6 inches of onsite silty soils in non -paved areas. Drainage Control Surface drainage on the site should be controlled, collected and discharged to the storm drain system. No uncontrolled water flow should be allowed on the site. Adequate positive drainage should be provided away from the structures to area drains Project No. 12-127-01 Page 13 Soundview Lane LLC. September 28, 2012 to prevent water from ponding and to reduce percolation of water into subsoils. Granular backfill should be capped with paving or 6 inches of onsite silty soils. A desirable slope for surface drainage is 2% in landscaped areas and 1 % in paved areas. Roof drains for the proposed new residences and out buildings should be tightlined into the storm water system (no discharge on the ground surface adjacent to structures). New subsurface drains should consist of a four -inch minimum diameter perforated PVC drain pipe placed in at least one cubic foot of a washed drain gravel per lineal foot and the drain gravel should be encapsulated with Mirafi 140N filter fabric or equivalent. Design of the storm water system should be in accordance with the 2005 DOE Manual for Stormwater Management in Western Washington (2005 DOE SWM) which has been adopted by the City of Edmonds. Based upon our site explorations the site is underlain by about 2.5 to 4 feet of loose/medium dense sandy loam soils overlying very dense/hard, cemented, impermeable glacial soils. In our opinion infiltration may be feasible in portions of Lot 2 and in the northeast area of Lot 3 per the criteria of Section 3.1.1 of Volume III of the 2005 DOE SWM provided that infiltration is limited to the areas where slope gradients do not exceed 25 percent and finish grades are a minimum of 3 feet above the cemented soils surface and trench bottoms are a minimum of 1 foot above the cemented soils. Due to the shallow depth of the cemented impermeable glacial soils, dry well systems (typically extending to a depth of 5 feet) are not considered appropriate for the site conditions. Alternatively dispersion could be used per the criteria of Section 3.1.2 of Volume III of the 2005 DOE SWM. Section 3.1.1 of Volume III the 2005 DOE SWM requires at least 125 feet of infiltration trench length per 1000 square feet of roof or impervious surface for trenches located within sandy loam soils. The base of the trenches should be kept at least 1 foot above the surface of the very dense/hard cemented natural soils (generally encountered at depths below about 3 feet in our explorations) per the requirements of Section 3.1.1 of Volume III of the 2005 DOE SWM. Final grades in the infiltration areas should be a minimum of 3 feet above the cemented soils surface. We recommend that infiltration and dispersion system(s) be located at least 10 feet horizontally below upslope structures and as far as possible (at least 30 feet) laterally away (across the slope) from downslope structures to minimize the risk of infiltrate impacts. Final grades around the structures in general should be sloped to drain away from the structure and dispersed surface storm flows should not be directed towards any. onsite or off site downslope structures. Our office should review the final storm water system to evaluate potential impacts on down gradient slopes and structures. The storm water system(s) should include adequate de -silting to remove suspended fines from the water. Silt deposition from dirty storm water will reduce the infiltration .capability of the system. Periodic cleaning of the de -silting system should be performed to maintain the system capability. We also recommend that the infiltration Project No. 12-127-01 Page 14 Soundview Lane LLC September 28, 2012 system(s) include an overflow outlet to surface dispersion in the event that the infiltration. system capacity is exceeded by a storm flow, however dispersed surface storm flows should not be directed towards downslope structures. Erosion Control Onsite materials are expected to be moderately erodible when exposed to concentrated water flow therefore drainage should be controlled as recommended above to prevent concentrated flows. Exposed soils and stockpiles should be covered during heavy rainfall and no non -engineered fill should be placed on the slopes. Siltation fences or other suitable detention devices should be provided around soil stockpiles and around the lower sides of exposed soil areas during construction to control the transport of eroded material. The lower edge of the silt fence fabric should have "J" shaped embedment in a trench extending at least 12 inches below the ground surface. Exposed final graded soil areas should be covered with a permanent non -erosive surface covering (gravel or shredded bark) or planted immediately with grass and deep rooted plants to provided permanent erosion control. In addition we recommend that the exposed soil surfaces of the site be temporarily covered with straw mulch or other suitable erosion resistant material during the wet season (11/1 through 3/31) if final erosion control measures are not completed before 11/1. Observations and Testing During Construction Recommendations presented in this report are based on the assumption that soil and foundation conditions exposed during construction will be observed by our office so that any necessary design changes or supplements may be made. Footing excavations should be observed to verify bearing soils and our recommended minimum foundation - slope setbacks. Rockery construction should be observed to verify proper rock size and sub -drain construction. All subsurface drain systems and infiltration/dispersions systems should be observed by our office to verify proper construction. Proper pavement and slab subgrade preparation and structural fill placement and compaction should be observed by our office and verified with field and laboratory density testing by a qualified testing laboratory. Project No. 12-127-01 Page 15 Soundview Lane LLC September 28, 2012 CLOSURE This report was prepared for specific application to this project and for the exclusive use of Soundview Lane LLC and their representatives. The findings and conclusions of this report were prepared in accordance with the skill and care ordinarily exercised by local members of the geotechnical profession currently practicing under similar conditions. We make no other warranty, either express or implied. Variations may exist in site conditions between those described in this report and actual conditions encountered during construction. Based on our experience, it is our opinion that some variation in the continuity and depth of subsoil deposits and ground water levels should be anticipated due to natural deposition variations and previous site grading. Due to seasonal moisture changes, ground water conditions should be expected to change with time. Care should be exercised when interpolating or extrapolating subsurface soils and ground water conditions between or beyond the test pits locations Unanticipated subsurface conditions commonly occur and cannot be prevented by merely making explorations and performing reconnaissance. Such unexpected conditions frequently require additional expenditures to achieve a properly constructed project. If conditions encountered appear to be different from those indicated in this report, our office should be notified. Respectfully submitted, GEOSPECTRUM CONSULTANTS, INC. James A. Doolittle Principal Engineer Encl: Figures 1, 2 and 3 Appendix A Dist: 2/Addressee Project No. 12-127-01 Page 16 ,,:f `f•.Arl S' It 0vt n :r .,.d.ia.;. ). :y....,y,.pJ[: ?'Ae> 's~'r �..F -'' �r. r.t art:.":: �s,.s•�:;:,. 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E; ;'T .x;2 fir, .a ..jam>::n.•..wys' i ��>r . r � ' ' y .�iti ,",�"y _ .. K r :.}'nen��s:'. v'� •b fA.. ta�.�' .r•s L� •d' :.:{:: yt'.y ? a'LiJ�:"I. `.!1-s.2 •_ i;S•s+-., s..a =-r:^• •-•Ti-� - f•� i - f :y "s. r . �•.• - r:Lt , :l• •mot - V,:�J� ' \: .. 'j>•. .- .:.. _, r. _. _. s ._ .. .a ` r. "..>�i� - +.4 •}'n. .,tf., y'� 1 �,y'•i ref: "Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington", USGS MF-1541, by James P. 1 • 1 "= 200SITE VICINITY GEOLOGIC MAP Proposed 3-Lot Short Plat GEOSPECTRUM CONSULTANTS, INC. 7231 Soundview Lane ::::<:.,:;.:::,.>:>.:.....• Edmonds Washington GaotBchnloo/ Eng'Inae�/ng and Earth Scl�nc�s Proj. NO2L127 I Date 8/12 Figure 1 GEOSPECTRUM CONSULTANTS, INC Gaols chnloo! Englnoor/ng and Eorth Sc/anc®s LOCAL SITE AREA TOPOGRAPHY Proposed 3-Lot Short Plat 7231 Soundview Lane Edmonds, Washington N a 10 z7 a a� 6 a� � � o SZ N v� t w N E, N N a � t eo O Ol E-4 I ' a ,� N M ��4 Ion U � .Q off, O yN� Ra N SITE CONDITIONS & EXPLORATION PLAN Proposed 3-Lot Short Plat GE®SPECTRiJM C®NSULTANT5, INC 7231 Soundview Lane f131 y. Edmonds, Washington Goot®chnlc olEngln©oiing and C-orth Sc/anoas Proj. No.12-127 1 Date 9/12 1 Figure 3 APPENDIX A FIELD EXPLORATION Our field exploration included a site reconnaissance and subsurface exploration program. During the site reconnaissance, the surface site conditions were noted, and the locations of the test pit explorations were approximately determined. The test pit explorations were approximately located using the existing structures and trees shown on Figure 3 as references. Elevations at the exploration locations were estimated based on the topographic mapping included on Figure 3. Test pits were advanced using a Kubota KX121-3 trackhoe (although TP-1 and TP-2 were previously excavated). Soils were continuously logged and classified in the field by visual examination, in accordance with the ASTM Soil Classification system. Logs of the test pits are presented on the test pit summary sheets A-1 through A-3. The test pit summaries include descriptions of the soils and pertinent field data. Soil consistency and moisture conditions indicated on the logs are interpretations based on the conditions observed in the field. Boundaries between soil strata indicated on the logs are approximate and actual transitions between strata may be gradual. TEST PIT NO. I Logged by JAD Date: 8/7/12 Elevation: 59' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 5 SM Silty Sand fine -coarse loose moist pd- rown with ravel to / to SM Silty Sand very fine medium with gravel to'/" dense 8.4 2 3 ML _....................................................................... Sandy Silt, very fine v ....... ......... 9ra {oo n cemented hard gray 18.0 4 5 Maximum depth 4.5 feet (pre-exc vated). No ground water observed. 6 7 TEST PIT NO. 2 Logged by JAD Date: 8/7/12 Elevation: 72' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 5 SM Silty very fine Sand loose moist ray ro n FILL w/occ. gravel to 1/2 " 1 7.5 2 3 soi w o c. charcoal n SM Silty very fine Sand loose 4 ed- brown w/occ. gravel to %' to 5 medium dense 7.9 6 7 Maximum depth 7 ft (pre-excavat d). No ground ater obse ed. GEOSPECTRUM CONSULTANTS, INC. Proposed 3-Lot Short Plat Y ` 7231 Soundview Lane Edmonds, Washington Geotechnical Engineering and Earth Sciences Proj. No, 12-127 Date 8/12 Figure A-1 Logged by JAD Date: 8/7/12 Depth Blows Class. Soil Description 0 rV 1 3 4 5 6 7 TEST PIT NO. 3 Elevation: 75' Consistency Moisture Color W(%) Comments SM Silt Sand- e fine y wi h ravel to'/2" loose to moist ed- bfoown & roots, hair to'/2' brown medium ........................................................... dense . ........... ................ 7.0 SM Silty Sand ravel Tense grown dense ............. .I ........... .............. cemented ............. hard. R trown 9.6 reT Maximum depth 4.5 feet. No ground water encountered. Logged by JAD Date: 8/7/12 Depth Blows Class. Soil Description 0 1 2 3 4 5 6 7 Elevation: 80' Consistency Moisture Color W(%) Comments SM Silty ve fine Sand / ravelo %z' �on�re a debris loose moist dark- brown FILL nc s roots 8.6 SM Silty very fine Sand � w/gravel to " � Own & roots to & occ. charcoal blacT' loose to medium ............................................................... dense cemented ver� e/ ................. Brro a n 7.0 Maximum depth 7 ft. No ground water encou tered. GEOSPECTRUM CONSULTANTS, INC. Proposed 3-Lot Short Plat 7231 Soundview Lane Geotechnical Engineering and Earth Sciences Edmonds, Washington Proj, No. 12-127 1 Date 8/12 1 Figure A-2 O TEST PIT NO. 5 Logged by JAD Date: 8/7/12 Elevation 83' Depth Slows Class. Soil Description Consistency Moisture Color W(%) Comments sM st ver� Ine �Sgnd loose moist brown wi gra a to /2 1 & rootlets" to . red- .................... ............... .... brown medium 2 7.5 dense 3 ........................................................... cemented hares 5.5 gray 4 Maximum depth 3.5 feet. No ground water encountered. 5 6 7 LGeotechnical PECTRUM CONSULTANTS, INC. Proposed 3-Lot Short Plat - 7231 Soundview Lane Engineering and Earth Sciences Edmonds, Washington Proj. No.12-127 Date 8/12 Figure A-3 E0*P 1NC4 - w C.:, o,fig= finical Engineering cynd earth Scienc6-- s February 21, 2014 Mr. Rob Michel Soundview Lane LLC P. 0. Box 1483 Edmonds, WA 98020 SUBJECT: STEEP SLOPE AREAS DELINIATIONS Proposed 3-Lot Short Plat 7231 Soundview Lane Edmonds, Washington Project No. 12-127-01 Dear Rob, In accordance with your request and authorization, this letter presents our estimated limits of steep slopes on and adjacent the subject site. We have previously performed a geotechnical evaluation of your proposed development of the subject lot (Project 12- 127-01, report dated 9/28/12). Our scope of work included` review of topographic. mapping of the site provided by you as well as review of topography of the site area obtained from the Edmonds. Lidar mapping, plus engineering evaluations and the preparation of this letter. Our current work was performed in accordance with the conditions of our.previous proposal and your supplemental authorization. Steep Slope Area Deliniation Based on our review of topographic mapping of the site provided by. you, we have identified the approximate:Iim.its of, Steep Slope Areas on the site as shown on Figure 1 per the definition of Section 23.80,020 of the Edmonds regulations which includes slope areas with gradients exceeding 40 percent and slope heights of 10 feet or greater. In addition Figure 2 presents the,approximate limits of Steep Slope Areas within 200 feet of the site based on the.Edmonds Lidar topographic mapping and the definitions of Section 23.80.020 of the Edmonds regulations: �, r -X 276,. lssagc. oh, tAll-k 98027-0276 Phone: (425) 391,4228 Fdx,, (4i95) 39 i-4228 Soundview Lane LLC Landslide Hazard Assessment February 21, 2014 We previously evaluated the proposed development in light of the existing onsite steep slopes. Based upon our site observations, combined with our shallow explorations and review of the geologic mapping the natural subsoils underlying the site are generally very dense/hard glacial till soils that are overlain by loose to medium dense surficial weathered natural soils and localized areas of fill soils. Our observations of the slope surface on and adjacent to the site revealed no evidence of deep seated instability of the slope nor any current shallow instability. In our opinion, the onsite slopes are currently stable with regard to gross or deep seated stability of the glacial till soils. In addition, it is our opinion that the landslide hazard of the off -site steep slope areas shown in Figure 2 should have no significant impact on the site. However considering the onsite steep slope inclinations, particularly in Lot C, in our opinion there is a moderate risk of future shallow slope failures over time within the shallow weathered soils and fill on the slope surface. In general shallow slope failures are most likely to occur during the winter and spring months due to increased soil moisture conditions and during earthquake shaking due to the additional dynamic loads on the slope. In our opinion development on the existing slopes is feasible and future shallow failures and sloughing of the slope should not affect the structures provided that all foundations are supported on undisturbed very dense/hard natural soils and foundations are deepened as required to satisfy our recommended minimum slope -foundation setbacks that were included in our previous report and are reproduced below. In general to minimize risk, structures should be set back from the steep slopes as far as practical within the constraints of the development plans. Recommended Minimum Slope -Foundation Setback Criteria Footings should be supported on undisturbed very dense/hard natural soils and should meet ALL of the following foundation -slope set back criteria: o set back horizontally at least 8 feet from the adjacent lower final slope surface. o set back horizontally at least 3 feet or 2 footing widths (whichever is greater) from the adjacent surface of the undisturbed very dense/hard cemented natural soils. o set back as required to found below a 2:1 (horizontal : vertical) plane projected up from adjacent lower graded areas (cut slopes, rockeries or walls). Project No. 12-127-01 Page 2 Soundview Lane LLC February 21, 2014 In our opinion provided that the recommendations of our previous report are incorporated into the design and construction procedures, the new structures on the proposed new Lots will not adversely impact the subject property or adjacent properties and will not adversely impact other geologic hazard areas. CLOSURE This letter was prepared for specific application to the subject site and for the exclusive use of Soundview Lane LLC. and their representatives. The findings and conclusions of this report are based solely on our evaluations of the referenced topographic mapping. Actual conditions exposed during construction may be different. If different conditions are exposed during construction our office should be notified to provide additional or revised recommendations as necessary. Our work was performed with the skill and care ordinarily exercised by local members of the geotechnical profession practicing under similar conditions in the same locality. We make no other warranty, either express or implied. Respectfully submitted, GEOSPECTRUM CONSULTANTS, INC. James A. Doolittl ' Principal Engineer Encl: Figures 1 and 2 Dist: 2/Addressee ZX riC Project No. 12-127-01 Page 3 '11 � d i — - — oil to v N 14 a be tZ r 77 �' •' � "fir - � � ;,...+'J 29'.Fl • •�. 'I6' / lei O"� p W b to e I � 9 `� •a s Sheep a SlArea t } � Cr, rc ref: 'Topography and Proposed Lots, Soundview LLc Short Subdivision, Prepared by c & c surveying, dated 3-12-2013, Scales 1" =40 r ON -SITE STEEP SLOPE DELINIATIONS Proposed 3-Lot Short Plat GE®SPECTRU CONSULTANTS INC 7231 Soundview Lane v•t: <>:" '< Edmond s, Washington Gootochn/cv! Englno©r/n8r and EcrYh Sc/®nc®a Proj. No. 12-127 Date 2/14 1 Figure 1 CL If i• � � 1 1 I� Stedp Sl`c�pe Area S °w -7:- L, • ���L-may ;�'U•i'^�• 7 i iG �-r_�^ ��i� - {'/t'.i i:r y. ../ i f'�r-;;- - fir_ _.� ! `' � �.•'`'' __�___'! ��� � ., I r � .`r�/'�r�'•_ 1.7 `' v i i : -' ': 1 I, 1 1�''.t� r• _+ r �` ' r �!'; � �`�.1�-'"/,• ' � �'/i� t r ` _ : - ; , ., � , -• �, ' `:'.1 � �? • -�.�' = � ' �- it �-i _ ,� -' ? � : f , :JO rr ref: Edmonds Lidar Mapping, 2014, Scale: 1'= 100' OFF -SITE STEEP SLOPE DELINIATIONS Proposed 3-Lot Short Plat GEOSPECTRUM CONSULTANTS, INC 7231 Soundview Lane :;:'i -`�yh{4JF:.:r<:iyi�:`�'::`v:•u:-:`:.���i�>:: � Edmonds, Washington Goat©chn/co/ Eng/n_asr/ng and Earth Sc/anc®s - Proj. No.12=127 Date 2/14 ]:Figure 2 wEv0",-RSPEC7dUM CONSULIANTS, INC. G-ec -e-chnical Engineering ancl Earth Sciences March 13, 2014 Mr. Rob Michel Soundview Lane LLC P. O. Box 1483 Edmonds, WA 98020 SUBJECT: GEOTECHNICAL PLAN REVIEW Proposed 3-Lot Short Plat 7231 Soundview Lane Edmonds, Washington Project No. 12-127-01 Dear Rob, In accordance with your request and authorization, this letter is to confirm that we have provided geotechnical review of the development plans provided to us for the subject proposed short plat (Sheet 1, Road and Drainage Plan, Sheet 2, TESC & Grading Plan; and Sheet 3, Profiles Notes & Details, all dated 9125/13 with last revision 3/7/14, prepared by Donna L. Breske, PE, LLC). Based on our review, we find the development plans to be in general conformance with the geotechnical recommendations of our report dated September 28, 2012 but offer the following supplemental comments and recommendations: P C'). Box 2,76, fssoquah, WA 98027-0276 - Phone: (425) 39 7-422B Fox: 61125) 39 7-42-26 Soundview Lane LLC March 13, 2014 Sheet 2, TESC & Grading Plan Comments and Recommendations: 1) We recommend that an additional wattle be added along the 66 foot contour below the north end of the road construction, extending from the property line across the swale to the toe of slope at the north side of the road ROW. 2) We recommend that the wattle in Lot C at about the 57 foot contour be extended northeast to the northern property line. 3) We recommend that an additional wattle be added along the 70 foot contour in Lot B from the northern boundary with Lot C to the southwestern property line. 4) The wattle symbol is missing from the Legend 5) Considering the Sheet 1 comments regarding the construction excavation required for the proposed detention pipe, we recommend that notes be added to the Construction Sequence Notes of this plan indicating that the foundation support conditions of the north wall of the existing house shall be determined prior to any detention pipe construction excavations and that construction excavations must be initiated at the east and/or west ends of the pipe, away from the existing structure and that no excavation shall be made within the limits of the existing house until our office has an opportunity to observe and evaluate the existing house support conditions and the exposed subsoil conditions in the initial excavations to determine appropriate stable excavation slope gradients and appropriate setbacks and/or underpinning required for the existing house north side foundations. 6) The proposed ingress/egress driveway and rockery shown will be within the excavation and backfill zone of the proposed detention pipe shown on Sheet 1 and in the ingress/egress C/L profile of Sheet 3 (see Sheet 1 comments). A note should be added to Sheet 1 or Sheet 2 or the General Notes of Sheet 3 that the backfill of the detention pipe excavation must be properly compacted structural fill per the recommendations for structural fill and pavement subgrade preparation presented in our previous report. 7) A rockery is planned along the west, north and east sides of Lot A. Rockery construction should be in accordance with our previous report which included recommendations for construction of rockeries up to 6 feet in height supported on undisturbed very dense/hard natural soils. However, much of the planned rockery shown will be within the excavation and backfill zone of the proposed detention pipe shown on Sheet 1 and the ingress/egress C/L profile of Sheet 3 (see Sheet 1 comments). Notes should be added to Sheet 1 or Sheet 2 or the General Notes of Sheet 3 that the detention pipe backfill for a depth of at least 2 feet below the proposed rockery and extending at least 1 foot beyond the front and back of the base rocks of the rockery shall be structural fill compacted to at least 95 percent of the ASTM D1557 maximum dry density. Optionally a rockery detail per the recommendations of our previous report and our supplemental recommendations above could be provided. Project No. 12-127-01 Page 3 Soundview Lane LLC March 13, 2014 Sheet 1, Road and Drainage Plan Comments and Recommendations: 1) The proposed level spreader dispersion trench appears to be located in an area that minimizes site impact. The dispersion trench is located near the toe of the slope outside of the steep slope areas, below the proposed development areas and based on the gradients shown, it should not have any adverse effect on site stability. 2) The proposed 5 ft. diameter detention pipe proposed along the south side of the utility easement is indicated to have an invert elevation of about 68.6 feet and the control catch basins at each end will extend to 4 feet below the pipe. We expect that construction excavation will extend down to elevation 68 or below for the general pipe placement and down to about elevation 64 for the catch basins at each end. 3) Existing ground elevations shown on Sheet 1 adjacent to the south side of the detention pipe range from about elevation 82 to 86 feet indicating that sloped construction excavations will range from about 15 to 20 feet in height. Our previous report recommended construction excavation slopes be no steeper than 1:1 (h:v) which would require the excavation slopes to extend 15 to 20 feet south of the proposed detention pipe. However, the north side of the existing house on Lot A is indicated to be only about 13 feet from the south side of the proposed pipe location, indicating that a slope steeper than 1:1 would be needed to prevent undermining of the existing house. 4) Based on our experience, un-weathered very dense/hard cemented till soils often have sufficient strength to be adequately stable in cuts steeper than 1:1 but fill soils and weathered till should not be cut steeper than 1:1 ft.v). We do not have any explorations within the utility easement area nor in the area between the existing house and the easement, but our nearest explorations (TP-2, TP-4 and TP-5) encountered about 3 to 7 feet of fill and weathered soils. 5) Considering the above we recommend that you consider re -locating the detention pipe to the north side of the utility easement to provide the maximum room for sloped excavation. 6) Considering that the proposed detention pipe excavation will likely extend into very dense/hard glacial till soils which are generally impermeable, we recommend that a gravel drainage zone and 4" PVC perforated collector pipe be included at the base of the excavation to prevent ground. water build-up around the pipe. The drainage zone should be a 12" layer of clean washed drain gravel encapsulated with Mirafi 140N filter fabric or equivalent. Discharge should be transmitted via a tightline pipe (separate from the storm drain discharge pipe) to the dispersion trench. We suggest that the subdrain pipe could be placed in the same trench as the storm drain discharge pipe. 7) We also recommend that you extend the thickened outside (eastern) edge of Soundview Lane across the north end of the pavement (below the catch basin) and southwesterly along the radius at least to the property line. Project No. 12-127-01 Page 2 Soundview Lane LLC March 13, 2014 'Sheet 3, Profiles, (Votes & Details Comments: 1) Add notes and/or details per the comments for Sheets 1 and 2 above. CONCLUSIONS In our opinion the proposed residential development on the new Lot B and Lot C is feasible and future shallow failures and sloughing of the slope should not affect the structures provided that all foundations are supported on undisturbed very dense/hard natural soils and foundations are deepened as required to satisfy our recommended minimum slope -foundation setbacks as presented in our previous report. Provided that the recommendations of our previous report and the comments and recommendations presented in this letter are incorporated in design and construction, in our opinion the proposed development will; a) not increase the threat of landslide or erosion hazard to adjacent properties beyond predevelopment conditions, b) not adversely impact other critical areas, c) will mitigate geologic hazards to a level equal or less than predevelopment conditions and d) will be stable with regard to deep seated stability assuming the anticipated glacial till site geology. CLOSURE Our comments and recommendations of this letter were prepared with the skill and care ordinarily exercised by local members of the geotechnical profession practicing under similar conditions in the same locality. We make no other warranty, either express or implied. Variations may exist in site conditions between those described in our previous report and actual conditions encountered during construction. Unanticipated subsurface conditions commonly occur and cannot be prevented by merely making explorations and performing reconnaissance. Such unexpected conditions frequently require additional expenditures to achieve a properly constructed project. If conditions encountered during construction appear to be different from those indicated in our previous report, our office should be notified. Sincerely, GEOSPECTRUM CONSULTANTS, INC. ames A. Doolittle Principal Engineer dist: 2/Addressee Project No. 12-127-01 ���vD�O�1. P Page 4 IANTS-', - _E ty' - - Goote °hr-sical Engineoring anc' Earth Sci-On es March 14, 2014 Mr. Rob Michel Soundview Lane LLC P. 0. Box 1483 Edmonds, WA 98020 CI : MAR 2014 DEVELOP44 FIVT SERVICES SUBJECT: RESPONSE TO ITEM 4. OF THE 12/23/13 REVISED 2"d REQUEST FOR ADDITIONAL INFORMATION Proposed 3-Lot Short Plat 7231 Soundview Lane Edmonds, Washington Project No. 12-127-01 Dear Rob, In accordance with your request, this letter presents our responses to the subject item 4 of the 12/23/13 request for additional information. We reference our previous geotechnical evaluation report dated 9/28/12 and our geotechnical plan review letter dated 3/13/14. Response to Item 4: "... your geotechnical engineer must include sufficient evidence as to how the design standards of ECDC 23.80.070.A.3 will be met through the proposal....." ECDC 23.80.070.A.3.a requires: "The proposed development shall not decrease the factor of safety for landslide occurrences below the limits of 1.5 for static conditions and 1.2 for dynamic conditions." Our explorations at the site and review of geologic mapping both indicate that the site is underlain by very dense/hard glacial till soils. Insitu field tests indicated a minimum unconfined shear strength of 4500+ psf at the surface of the glacial till soils. We assumed very conservative strength parameters (c=2000 psf, phi=20 degrees) for the glacial till that yielded shear strengths for the analyses that were less than the 4500 psf measured strength within the depth range of the critical failure surfaces. Using these very conservative strength parameters and the maximum slope section for the property, we calculated a minimum deep seated failure safety factor of 3.6+ for static conditions and 1.7+ for the full 0.33g IBC peak ground acceleration indicated in our 9/28/12 report (see attached analyses summaries). P.C:. Box 2; 6, Issaquoh, WA 98027-0276 m Phone: (425) 391-4228 Fax: (425) 39 1-4228 Soundview Lane LLC - March 14, 2014 The surficial weathered soil on the slopes ranged from about 2.5 to 4 feet thick at our test pit locations and no ground water was encountered at any of the test pit locations. Assuming the maximum weathered soil thickness and no groundwater, we calculated shallow failure safety factors for the existing slopes to range from about 1.4+ to 1.8+ under static conditions. Considering the possibility of future ground water accumulation and possible seismic ground shaking the existing steep onsite slopes are considered to have a moderate risk of shallow failure during the life of the proposed structures, however the proposed structures should not be affected by shallow slope failures provided they are founded on the very dense/hard glacial till soils with proper slope -foundation setbacks as recommended in our 9/28/12 report. Based on the above and considering that the proposed plans will improve site drainage and that no significant permanent modification of the onsite slopes are indicated by the proposed plans, we conclude that the proposed plans meet this design standard. ECDC 23.80.070.A.3.b requires: "Structures and improvements shall be clustered to avoid geologically hazardous areas and other critical areas." Our review of the development plans indicates that the proposed development of Lot B is located outside of the steep slope area and the proposed structure location on Lot C minimizes the encroachment into the steep slope hazard areas. In addition the shared ingress/egress for the new lots minimizes site disturbance. Based on these considerations, we conclude that the proposed plans meet this design standard. ECDC 23.80.070.A.3.c requires: "Structures and improvements shall minimize alterations to the natural contour of the slope, and foundations shall be tiered where possible to conform to existing topography," Referring to the ingress egress C/L profile of Sheet 3 of the proposed plans, it shows that the proposed structures will minimize site disturbance with minimal site excavation and foundations that will step down the natural slope. Based on this, we conclude that the proposed plans meet this design standard. ECDC 23.80.070.A.3.d requires: "Structures and improvements shall be located to preserve the most critical portion of the site and it's natural landforms and vegetation;" Referring to the topography shown on Sheets 1 and 2 of the proposed plans, the steepest area of the site is located in the northwest quadrant of proposed Lot C. We note that this most critical portion of the site is included within the native vegetation preservation and restoration area and that no grading is indicated in that portion of the site. Based on this, we conclude that the proposed plans meet this design standard. ECDC 23.30.070.A.3.e requires: "The proposed development shall not result in greater risk of a need for increased buffers on neighboring properties," Project No. 12-127-01 Page 2 Soundview Lane LLC March 14, 2014 The proposed development does not include any significant grading of existing slopes or any grading along the property boundaries with the exception of the improvements to Soundview Lane which is generally limited to placement of fill against the toe of the adjacent slope. All of the property boundaries where the neighboring property lies below the site are included in native vegetation preservation and restoration areas. Based on this, we conclude that the proposed plans meet this design standard. ECDC 23.80.070.A.3.f requires: "The use of retaining walls that allow the maintenance of existing natural slope, area is preferred over graded artificial slopes;" Referring to the proposed grading indicated on Sheet 2 of the proposed plans, no significant graded artificial slopes are proposed and no grading is proposed outside of the shared ingress egress and detention pipe installation. Sheet 2 includes a rockery around the west, north and south sides of Lot A to eliminate graded slopes in those areas. In addition, the ingress egress C/L profile of Sheet 3 of the proposed plans, shows that the proposed residence structures will minimize slope disturbance with minimal site excavation and foundations stepped down the natural slope. Based on this, we conclude that the -proposed plans meet this design standard. ECDC 23.80.070.A.3.g requires: `Development shall be designed to minimize impervious lot coverage;" The shared ingress/egress for the two new lots minimizes impervious coverage related to ingress/egress. Specific design of the new residence structures on Lots B and C should also minimize impervious coverage. Based on these considerations, we conclude that the proposed plans meet this design standard. CLOSURE This letter was prepared for specific application to this project and for the exclusive use of Soundview Lane LLC and their representatives. The findings and conclusions of this letter were prepared in accordance with the skill and care ordinarily exercised by local members of the geotechnical profession currently practicing under similar conditions_ We make no other warranty, either express or implied. Respectfully submitted, GEOSPECTRUM CONSULTANTS, INC. ® IN, James A. Dooli Principal Engineer attachments: stability analyses summaries dist: 2/Addressee Project No. 12-127-01 DO wa asL1� .23623 ��StO vA1. ��C3 m. Page 3 5 •; Y ._ ..y, +• c6�' tip,<+'• J' .. �`; i%,f•':-�, •< ,1c .;'ra ••�' \ \ ? jam• ^., p �' .,"""�! :k'��' /: � •r` •�" •'V' �:- ��r. � t ' 143 .per / '`I Ir fY raF as 1 'itl� �j ,a __ - -' i (' Y/ i �'�+.}: `t�` __ iW (. 1 ) / ' \\ ; • (F .�1� 4. Imo. • " _ � ` erg_, ''�', ¢ 125 100 a� 75 to X Q 50 I 25 101 12-1 27' STATIC 10 most critical surfaces, MINIMUM BISHOP FOS - 3.628 0 25 50 75 100 125 150 175 200 X—AXIS (feet) 4 XSTABL File: OOSOUND ****************************************** * X S T A B L * * * Slope Stability Analysis * using the * Method of Slices * Copyright (C) 1992 - 97. * Interactive Software Designs, Inc. * Moscow, ID 83843, U.S.A. * All Rights Reserved * * * Ver. 5.202 96 - 1600 ****************************************** Problem Description : 12-127 STATIC ----------------------------- SEGMENT BOUNDARY COORDINATES ----------------------------- 6 SURFACE boundary segments Segment x-left y-left x-right y-right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 36.0 28.0 36.0 1 2 28.0 36.0 64.0 54.0 1 3 64.0 54.0 102.0 70.0 1 4 102.0 70.0 124.0 74.0 1 5 124.0 74.0 125.0 78.0 1 6 125.0 i8.0 200.0 84.0 1 6 SUBSURFACE boundary segments Segment x-left y-left x-right y-right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 32.0 16.0 29-0 2 2 16.0 29.0 28.0 33.0 2 3 28.0 33.0 64.0 50.0 2 4 64.0 50.0 100.0 65.0 2 5 100.0 65.0 138.0 72.0 2 6 138.0 72.0 200.0 81.0 2 -------------------------- ISOTROPIC Soil Parameters -------------------------- 2 Soil unit(s) specified Soil Unit Weic2::c Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 120.0 130.0 100.0 30.00 .000 .0 0 2 135.0 135.0 2000.0 20.00 .000 .0 0 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 410 trial surfaces will be generated and analyzed. 10 Surfaces initiate from each of 41 points equally spaced along the ground surface between x = .0 ft and x = 40.0 ft Each surface terminates between x = 120.0 ft and x = 200.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft 8.0 ft line segments define each trial failure surface. --------------------- ANGULAR RESTRICTIONS --------------------- The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit -45.0 degrees Upper angular limit (slope angle - 5.0) degrees -- WARNING -- WARNING -- WARNING -- WARNING -- (# 48) Negative effective stresses were calculated at the base of a slice. This warning is usually reported for cases where slices have low self weight and a relatively high "c" shear strength parameter_ In such cases, this effect can only be eliminated by reducing the "c" value. ------------------------------------------------------------ USER SELECTED option to maintain strength greater than zero ------------------------------------------------------------ Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 24 coordinate points Point x-surf y-surf No. (ft) (ft) 1 6.00 36.00 2 13.22 32.55 3 20.65 29.59 4 28.26 27.12 5 36.02 25.17 6 43.89 23.74 7 51.84 22.83 8 59.83 22.45 9 67.83 22.61 10 75.80 23.29 11 83.71 24.50 12 9'1.52 26.24 13 99.19 28.49 14 106.70 31.24 15 114.02 34.48 16 121.10 38.21 17 127.91 42.39 18 134.44 47.02 19 140.64 52.08 20 146.50 57.53 21 151.98 63.36 22 157.06 69.54 23 161.71 76.04' 24 164.91 81.19 **** Simplified BISHOP FOS = 3.628 **** The following is a summary of the TEN most critical surfaces Problem Description : 12-127 STATIC FOS Circle Center (BISHOP) x-coord y_-coord (ft) (ft) 1. 3.628 61.52 142.89 2. 3.645 66.44 115.57 3. 3.646 60.32 154.46 4. 3.647 61.54 156.50 5. 3.648 67.34 132.44 6. 3.653 57.87 118.71 Radius Initial Terminal Resisting x-coord x-coord Moment (ft) (ft) (ft) (ft-lb) 120.45 6.00 164.91 6.268E+07 98.73 8.00 158.74 5.501E+07 131.60 3.00 169.83 7.050E+07 134.41 2.00 173.27 7.498E+07 110.69 13.00 165.43 5.833E+07 99.81 2.00 149.85 5.0.64E+07 7. 3.656 -'.89 138.39 113.03 00 154.84 5.085E+07 8. 3.657 -i.83 155.69 131.65 .00 166.45 6.706E+07 9. 3.663 65.98 122.51 99.41 17.00 155.98 4.731E+07 10. 3.664 69.65 128.91 114.34 3.00 173.82 7.421E+07 * * * END OF FILE * * * 125 100 75 m L� Co X 50 25 X Y 12-127 IBC EQ Kh—.33 Kv-.1 6 10 most critical surfaces, MINIMUM BISHOP FOS - 1.711 0 25 50 75 100 125 150 175 200 X—AXIS (feet) 0 XSTABL File: OOSOUND ****************************************** * X S T A B L * * * Slope Stability Analysis * using the * Method of Slices * * * Copyright (C) 1992 - 97 * Interactive Software Designs, Inc. * Moscow, ID 83843, U.S.A. * * * All Rights Reserved * * * Ver. 5.202 96 - 1600 ****************************************** Problem Description : 12-127 IBC EQ Kh=.33 Kv=.16 ----------------------------- SEGMENT BOUNDARY COORDINATES ----------------------------- 6 SURFACE boundary segments Segment x-left y-left x-right y-right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 36.0 28.0 36.0 1 2 28.0 36.0 64.0 54.0 1 3 64.0 54.0 102.0 70.0 1 4 102.0 70.0 124.0 74.0 1 5 124.0 74.0 125.0 78 A 1 6 125.0 78.0 200.0 84.0 1 6 SUBSURFACE boundary segments Segment x-left y-left x-right y-right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 32.0 16.0 29.0 2 2 16.0 29.0 28.0 33.0 2 3 28.0 33.0 64.0. 50.0 2 4 64.0 50.0 100.0 65.0 2 5 100.0 65.0 138.0 72.0 2 6 138.0 72.0 200.0 81.0 2 ------------- 7------------ ISOTROPIC Soil Parameters -------------------------- 2 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Unit Moist Sat. Intercept Angle Parameter Constant No. (pcf) (pcf) (psf) (deg) Ru (psf) 1 120.0 130.0 100.0 30.00 .000 .0 2 135.0 135.0 2000.0 20.00 .000 .0 A horizontal earthquake loading coefficient of .330 has been assigned A vertical earthquake loading coefficient of .160 has been assigned Water Surface No. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified.. 410 trial surfaces will be generated and analyzed. 10 Surfaces initiate from each of 41 points equally spaced along the ground surface between x = .0 ft and x 40.0 ft Each surface terminates between x = 120.0,ft and x = 200.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft 8.0 ft line segments define each trial failure surface. --------------------- ANGULAR RESTRICTIONS --------------------- The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit -45.0 degrees Upper angular limit (slope angle - 5.0) degrees -- WARNING -- WARNING -- WARNING -- WARNING -- (# 48) Negative effective stresses were calculated at the base of a slice. This warning is usually reported for cases where slices have low self weight and a relatively high "c" shear strength parameter. In such cases, this effect can only be eliminated by reducing the "c" value. ************************************************************************ ------------------------------------------------------------ USER SELECTED option to maintain strength greater than zero ------------------------------------------------------------ Factors of safety have been calculated by the : * * * * * SIMPLIFIED BISHOP METHOD The most critical circular failure surface is specified by 29 coordinate points Point x-surf y-surf No. (ft) (ft) 1 5.00 36.00 2 12.01 32.14 3 19.22 28.68 4 26.62 25.63 5 34.17 23.00 6 41.86 20.80 7 49.66 19.03 8 57.55 17.71 9 65.51 16.83 10 73.49 16.40 11 81.49 16.42 12 89.48 16.88 13 97.43 17.80 14 105.31 19.16 15 113.11 20.96 16 120.79 23.20 17 128.33 25.86 18 135.71 28.95 19 142.91 32.44 20 149.90 36.33 21 156.66 40.61 22 163.16 45.27 23 169.40 50.28 24 175.35 55.63 25 180.98 61.31 26 186.29 67.30 27 191.25 73.57 28 195.85 80.11 29 198.18 83.85 **** Simplified BISHOP FOS = 1.711 **** The following is a summary of the TEN most critical surfaces Problem Description : 12-127 IBC EQ Kh=.33 Kv=.16 FOS ICircle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x-coord Moment (ft) (ft) (ft) (ft) (ft) (ft-lb) 1. 1.711 77.17 158.69 142.34 5.00 198.18 9.260E+07 2. 1.723 74.72 175.72 155_.27 7.00 199.99 9.535E+07 3. 1.724 81.39 153.43 137.42 10.00 199.93 9.033E+07 4. 1.725 81.60 151.92 136.25 10.00 199.64 8.988E+07 5. 1.728 69.45 187.64 165.96 2.00 198.96 9.970E+07 6. 1.737 82.67 136.28 126.23 6.00 197.41 8.998E+07 7. 1.738 78.30 159.91 140.53 12.00 196.35 8.560E+07 8. 1.751 83.20 131.66 122.92 6.00 196.31 8.893E+07 9. 1.752 76.98 135.00 121.82 6.00 187.06 7.814E+07 10. 1.756 84.71 130.78 124.49 4.00 200.01 9.591E+07 * * * END OF FILE * * * -65 . 15 v ems. A ZZ-5wo, Gec-�tocf-gnicol Engineering ancf &II -Forth Sciences March 27, 2014 Mr. Rob Michel Soundview Lane LLC P. 0. Box 1483 Edmonds, WA 98020 APR 0 4 2014 SUBJECT: RESPONSE TO Par. 3 of ITEM 3.g OF THE 3rd REQUEST FOR ADDITIONAL INFORMATION dated March 20, 2014 Pr6p6sed-2-Lot Short Plat 7231. Soundvie'w Lane Edmonds, Washington Project No. 12-127-01 Dear Rob, In accordance with your .request, this letter presents our. responses to the subject paragraph ,3 of.itern 3.g of the 3/20/14:3' request for additional information. We reference our previous geotechnical evaluation report .dated .9/28 . /12, our Steep Slope Areas Deliniation letter dated 2/21/14 and our.response letter dated 3/14/14. Response to Paragraph 3.of Item 3..g: "...please have Geospectrum Consultants, Inc. verify that any such, sloughing will not q have an impact on, speciricall addressing the standards of adjacent properties y ECDC 23.80,060:.,... pr6vid6 additional .646nadionklarification of these three criteria" (for minimum. slope -foundation setback) ECDC 23.80.066.A.I. rq_q . uires that -"Alterations. 6f logically hazardous areas or associated buft4rs1.'.' geo . - _. 'Will not increase the. threatt of the geological hazard to adjacent properties beyopdpredev6lopment condition.s' . The risk .6f slouighing..::'Teferre.d. to -in. our .2/21 /14. _'letter applies to the existing predevelopment slopes.. . The;lproposed development does not include any significant grading of existing ­. slopes. or' any grading along .the property . boundaries with the exception of -the.'improyemen . ts 'to SoundvibW--..`dhe Which is generally limited to placement of fill against, the.'tq­6 of the adjacent:-sl0pe All of the property boundaries I — . .. . where the neighboring lies blow the site property - b - are included in native, vegetation . preservation' and restoration areas.. -Based on. .this, .we concl'ude that the proposed P.O. L31ox276, 1&5aquah, WA 9802.7-0216..® Phon's?:I(425) 397-4228 Fax'(425) ;FYI-42,2b Soundview Lane LLC March 27, 2014 development will not increase the threat of slope failure to adjacent properties beyond predevelopment conditions. EC®C 23.80.060.A.2 requires that "Alterations of geologically hazardous areas or associated buffers": "Will not adversely impact other critical areas; " Critical areas on and adjacent to the site include erosion and landslide hazard areas. Provided that the recommendations presented in our 9/28/12 report for drainage control and erosion control are followed during and after construction, in our opinion erosion hazard on the site will be low and will not adversely impact off site erosion hazard areas. As stated previously, the proposed development does not include any significant grading of existing slopes or any grading along the property boundaries with the exception of the improvements to Soundview Lane which is generally limited to placement of fill against the toe of the adjacent slope. All of the property boundaries where the neighboring property lies below the site are included in native vegetation preservation and restoration areas. Based on this, we conclude that the proposed development will not will not adversely impact other off site landslide hazard areas. EC®C 23.80.060.A.3 requires that "Alterations of geologically hazardous areas or associated buffers": "Are designed so that the hazard to the project is eliminated or mitigated to level equal to or less than predevelopment conditions; " Provided that the recommendations presented in our 9128/12 report for drainage control and erosion control are followed during and after construction, erosion hazard on the site will mitigated to level equal to or less than predevelopment conditions. Landslide hazard on the site is primarily limited to shallow surface failures which will be mitigated by supporting the structures on stable, undisturbed very dense/hard natural soils with our recommended Minimum Slope -Foundation Setback Criteria. Footings should meet ALL of the following foundation -slope set back criteria (see also attached Figure 1). Foundations shall be: o set back horizontally at least 8 feet from the adjacent lower final slope surface. o set back horizontally at least 3 feet or 2 footing widths (whichever is greater) from the adjacent surface of the undisturbed very dense/hard cemented natural soils. o set back as required to found below a 2:1 (horizontal : vertical) plane projected up from adjacent lower graded areas (cut slopes, rockeries or walls). Project No. 12-127-01 Page 2 Soundview Lane LLC March 27, 2014 ECDC 23.80.060.A.4 requires that "Alterations of geologically hazardous areas or associated buffers": "Are certified as safe as designed and under anticipated conditions by a qualified engineer or geologist, licensed in the state of Washington; " It is our opinion, as a qualified engineering corporation licensed in the state of Washington, that provided the recommendations of our previous report and our subsequent supplemental recommendations are incorporated into the design and the construction procedures for the subject development, the alterations of the hazardous areas should be safe with a risk level no greater than is normally acceptable under the anticipated conditions. CLOSURE This letter was prepared for specific application to this project and for the exclusive use of Soundview Lane LLC and their representatives. The findings and conclusions of this letter were prepared in accordance with the skill and care ordinarily exercised by local members of the geotechnical profession currently practicing under similar conditions. We make no other warranty, either express or implied. Respectfully submitted, GEOSPECTRUM CONSULTANTS, INC. James A. Doolittle Principal Engineer attachments: Figure 1 Minimum Slope -Foundation Setback Criteria dist: 1/Addressee via email Project No. 12-127-01 Page 3 Spread Footing Foundation - 8 ft min. — 213 (3 ft min.) Existing Slope {-- �B Very DenselHard (I I" min) Natural Soils soft/loose weathered soils Z_ Spread Footing Foundation GEOSPECTRUM CONSULTANTS, INC Gootochn/co/ Erg/nsaring and Eorfh Sclanc®s FOUNDATION -SLOPE SETBACK CRITERIA Proposed 3-Lot Short Plat 7231 Soundview Lane Edmonds, Washington Proj. No.12-127� Date 3/14 Figure 1 r ++ ti�ia-K5 7 -A G,elotechnical Engineering and Earth Sciencres j 1 iiI 1 t ' r I RECEIVED ` APR 0 4 2014 i i i%M�ZPMEK SERVICES f I I I April 3, 2014 s Mr. Rob Michel Soundview Lane LLC P. O. Box 1433 Edmonds, WA 93020 SUBJECT: GEOTECHNICAL PLAN REVIEW Proposed 3-Lot Short Plat 7231 Soundview Lane Edmonds, Washington. 1 Project No, 12-127-01 Dear Rob, In accordance with your request and authorization, this letter is to confirm that we have provided geotechnical review of the development plans provided to us for the subject proposed short plat (Sheet 1, Road and Drainage Plan; Sheet 2, TESC & Grading Plan; and Sheet 3, Profiles Notes & Details, all dated 9/25/13 with last revision 3/31/14, prepared by Donna L. Breske, PE, LLC). P.0. Box 27(5, lssoga_. oh, WA 980-97.0276 - Phone: (25) 897-4228 Fax., (425) 397-4,22-28 Soundview Lane LLC April 3, 2014 The revised location of the detention pipe to the north side of the utility easement now provides a minimum setback of about 38 feet from the existing house on Lot A, which appears to be adequate room for sloped excavation at the recommended 1:1 gradient. The gravel drainage zone and 4" PVC perforated collector pipes in the pipe bedding shown on Detail 4 of Sheet 1 should prevent ground water build-up around the detention pipe. Based on our review, we find the development plans to be in general conformance with the geotechnical recommendations of our report dated September 28, 2012 and our previous supplemental comments and recommendations dated 3/13/14. CLOSURE Our comments and recommendations of this letter were prepared with the skill and care ordinarily exercised by local members of the geotechnical profession practicing under similar conditions in the same locality. We make no other warranty, either express or implied. Variations may exist in site conditions between those described in our previous report and actual conditions encountered during construction. Unanticipated subsurface conditions commonly occur and cannot be prevented by merely making explorations and performing reconnaissance. Such unexpected conditions frequently require additional expenditures to achieve a properly constructed project. if conditions encountered during construction appear to be different from those indicated in our previous report, our office should be notified. Sincerely, GEOSPECTRUM CONSULTANTS, INC. James A. Doolittle Principal Engineer dist: 1/Addressee via email DO I OL � o� wAs fy .23G23 S�C3NAL I EVIRES 3/19/ 7,_> 011 9 Project No. 12-127-01 Page 2 SHADED AREA INDICATES CONSTRUCTION SEQUENCE NOTES NATIVE VEGETATION AREA 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-D220, EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. SEE PLN20130020 TO VIEW 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROLNOTES. 3. CALL FOR UTILITY LOCATES. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATIONOUTSIDE THE CONSTRUCTION ZONE. ENTIRE PROPERTY. NO ADD- S. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. TIONAL CONSTRUCTION ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE WILL OCCUR BEYOND THE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. CURRENT EXTENT OF PLAN 6. DEMOLISH EXISTING STRUCTURES 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 8. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS. 73. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE. 14. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION, ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. T NOTE: DISTURBED SOILS WILL BE COMPOSTED TEMPORARY STOCKPILE COVERED PER BMP T5.13 WITHIN24 HOURS PROPERTY LINE 7237 SVL 7235: STORM IE 71.39' SEWER CONNECTION GAS: 72.5V S i rn .I'. " IE = 61.36'_ WATER: 72.01", PUD 72.26' PILE ,{' PUD GAS •• ••. Tu 1CQET ER N IN FT 4"STORM AISfORM ! CONECTI1014 'o E 9%, 2 . Y :I I WATER INE 16 FOOTING DISCHARGE INTO DRY WELL -DETAIL P2 PROTECT WITH ORANGE PENCE 682.02 ft O FOOTING IE: 69.66' O 1 ORYWELL IE: 69.39' 1 SDR 35 SCH 40 P N-12 F810 HANG SILT FENCE PER CITY DETAIL a El.l o (AREA OF DISTURBANCE) BEGINNING INVERT FOR — DOWNSPOUT DRAIN 72.90 EXISTING CITY OF EDMONDS SEWER MAIN OVINER/CON TRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND 1JkP1AGE v.vriXas rmaan d.'[05AAR0 A xros,uq , C I mwltm.'107 I lOrg Y rro>�r R?X'� iif3 gf z O 2 z 3 O 0 v f `a z 1 NEW SINGLE p `''' FAMILY / 6 FRONT I: PORCH I I. /FC 4" PVC 3aa SEWER CONNECTION IE = 57.10' D FOOTING DRAIN IE: Q SEWER PROPOSED IMPERVIOUS AREA: HOUSE: 1488 SQ FT ,un.mn GARGARE: 682 SQ FT xn mawsa DRIVE: 787 SQ FT orraa°arcar WALK: 136 SQ FT Ror PATIOS: 140.00 SO FT TOTAL: 3,233 SQ FT ALLOWED: 3,500 SQ FT (SEE MAP), CESS & UTILITY EASEMEN INSTALL FILTER SOCK CITY DETAIL E1.3 STORM DRAIN DRIVE TO MEET ACCESS PAVEMENT CONNECTION IE(N) = 71.89' ' ENTRANCE \ NOTE: 1" WATER METER TO BE INSTALLED 1 1/2" POLY WATER SERVICE LINE W/ I ROCKEY PART OF PLN20130020 BLUE TRACER WIRE t DEVELOPEMENT PLAN SEE SHEET INSTALL NEW METER AT EDGE 01 ROW r 3 OF 6 FOR FOOTING DRAINAGE ) _ _ __ __— _ _ _ GRADING QUANTITIES: CUT: EIGHT: 8 ANNING FOOTINGS: 92' X TX 3.5' = 36 CU YDS I I _ ACTUAL : gg, R OVED BY OTHER: = 30 CU YDS j BASE : 6 ' ° TOTAL: 66 CU YDS ' 1 5-21" FILL TOTAL: 44CUYDS LOOR: 75.82 I � i I Zone�S-1 4 (ORIGINAL GRADE SEE SURVEY) Setbacks Required Actual I j A. 79.14' Front N to !° B. 81.54' Sides S I ° 13 I C. 71.55' Ream f O 28' i !, 4.2 odwe j 10 306.47 /4 = 76.62' AVERAGE M&DE I I �� swr• m - LEGEND: I I 11 EXISTING CONTOUR _ IT I NEW SIDE SEWER FOR 7231 PROPOSED CONTOUR � I .\ N I �'r"'•si»i.�.,,, -- -.r_Qpplicentshallrepair/replacaallda ageto uttlitiesorfrontagemimprovementsinCity 11>� 1 PROPERT, SIN-E+=•~ right-of-way per city standards that lacauaed 4 or occurs during the permitted project P0, tiWA,� SHADED AREA INDICATES BENCH MARK: TACK i t 1 NATIVE VEGETATION AREA LOT A DRIVE c ELEV = 84.82 ` I SEE PLN20130020 TO VIEW SEE SURVEY FOR LOC C QPPt f ENTIRE PROPERTY. NO ADD- -`I TIONAL CONSTRUCTION d LU Z � zao OW Uzi O O Ln ,-n m Z Am 0 1 ` Q LU Z �t � i1R�tl 6R H �k� A' 1.1N+ . ' 9 aflgfl�� � Ili Z;i'/ OiJi`t1ACTOR RESPO'd3P86E I ••. WILL OCCUR BEYOND THE w ®lC� 0ato le[);(j. 'Ilk LOCATING ALL ON -SITE UALITIES. z ' CURRENT EXTENT OF PLAN CATION/REVISION TO ANY IITILITIES REQUIRE SEPARATE PEAP97f m ° d a i PLOT &GRADING PLAN ? s 0 SCALE: 1" = 10.00' SHORT SUBDIVISION 135.41 ft' #: PLN20130020 ENGINEERING GENERAL NOTES TLALL HEFOLLOWIN SANDWORIONS CRITHESE SHALL CONFORMTOTHISCrTYOFLMUNI EDMONDS STAETANDARDPLANSAND DETAILS, 71T�O���rE-t INFO RULESANDREGLA31OIS:-CUSANDCODffi,AIONALOTHERAPOODE(IBC) LMUNICIAL,STATE,ANDFEDERALCODES, PROJECT 1 /�\y'j�..( RULESANDREGULATIONS:-CURRENTI ATI NS FOR BUDDINGCODE (IBC) -2016WSDOT/APWA STANDARD SPECIFICATIONS POR ROAD, BRIDGHAND MUNLCIPALCONSTRUCITON 1NO ' z {{ - WASHINGTON STATE DEPARTMENT OFECOLOGYSTORMWATERMANAGEMHNTMANUALFOR THE PUGHF SOUND BASIN (CURRENT EDITION) re^noxssou xo T10xumuc 2S5 2. STANDARD PLANANDTYPE NUMBERS INDICATED ONTHESE DRAWINGS REFER TO CTTYOF EDMONDS STANDARD DETAILS, 33 E -AllMnxuuwanrerL<sixauaoensdreuxx,xr ALL WORK GENERAIL NOTfS: UNLESS NOTED OTHERWISE SUBJECT U0WN0:50UNDWEWiANE,LLC, xrHn `n ,hq TO FIELD 7305 SOUNDWEW OR WE, EDMONDS, WA 98026 F,n W 3L 3.ACOPYOFTHESEAPPROVED PLANS MUSTER ONTHE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. s PROIECTCONTACT ROB MICHEL 206-930-244S ^' Q runoxussinxOnm OErnns.urruexoiEuu 2) LEGAL SEE BELOW 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. onaax u�r. TA%ID 00oR1360000oB00 Wixrwr„R,W a„x INSPECTI0�9 FOR UM32,000 L_AU LnxnxurTaxrswsxa0xsss. ' -� LOT AREA: 2.418, 3 PT S. CONTRACTOR SHALLRHCORDALLAPPROVBD DEVIATIONS FROMTH&SH PLANS ONASETOF "ASBUILT"DRAWINOSAND SHALL CODE COMPLIANCE PADARFLOAM: FLUOR. FTUor 0NF,WIED:o W SUMMARIZE ALLAS-BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT xnnw.wurrruwcnL<.o,crulrnr•unmanr 11ENG1HE0.O` 4)DESIGN LOADS: FLOOR, L: 40 P5F, WIND: (35EC CUSTJ M 110 MPH, ESPOSURE 8, GOUND: MUCH, SNOW LOAD: COMPLETIONANDACCEPTANCS. ASET OFASBUILT DRAWINGS SHALLBE SUBMITTED TOTHE CITYOF EDMONDS PRIORTO FINAL 25 PST, IATERAL: 0.130 TRANS AND 0.130 LONG, Wr APPROVALOF THE BUILDING OCCUPANCY)FINAL PROJECTAPPROVAL nz 5)FROMTAMMIL;12(1): GROUND SNOW LOAD. IS PSf, WINDEl 1� p SPEED: 85 MPH, SEIMIC: D2, WEATHERING: MODERATE, FROST: 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. LnssuovummruwuxxnaccurnxcrsnuL 28'.TERMITE: SIG HT TO MODERATE, DECAY. SLIGHT M MODERATE, •��.( WATERTEMP:2] DIGRESS I. NO ICE SHIELD, FLOOD HAZ: 7. THE LOCATIONS OF EXISTING UTILITI SAND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BYOTHERS BY FIELD SURVEY rxorwTMPxovnv xerullEx FIRM MAPS11-8-99, AIRE FREEZE INDEX: 0-1,000 i7 ga OR OBTAINED FROMAVADI.Y ABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY NOTNECESSARCOMPLETE. nlova,Ar,ox ^ .sLexavcv waucn<rurnxs. 6)SrnL CLASSIFICATION: ALOERWOOD LOAM, SANDYSILtt LOAM, p0 IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VBRU7THEACCURACYOFALLUTILTTYLOCATIONS SHOWNAND TO CONCRETE STRENGtH: 2,500, #3M4 fl4R5 TO BE GRADE 4o AND ss 11, FURTHERDISCOVERAND PROTECTANY OTHER UTISTIES NOT SHOWN HEREON WHICH MAY BEAFFECTED BYTHE RDLEM13NTATION OFTHIS PLAN. sorer ]) GRADE 60. SEE SHEETS,F00. AND PLYWOOD INFORMATION. CONTRACTOR SHALLVERIFY LOCATION, DEPTH, SIZE, TYPEAND CONDHIONOF EXISTING UTILITY LINES ATCONNECTION OR CROSSING POINTS b) SEE RHETi51 FOR NALINGNAILING SCHEDULES. BEFORETRENCHINO FOR NEW UTHAIES. ENGMEERASSUMES NO RESPONSIBILITY FORTHE COMPLETENESS ORACCURACYOF THE EXISTING 9) GAS HOT WATER HEAT, GUSING:10.2%, UTILITIES AND SITE FEATURES PRESENTED ONTHESH DRAWINGS. ENGINEERSHALLBE NOTIFIED Iv aDLATELYOF CONFLICTS THATARISH. nxovmrzcr.wvmnrxununrs wisnowx,nuwxxxi�uu.v,n LOCATIONSERVICB (1-80D.424-5555)AT LEAST48 HOURS PRIOR TO CONSTRUCTION. s 9. CONTRACTOR SHALLVERH YALLCONDITIONS AND DIMENSIONS ATTHE PROJECTSTE BEFORE STARTING WORKAND SHALL NOTIFY OWNER'S RBPR6SBNTATiVB OFANYDLSCREPANCESS. roe 10. PIPE LENGTHS WHERE SHOWNAREAPPROXIWATEAND MAYCHANGE DUETO FMLDCONDITIONS. era,m 11. CONTRACTOR SHALL OBTAINA COPY OF THE GEOTECHMCAL REPORT (W HERB APPLICABLE) AND SHALL THOROUGHLY FAMILLUUZE HIMSELF WITH THE CONTENTS THBREOF.ALL SITE WORK SHALLBE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS DETERS REPORT. 12. STRUCTURAL FILL MATHRW.AND PLACEMENTSHALLCONFORMTO THE RECOMMENDATIONS OF THE PROJECTGEOTECHNICAL REPORT. 13. SUBORADE SOILS MALLAREAS WHERE RAIN GARDENS, EJFELTRATIONOR PERVIOUS PAVEMENT IS TORE PLACED SHALL BE DELINEATEDAND PROTECTEDATALLTEv1ES FROM COMPACTNEACTMDES (Lz HEAVYEQUIPMENT, STOCKPILING). 14. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOILOR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL PILL PER OEOTECHNICAL REPORT. 15. SEE SURVEYAND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPEDAREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAMS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE 71GHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 17. ALL REQUIRED STORMWAT13R FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER 18. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAMS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 19. ALL FOOTING DRAMS SERVING BUILDINGS, WALLS, ROCKERIES, ETC. SHALL CONNECT TO THE DRAINAGE SYSTEM DOWNSTREAM OF THE SITE STORMWATER DETENTION SYSTEM 20. CONTRACTOR SHALLORTAINAND PAY FORALLPERMITS REQUIRED FOR INSTALLATION OFALLSITE IMPROVEMENTS INDICATED ONTHESE DRAWINGS. 2LASEPARATE IRRIGATION PERMIT MUSTBE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIORTO FINALCONSTRUCTIONACCEPTANCE, PROVIDE TO THE CITY WATER QUALITY TECHNICIAN, A COPY OF THE BACKFLOW TEST REPORT TEST REPORTS CAN HE FAXED TO 425-744-6057 OR MAILED IEFFKOBLYK®EDMONDSWA.GOV. BACKFLOW TESTING SHALL BE COMPLETED BY THE OWNERANNUALLYTHEREAFFER. 22,AS AMMIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION INACCORDANCH WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 23.ALLDISTURRED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABILIZED BYOTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 25. THIS PROJECT IS NOTA BALANCED EARTHWORK PROTECT. BOTH EXPORTAND IMPORT OF SOB. AND ROCK MATERIALS ARE REQUIRED. 26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FIHISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 27. FINISHED GRADE SHALL SLOPE AWAYFROM BUILDING WALLS AT MINIMUM 511.SLOPE FORA MINIMUM DISTANCE OF 10 FEET. 2& CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACINGAS NECESSARYTO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTUXGES AND OTHER EXISTINUAND PROPOSEDRNPROVEMENTS AND EXCANATIONSAGAINST LOSS OF GROUND DECAYING EMBANKMENTS. CONTRACTOR SHALLALSO BE RESPONSIBLE FORRHMOVALOF SHORINGAND BRACING,AS REQUIRED. 29. CONTRACTOR SHALL OSTAINAPPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANTSHUTOFFS, STREET CLOSURES OR OTHERACCESS RESTRICTIONS. CONTRACTOR SHALLNOT RELOCATE OR ELIMINATBANY HYDRANTS WITHOUT FIRSTOBTAINING WRITTEN APPROVAL FROMTHE FIRE MARSHAL. 30. COORDINATEAND ARRANGE FORALLUTILITYCONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH T14EAFFECMD OWNERSAND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTINGUTILTTIPS SHALLBE MADE ONLY WITH ADVANCE WRITTENAPPROVALOF THEAUTHORTT Es GOVERNING SAID UTH ITIBS. 31.ALLUTILTTES SHALL BE PLACED UNDERGROUND. 32. EXLSTINGUTU.TYLMBS IN SERVCH WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BH REPAIRP.DAT CONTRACTORS EXPENSEAND M3PECTHDANDACCEPTED BYCTYOF HDMONDSAND OWNER'S REPRESHNTATIVH PRIOR TO HACKFILLING. 33. NEW UTILITY LOCATIONS ARE GENBRALLYSHOWN BYDIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAYBE SCALED FROM DRAWINGS FIELDADJUST&ESMS SHALLBEAPPROVED BYOWNEWS REPRESENTATIVEAND CITY. 34. FIELD STAKEALL UTDATYSTUBSATTHE PROPERTYLINE. 35. TRENCH BACKFILL F UTILITIES LOCATED WITHIN THECITY RIGHT-OF-WAY SHALLBE COMPACTEDT095%. COMPACTIONTEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING. 36. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAMAS A CUSHION BETWEEN THE UTLITIES. 37. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 38. SHE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK 39. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. 40. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO CITY ENGINEERING DIVISION FORAPPROVAL PRIOR TO INSTALLATION. APPROVED PLANS MUST BE ON JOB SITE Approved. A residential fire sprinkler system is required. A recommended flow -through design will meet specifications and reduce equipment and continuing maintenance requirements. ECDC39.05.02082. Provide a minimum combination water service of one inch (1") meter and one and one half (11/2") service line, or show that domestic and fire protection needs can be met with a smaller service. .11116, 6' QP 4' PH: FODENC DM CONNECTION (TIP.) M WORK ADDRESS 7 OWNER APPROVED DATE: 'r ZzIrr BLDG. OFFICIAL: PERMIT NUMBER W) ;:)Lt91 k-01309- 30) ENERGY COMPLIANCE METHOD: PERSCIPTWE: R40fi ADDITIONAL ENERGY EFFICIENCY REQUIREMENT: 3.5 CREDITS PERTABLE 406.2 FOR EACH DWELUNG UNm 0RION1aVERTUCALFENESTRATYONU-.28&R38FLOOR'-.-CRFIRT0.5. ORFION Vg,R LEAKAGE CONTROL& EFFICIENT VENTILATION-CRFDR0.5 OPTION 3dHIGH EFFICIENCY GAS BOILER MIN. AFUEOF 92% - -CREDD 1.0 OPTION SC GAS HOT WATER HUM MIN. EFOF 0.91-CREDRT.S TOTAL 3.5 2015 INTERNATIONAL GUIDING CODES Lu zZN L) O go o O vT = TABLE OF CONTENTS 0 In Z 2 COVER SHEET: PI SITE PLAN & BUILDING HEIGHT CALCS rm�l C) P2 PROJECT INFORMATION T. w ARCHITECTURAL: A1.1-1.2ELEVATIONS A2 FIRST FLOOR PLAN A3 SECOND FLOOR PLAN A4 ROOF PLAN AS FOUNDATION A6 DETAILS tJ STRUCTURAL DRAWINGS: S1-54 STRUCTURAL DETAILS � S5 FOUNDATION PLAN - S6 FIRST FLOOR SHEAR WALLS & FRAMING S7 SECOND FLOOR SHEAR AND ROOF FRAMING' % 1 APPAOVEP AS NOTE v L *-ApvI fs ra aryE nK a> AI -111 SOLD HOPE LOWING LID O F� 4A�-IVRUM zU°DS REVISI N-12 RISES-12'D/A 5 2 18 PERFORATED HUSS / / f•.YIGsi���,� E'er%��i sY�I pLpP1NING SEANNG son. J DRY WELL DETAIL p ROVED q DT o RNA E A Colpy R ESUB MAY 0 2 2018 BUILDING DEPARTMENT CITY OF EDMONDS 30 YEAR ARCH COMP ROOF - (BLACK) SABLEWOOD FASCIA - (WHITE) - KELLY MOORE SWISS COFFEE BOARD & BATTEN - (GREEN) - KELLY MOORE #KM03-606KD VINYL WINDOWS - (WHITE) KELLY MOORE #KM03-607KD SOLID OIL CUT W / CABOTS CLEAR 9100, 3:1 STONE - (GRAY) - ELDORADO STONE "MONTANA"TOP ROCK W/ STONE CAP - (TAN) - ELDORADO STONE'TAUPE" WAINSCOT SILL INSULATED GARAGE DOOR - (WHITE) BEVEL CEDAR SIDING (GREEN) - KELLY MOORE #KM03-607KD ROOF 1/12 OVERH, T-0" FACIA GABLES HIPS: 2) BELLY B CORBEL WINDO HEADE 8'-0" 1! 6'-8" 21 MO M =1,A„ MAX ROOF HT: 101.62' ACT ROOF HT:101.5 CEILING HT 0 AVERAGE GRADE U 2018 Z z W^ a ILI rLI 4 O ,y .7 > m 8 Lu Z Q J N uJ M H Z ZD o v L/1 r) Ln Z M Q N � Q W Z C) v V� Z U REVISIONS: 5/2/18 SOUTH ELEVATION SCALE: 1 /4" =1'4' NUXI'H ELEVAHUN RESUB SCALE: 1 /4" = I' O" _ MAY 0 2 2010 �P LLJ Z Q Z J O 0 00 w 00 E� Z O ui Ln p Ln Z MO N n p LLJ 3/14/18 REVISIONS: 5/2/18 • RECESSED LIGHTING TO BE IC RATED -MIN. HEADROOM CLEARANCE OF T-6" IS REQ'D IN ALL HARITAL SPACES, & 7-0" IS REQ'D ELSEWHERE .PROVIDE ONE OPENABLE ESCAPE WINDOW IN BASEMENT& IN EACH SLEEPING ROOM MEETING ALL THE FOLLOWING REQUIREMENTS: I. AN OPENABLE AREA OF NOT LESS THEN 5.7 5Q.FT. 2. A MIN. CLEAR HEIGHT OF 24" 3. A MIN. CLEAR WIDTH OF 20" 4. FINISHED SILL HEIGHT OF NOT MORE THAN 44" ABOVE THE FINISH FLOOR. S. ALL WINDOWS TO INCLUDE FRESH AIR VENTS OR METERED FRESH AIR SUPPLY @ FURNACE 6. ALL WINDOWS & DOORS HAVING ACCESS TO EXTERIOR OR UNHEATED TO BE SEALED PER SEC. 502.4.3 (WAC) FIREPLACE NOTES •INSTALLATION, USE, & MAINTENCE PER MANUFACTURE'S SPECS & APPLICABLE STATE CODES: GAS FIREPLACE: HEAT & GILD SL-750TR-D R.0. 42X38-1/4"X16-1/4% STAIR NOTES •MAINTAIN REQ'D NO-HR STAIRS ENCLOUSURES & MIN 6'-8" HEADROOM @ STAIRS -STAIR BACKING FOR HAND RAIL -STAIR: RISE - 7.56" RUN - 10" GARAGE NOTES L 1B CONSTRUCTION) •518. GYP TYPE "X' SHEETROCK REQ'D TO SEPARATE GARAGE FROM DWELLING -GAS VENTING IN UNCONDITIONED SPACE TO BE TYPE 8 OF L VENT MATERIAL • SOURCE OF IGNITION OF GAS APPLIANCES MUST BE RAISED A MIN. OF 18" ABOVE FINISHED FLOOR IN GARAGED •26 GAUGE OR THICKER SHEET METAL FOR AIR DUCT WITHIN THE GARAGE AND WHICH PASSES THROUGH THE GARAGE WALL M. ADDITIONAL PLUMBING REQUIREMENTS: -MAIN BUILDING SHUT-OFF REQ'D ON WATER SUPPLY LINE. •PRESSURE REDUCTION VALVE ON MAIN WATER SUPPLY LINE REQ'D BY CITY CODE -EXPANSION TANK REQ'D ON EA. HOT WATER TANK. WENT HOT WATER TANK RELIEF VALVE DIRECTLY TO THE OUTSIDE -HOT WATER HEATER MUST BE SEISMICALLY ANCHORED OR STRAPPED @ POINTS WITHIN THE UPPER 113 & LOWER 1/3 OF ITS VERTICAL DIMENSION. @ THE LOWER POINT, A MIN. DISTANCE OF 4" MUST BE MAINTAINED ABOVE THE CONTROLS W/ THE STRAPPING •1" AIRGAP REQ'D ON DISHWAHSHER -ALL SHOWERS HEADS TO BE EQUIPPED W/ FLOW CONTROL DEVICE TO LIMIT FLOW TO 3 GPM •HOSE BIBS OCT. FAUCETS) ARE REQ'D TO HAVE A PERMANENTLY AFFIXED ANTI -SIPHON DEVICE INSTALLED • SOAKER &JETTED TUBS SHALL BE INSTALLED & SUPPORTED PER THE MANUFACTURER'S INSTALLATION SPECIFICATIONS SYMBOLS INDICATES 2X6 @ IT O.C. STUD WALL W/ R-21 INSUL. (EXT TYPE) EM INDICATES 36" 2X4 WALL @ 16" O.C. INDICATES 2X4 @ 16" O.C. 6X6 POST U.N.O. BV LOCATION OF VENTS O 120V SMK DET W/BATT BACKUP ® CONTORLJOINTS 22"X30" ATTIC ACCESS (30" MIN. VER -'� CLEAR. WEATHERSTRIP & INSUL. TO R SMOKE/CO DETECTORS REQUIRED THE ISSUANCE OF THIS PERMIT REQUIRES INNERCONNECTED SMOKE/CO DETECTORS WITH BATTERY BACKUP IN THE FOLLOWING LOCATIONS: •IN EACH SLEEPING ROOM •OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS -ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS BUT NOT INCLUDING CRAWL SPACES AND UNINHABITABLE ATTICS. IN DWELLINGS OR DWELLING UNITS WITH SPLIT LEVELS AND WITHOUT AN INTERVENING DOOR BETWEEN THE O ADJACENT LEVELS, A SMOKE ALARM INSTALLED ON THE UPPER LEVEL SHALL SUFFICE FOR THE ADJACENT LOWER LEVEL PROVIDED U THAT THE LOWER LEVEL 15 LESS THAN ONE O FULL STORY ELOW THE UPPER LEVEL. *REFER TO S PAGES FOR ALL STRUCTURAL DETAILS *REFER TO S PAGES FOR ALL STRUCTURAL DETAILS 1ST FLOOR PLAN OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDUSTIRES SCALE:1/4"=1'-O" FLOOR AREA: 1,487 SQ. FT. INSTALLER SHALL PROVIDETHE MANUFACTURER'S GARAGE AREA: 682 SQ. FT. RESUB INSTALLATION, OPERATING I NSTRUCTIONS, & A WHOLE HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. TOTAL: Z169 SQ. FT. A LABEL SHALL BE AFFIXED TO THE WHOLE HOUSE TIMER MAY 0 2 2010 CONTROL THAT READS "WHOLE HOUSE VENTILATION" (SEE *REFER TO S PAGES FOR OPERATING INSTRUCTIONS). ALL STRUCTURAL DETAILS BUILDING DEPARTMENT CTFYOFEDMONDS Lu Z N J O W O Z n N ON Z LY1 O m� N n LLI WOO ZUw 5/2/18 li O C O U O O INu 6040 WINDOW TO 51'6" BE SAFTY GLAZED 4' 6' 1'8" 2'10" 4' 0" 5' lo" 2' 11" 6 2'4" 11 6'10-1/2" 6' 4016 S.G. 44" MAX SILL HEIGHT o Q jIS��✓,//1 �_wv�� 44" MAX SILL HEIGHT ao w { '• IO � 5 CFM f i 4'9" = BED #4 D V.T.O. 50CFM x i2 CARPET 50CFM 3. O V.T.O. ['! '^ N j V.T.O. H oLL > a5 a5?� 9' 2 h" A "o, VI •� M-BED iv 2'8" 4'4-1/2„ 2,8" M HALL Li o in O CARPET _ N N � 5 CFM B TH A IL Q M 311" 3'6 1/2„ 97„ ca), 3'2-1/2" 0 0 _......_..'- ........................................ • 36" OPEN RAILING N 0 3 SLIDER ® 1915.91 ft z ell 9'3'i-1 � n i� -/2" ----" W.I.C. CARPET BED #3 CARPET OPEN TO o BELOW BONUS AREA BED #2 cl I Soso Ric CARPETCOVERAGE 20.53 ft z N 12'5-112" $ 44" MAX SILL HEIGHT c"o ROOF N N ABOVE co ------- N 44" MAX SILL HEIGHT 16'6" 7,6„ 7' 6'6" 13' 22' 51'6" 2,3„ SYMBOLS INDICATES 2X6 @ IV, O.C. STUD WALL W/ R-21 INSUL. (EXT TYPE) INDICATES 36" 2X4 WALL @ 16" O.C. Z INDICATES 2X4 @ 16" O.C. Z 0 � 6X6 POST U.N.O. I Rol LOCATION OF VENTS •Cli y W 120V SMK DET W/BATT BACKUP Q $ g ® CONTORLJOINTS FFF��••-••111 L%t 22"X30" ATTIC ACCESS (30" MIN. VER r•--4 z t9 -CLEAR. WEATHERSTRIP & INSUL. TO R Q) •+ g A u SMOKE/CO DETECTORS REQUIRED ri THE ISSUANCE OF THIS PERMIT REQUIRES S's INNERCONNECTED SMOKE/CO DETECTORS WITH BATTERY BACKUP IN THE FOLLOWING LOCATIONS: -IN EACH SLEEPING ROOM -OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS -ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS BUT NOT INCLUDING CRAWL SPACES AND UNINHABITABLE ATTICS. W Lp IN DWELLINGS OR DWELLING UNITS WITH SPLIT LEVELS AND Z Z N Q WITHOUT AN INTERVENING DOOR BETWEEN THE O O J 00 ADJACENT LEVELS, A W Ol SMOKE ALARM INSTALLED ON THE UPPER LEVEL SHALL Q SUFFICE FOR THE ADJACENT LOWER LEVEL PROVIDED U z THAT THE LOWER LEVEL IS LESS THAN ONE Ln O FULLSTORY Q ELOW THE UPPER LEVEL. !'-� 0 Z Ln N *REFER TO S PAGES FOR ^ LLl ALL STRUCTURAL DETAILS *REFER TO S PAGES FOR NOTES GARAGE NOTES (1HR CONSTRUCTION) ALL STRUCTURAL DETAILS . RECESSED LIGHTING TO BE IC RATED •MIN. HEADROOM CLEARANCE OF .5/8" GYP TYPE "%" SHEETROCK RE(TD TO SEPARATE GARAGE FROM OWELUNG 7'-6' IS REQ'D IN ALL MARITAL SPACES, & 7-0" IS REQ'D ELSEWHERE .GAS VENTING IN UNCONDITIONED SPACE TO BE TYPE B OF L VENT MATERIAL -PROVIDE ONE OPENABLE ESCAPE WINDOW IN BASEMENT& IN EACH SLEEPING ROOM MEETING ALL THE FOLLOWING REQUIREMENTS: • SOURCE OF IGNITION OF GAS APPLIANCES MUST BE RAISED A MIN. OF IB" 1. AN AREA OF NOT LESS THEN 5.75QFT. ABOVE FINISHED FLOOR IN GARAG IE ML •26 GAUGE OR THICKER SHEET IN. CLEAR 2. A MIN. CLEAR HEIGHT OF 2' METAL FOR AIR DUCT WITHIN THE GARAGE AND WHICH PASSES THROUGH THE GARAGE WALL. ILC. R�yI,��+ R S U 3. A MIN. CLEAR WIDTH OF 20" 4. FINISHED SILL HEIGHT OF NOT MORE THAN 44" ABOVE THE FINISH FLOOR. ADDITIONAL PLUMBING REQUIREMENTS: F� S. ALL WINDOWS TO INCLUDE FRESH AIR VENTS OR METERED FRESH AIR ,MAINBUILDING SHUT-OFFQUIR REQ`D ON WATER SUPPLY LINE. -PRESSURE 0 2010 SUPPLY @ FURNACE REDUCTION VALVE ON MAIN WATER SUPPLY LINE REQ'O BY CITY CODE MAY 2 6. ALL WINDOWS &DOORS HAVING ACCESS TO EXTERIOR OR UNHEATED TO .EXPANSION TANK REQ'D ON EA. HOT WATER TANK. •VENT HOT WATER TANK BUILDING DEPARTMENT BE SEALED PER SEC. 502.4.3 (WAC) RELIEF VALVE DIRECTLY TO THE OUTSIDE -HOT WATER HEATER MUST BE SEISMICALLY ANCHORED OR STRAPPED @ POINTS WITHIN THE UPPER 1/3 & CITY OF EDMONDS FIREPLACE NOTES Q LOWER ITS VERTICAL DIMENSION. @THE LOWERPOINT,AMIN. DISTANCE OF 4" MUST BE MAINTAINED ABOVE THE CONTROLS W/ THE OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDUSTIRES.INSTALLAT T� USE, & PER MANUFACTURE'S SPECS & NG . ON -ALL SHOWERS HEADS •1" AIRW/ �' N FLOOR ���� APPLICABLEION, ES: GAS FIE APPLICABLE STATE CODES: GAS FIREPLACE: HEAT & GLO TO BE FL W CO L DEVICE L TO BE EQUIPPED FLOW CONTROL DEVICE TO LIMIT FLOW 3 GPM -HOSE INSTALLER SHALL PROVIDE THE MANUFACTURER'S SL-750TR-D R.O. 42"X36-1/4"%16-1/4". TS BIBS (EXT. FAUCETS) ARE FI HAVE A PERMANENTLY AFFIXED INSTALLATION, INSTRUCTIONS, & A WHOLE SCALE: i 4" =1'-0" INSTALLED ANTI -SIPHON DEVICE INSTALLED • SOAKER&JETTED TUBS SHALL REINSTALLED TION SYSTEM HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. FLOOR AREA: 1,916 SQ. FT. STAIR NOTES 0 &SUPPORTED PER THE MANUFACTURER'S INSTALLATION SPECIFICATIONS A LABEL SHALL BE AFFIXED TO THE WHOLE HOUSE TIMER •MAINTAIN REQ'D NO-HR STAIRS ENCLOUSURES & MIN 6'-8" HEADROOM @ CONTROL THAT READS "WHOLE HOUSE VENTILATION" (SEE *REFER TO S PAGES FOR It STAIRS •STAIR BACKING FOR HAND RAIL .STAIR: RISE - 7.56" RUN = 10" OPERATING INSTRUCTIONS). ALL STRUCTURAL DETAILS F_ W 0 Q Zuw REVISIONS: 5/2/18 • RECESSED LIGHTING TO BE IC RATED •MIN. HEADROOM CLEARANCE OF 7'-6" IS REQ'D IN ALL HABITAL SPACES, & 7'-0' IS REQ'D ELSEWHERE •PROVIDE ONE OPENABLE ESCAPE WINDOW IN BASEMENT & IN EACH SLEEPING ROOM MEETING ALL THE FOLLOWING REQUIREMENTS: 1. AN OPENABLE AREA OF NOT LESS THEN 5.7 SQ.FT. 2. A MIN. CR HEIGHT OF 24° 3. A MIN. CLEAR WIDTH OF 20" 4. FINISHED SILL HEIGHT OF NOT MORE THAN 44" ABOVE THE FINISH FLOOR. S. ALL WINDOWS TO INCLUDE FRESH AIR VENTS OR METERED FRESH AIR SUPPLY @ FURNACE 6. ALL WINDOWS & DOORS HAVING ACCESS TO EXTERIOR OR UNHEATED TO BE SEALED PER SEC. 502.4.3 (WAC) GARAGE NOTES (1HR CONSTRUCTIONI •5/8" GYP TYPE "X" SHEETROCK REQ'D TO SEPARATE GARAGE FROM DWELLING •GAS VENTING IN UNCONDITIONED SPACE TO BE TYPE B OF L VENT MATERIAL • SOURCE OF IGNITION OF GAS APPLIANCES MUST BE RAISED A MIN. OF 18' ABOVE FINISHED FLOOR IN GARAGEMQ •26 GAUGE OR THICKER SHEET METAL FOR AIR DUCT WITHIN THE GARAGE AND WHICH PASSES THROUGH THE GARAGE WALL. LIQ ADDITIONAL PLUMBING REQUIREMENTS: •MAIN BUILDING SHUT-OFF REQ'D ON WATER SUPPLY LINE. •PRESSURE REDUCTION VALVE ON MAIN WATER SUPPLY LINE REQ'D BY CITY CODE .EXPANSION TANK REQ'D ON EA. HOT WATER TANK. WENT HOT WATER TANK RELIEF VALVE DIRECTLY TO THE OUTSIDE •HOT WATER HEATER MUST BE SEISMICALLY ANCHORED OR STRAPPED @ POINTS WITHIN THE UPPER 113 & LOWER iJ3 OF ITS VERTICAL DIMENSION. @ THE LOWER POINT, A MIN. ..,ter.. NTROLS W/ THE SHOWERS HEADS *REFER TO S PAGES FOR ALL STRUCTURAL DETAILS OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDUSTIRES VENTILATION SCHEDULE INSTALLER SHALL PROVIDE THE MANUFACTURER'S FLOW TO 3 GPM -HOSE ATTIC VENTILATION REQ. 1 S.F./300 S.F. AREA = 1916/300 X 144 = 920 S.I. REQ. FLY AFFIXED INSTALLATION, OPERATING INSTRUCTIONS, & A WHOLE EAVES 46 L.F. X 4.7 SQ. IN. / L.F. = 216.20 S.I. USS SHALL BE INSTALLED HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. ROOF JACKS 51 S.I. / EACH. PROVIDE 8 JACKS = 408.00 S.I. N SPECIFICATIONS A LABEL SHALL BE AFFIXED TO THE WHOLE HOUSE TIMER ® RIDGE VENT@ 24 S.L/LINEAL FOOT. PROVIDE 16' = 394.00 CONTROL THAT READS "WHOLE HOUSE VENTILATION" (SEE OPERATING INSTRUCTIONS). SYMBOLS 0 INDICATES 2X6 @ 16" O.C. STUD WALL W/ R-21 INSUL. (EXT TYPE) V INDICATES 36" 2X4 WALL @ 16" O.C. Z 0 INDICATES 2X4 @ 16" O.C. rr i•� O 6X6 POST U.N.O. • rl y EV LOCATION OF VENTS Q 120V SMK DET W/BATT BACKUP ® CONTORLJOINTS nQ F•--I C7 22"X30" ATTIC ACCESS (30" MIN. VER Z --'� CLEAR. WEATHERSTRIP & INSUL. TO R � *'�r'� V Q SMOKE/CO DETECTORS REQUIRED THE ISSUANCE OF THIS PERMIT REQUIRES INNERCONNECTED SMOKE/CO DETECTORS WITH BATTERY BACKUP IN THE FOLLOWING LOCATIONS: •IN EACH SLEEPING ROOM •OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS .ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS BUT NOT INCLUDING CRAWL SPACES AND UNINHABITABLE ATTICS. LL1 CO CIA IN DWELLINGS OR DWELLING UNITS WITH SPLIT LEVELS AND WITHOUT AN Z Q O THE O J 00 INTERVENING DOOR BETWEEN ADJACENT LEVELS, A 1--I 0) SMOKE ALARM INSTALLED ON THE UPPER LEVEL SHALL E-I LLI 5; Q SUFFICE FOR THE ADJACENT LOWER LEVEL 0 3: PROVIDED U THAT THE LOWER LEVEL IS LESS THAN ONE O FULL STORY O Q ELOW THE UPPER LEVEL. V) Z L,0 M N ❑ *REFER TO S PAGES FOR n Lu ALL STRUCTURAL DETAILS RESUB MAY 0 2 20% BUILDING DEPARTMENT CITY OF EDMONDS N ROOF PLAN SCALE: 1 /4" = V-0" *REFER TO S PAGES FOR ALL STRUCTURAL DETAILS REVISIONS: 5/2/18 "llp'll IF N d' 27'6" 51'6" O _________________�_ I ! 12' CRAWL ACCESS TREATED 2X8 EA. SIDE OF ACCESS LEAVE OPEN 30'X MIN ACCESS lD = I� -- --- -- -- - -- -- ----- - ' '- ------------------ --------- N r i I -- -- --- --- — ---- --- --- SEE STRUCTURAL SHEETS FOR STRUCTURAL DETAILS E i 21'7" fV � I I � T - - --- - 4" CONCRETE SLAB W/ CONTROL JOINTS - -, _ I ImpN _____ _ --------------------- I I i N V1 I 8' 8.6. ------------- --- M Fe)i a 1'6' --- ------------------------------------ O HOLD FRAMING BACK 1/2" — —---------- ------ 9,3. 3' 16'3" 22' 12, CRAWL SPACE VENTILATION CRAWL SPACE AREA = 1382.40/150 = 9.21 SQ. FT. REQ'D VENTING q INDICATES 18" FOOTING W/P.T. 2X6 PONY WALL _ _ 9.21 X 144 - 1,327.10 SQ. FT. REQ'D ` PROVIDE (16) VENTS @ 87 SQ. IN. EA. = 1392.00 SQ IN PROVIDED """"' 1-1/2" X 11-7/8" 1.SE TIMBERSTRAND LSL VENT SYMBOL -4 VENTS LOCATED IN THE RIM ® BEARING WALL -APPROVAL OF T NDATION DESIGN IS CONDITIONAL SUBJECT TO INSPECTION OF EXISTING SITE CONDITIONS. / WOOD POST BELOW •RETAINING WALLS MUST BE DESIGNED & CONSTRUCTED TO RESIST THE LATERAL PRESSURE OF THE RETAINED MATERIAL. 2x10 @ 16" O.C. @ FIRST FLOOR FRAMING •PROVISIONS MUST BE MADE FOR THE CONTROL & DRAINAGE OF 14" TJI 210 @ 16" O.C. @ SECOND FLOOR FRAMING SURFACE WATER AROUND BUILDING 8"X 2' STEMWALL W/ 1/2"X10" A.B. @ 48" O.C. W/ 18" FOOTING OR PER SW SCHEDULE 8"X3' STEMWALL W/ 1/2"X10" A.B. @ 48" O.C. W/ 18" FOOTING OR PER SW SCHEDULE 34' ROOF HEADERS(UNO): 6' & LESS USE 6X8 HF NO.2 GREATER THAN 6' USE 6X10 HF NO. 2 ROOF PITCH: 6/12 2'ROOF OVERHANG: -0" MAIN HOUSE DENOTES OVERFRAHE W/ 2X6 .ADD POST OR DOUBLE STUD TO SUPPORT GIRDERS .CHECK SHEAR WALL SCHED. FOR REQ. USE OF 3X STUDS AT ADJOINING PANEL EDGES. .ALL WOOD EXPOSED TO WEATHER SHALL BE PRESSURE TREATED OR NATURALLY RESISTANT TO DECAY. SEE STRUCTURAL SHEETS FOR STRUCTURAL DETAILS SEE STRUCTURAL SHEETS FOR STRUCTURAL DETAILS W Z Z N (D gco o rn [-� w u p lS O = Ln Ln O m� Np n W WOC) zuW. REVISIONS: REUB 5/2/18 MAY 0 2 2018 BUILDING DEPARTMENT CITY OFEDMONDS PRINTED: Z /'1 A / rl/11 4 FOUNDATION & 1ST FRAMING PLAN SCALE: 1/4" = 1'-0" TYPICAL ROOF CONSTRUCTION BLOW ATTIC INSULATION R - 38 FLAME SPREAD COMPOSITION ROOFING IN ACCORDANCE NOT TO EXCEED 25 AND WITH IBC, 15 LB FELT SMOKE DENSITY NOT TO 7/16" OSB ROOF DIAPHRAGM, U.N. EXCEED 450 IN ATTIC 2X ENGINEERED TRUSS 8d @ 6" O.C. USE APPROVED INSULATION BAFFLE 2X SOLI W/ 1" MIN. AIRSPACE BLKG. W/ VE ABOVE INSULATON HOLES AS REQ. H-1 OR EQUAL @ ADD SHEAR C — CH TRUSS PER @SW LOC.PE TABLE 2/5-1 SHEARWALLSCHD. 5 /8" GWB, (2-LAYER 5/8" GWB IF 1-HOUR) \ 7/16" OSB - FOR NAI REFER TO SHEAR 5/8" GWB WALL SCHED. (2) 2X6 TOP PL TRUSS @ EXT. WALL TYP. SCALE: 3/4" = V - 0" SIDING - REFER TO EXT. ELEVS. 15# BLDG. PAPER 1/2" OSB FOR NAILING REFER TO SHEAR WALL SCHED. RIM JOIST --__ DAMPPROOF'G, CONT. 1/2" GYP BD. 2X6 STUDS @ 16" O.C. 3/4 T&G 0513 SUBFLOOR. NAILED & GLUED R-211NSUL. R----C I NSUL. I FLR. JOISTS - REFER TO FRAMING PLAN - :;'•i :;: . 3X6 P.T. SILL PL Wl A.B. I PER SHEAR WALLS HEfQ #4 BAR, CONT. (2) EA i9 GEOTEXTILE #4 VERT. BAR @ 32" O.(� 00 (2) #4 BARS, CONT. 6 MIL VAPOR BARRIE FREE - DRANIN PFR p�N I- 4" DIA. PERF. FTGDRAIN GRANULAR FILL )RAIN OR POSITIVE N CRAWL REFER TO S PAGES FOR STRUCTURAL DETAILS ALL STAIRWALLS BLOCKED VERT. & HORIZ. @ 10' O.C. EXTEND HANDRAIL: (BEYOND TREAD NOISING) OTE: HANDRAIL MUST- C - 6" PRIVATE BE 34" TO 38" MAX. - 12" PUBLIC TOP RESIST 200# LOAD P - 12"PUBLIC BOTTOM IBC 1607.7.1 - AND RETURN OR CONT. 1 1/4" - 2" DI T. f. W/ 1 1/2" OM WALL (2) - 2X HEADER W/ 4 THRUST BLOCK EDGER OR JST. HGR . RT (3) - 2X12 STRING EA. SIDE & O. 1/4" -2" DI ,TREAD, I TAI SING TO BE O REFER LAN " TYPE 'X' GYP. B . N w AREAS ACCESSIBLE Z N _ UNDER STAIRS 2X4 FIREBLOCK @ MIDPT. ��ZOF EA. STAIR RUN STRINGER @ WALL (2) 16D @ 16" O.C. STAIR SECTION SCALE: 3/4" = l' - 0" INT. STAIR RAILING RECEIVED MAR 15 2018 F"I W O 0 ZUw REVISIONS: FOUNDATION Cagy RIM SCALE: 3/4" = 1' - 0" GENERAL STRUCTURAL NOTES CODE All conditions, materials and construction shall conform to the code spedfied In the DESIGN CRITERIA, or other codes required by the governing jurisdiction. PROTECTION Through maintenance and current best practices, provide a building envelope that will preserve the integrity of the structure throughout Its lifetime. DSPECDlONS Notify Building Department for Inspectors required by local jurisdiction. SOILS Bearing capacity of soll shall be per DESIGN CRITERIA or greater. Fooling shall bear on solid undisturbed level soil devoid of any organic material and below indicated frost line. COMPACTED Fri shall consist of predominately Well -Graded, granular soil, free of organic material and debris. Fill should be placed in maximum 8" loose lifts and compacted to a minimum of 95 percent of the maximum density at optimum moisture content determined by ASTM D-1557 test procedures. teA xFIll shall be free draining and without organic material and debris from one of the following soil classes SM-SC, SM, SP, SW, GC, GM, GP, and GW. PoIFDAIIO ho AND RETAD'M WALLS Extend footings to undisturbed bearing soil, Do not beddill until all slabs and/or horizontal diaphragms are constructed; otherwise provide temporary bracing to resist movement There shall be no machine compaction on the retaining side of the structure for a distance equivalent to 2/3rds the wall height See applicable destail(s): FTC SIL PLATES Use pressure treated 2x plates u.n.o. Embed anchor bolts at least 7' (expansion anchors 4"). Use 3 )OW.229" washers. There shall be a minimum of two bolts per plece spaced notmore than 6 feet apart, with one bolt located not more than 12" or less than 4" from eau end of each piece. CONIC fc - 2500 psi minimum (unless greater psi Indicated on the plans). 5 112 sacks of cement per cubic yard of concrete and a maximum of 6 gallons of water per 94 to sack of cement Maximum slump Is 4". Segregation of matetlals shall be prevented through proper handling and placement REDI ORON11 E1. #5 bars and larger shall be Grade 60 deformed bars, and #3 and #4 bars shall be Grade 40 (u.n.o.), in accordance with ASTM A-615. lap splices 32 bar diameters u.n.o. Welded wire fabric shall conform to ASTM A-185 and shall be 6x6 - W IAXWIA. Lap one full mash at splices. CLEAR COl(ER 3" clr when cast against Earth and 2" dr In all other locations, u.n.o. See apoloble detall(s): RI FOOTING DRAINAGE Footing drainage per IBC section 180SA.2 & IRC section R405.1. WOOD FRAMUM In contact with concrete or masonry, or exposed to weather, shall be pressure treated. Numbers in parenthesis, BE (1-1), refer to corresponding engineering calculations. CONECFORS AND FASTENERS Fasteners, including nuts and washers, and connectors in contact with pressure treated wood shall be hot -dipped zinc -coated galvanized. EXCEPTION Plain carbon steel fasteners, Including nuts and washers, in SBX(DOT and zinc borate preservative treated wood in an interior, dry environment shall be permitted. SOLIDSA WN L.UfBER shall meet the following minimum grades (u.n.o.) conforming to "W WPA GRADING RULES FOR WESTERN LUMBER", latest edition: BFAMS. POSTS. RAFTERS. 30NST 6X and wider DF#1 4X DF#2 2x 12 and greater OF#2 2x 10 and smaller HF#2 WALL STIRS 2. HF#2 ENSI EERED WOOD shall meet the following minimum properties: C la lout E x 106 (osil Fb (wit Fc om (MI) FC a,, (psi) FV I GLB LIE 2400 1650 650 240 24F-V4 shall be cambered with a 3500' radius u.n.o. LSL 1.55E 1900 2050 900 310 Engineered wood products shall be protected from moisture to preserve their structural Integrity. Provide temporary bracing to avold permanent deflections resulting from drying under construction dead loads. TRUSSES Manufactured trusses are a deferred submitral Item designed per CODE section 2303.4 and shall be designed for all Iceds and load combinations per the CODE All connections per manufacturer, u.n.o. D truss layout Is changed by manufacbirer, please notify this office. OVER -FRAM DJG Unless noted otherwise by truss manufacturer, overframe with 2x4 rafters @ 24" cc. Post down w/ 2x4 @ 48" oc, staggered Brace posts over 6-0" tall perpendicular to wide face. WALL FRAMDJG L BEARING Walls shall be 2x studs at 16"oc max with double 2x top plate, and 2x base plate (exterior walls shall be 2x6 u.n.o. & Interior walls shall be 2x4 u.n.o.). Block all supports solid to the foundation. See applicable detail(s): BHS TIPS PENETRATIONS Allowable beam penetrations shall be made in the middle third of the span and the middle third of the depth. Contact this office for any penetration outside the allowable area. See applicable deteil(s): BP POP HOLDOWN SCHEDULE 1 Deepen the foundation as needed to Provide the required hoidcwn embedment Into the foundation wall. See Deatl MHE 2 Fasten to the end framing members of the shearwall, u.n.o. 3 FOUNDATION ANCHOR may be eMended with threaded rod and coupler as required. 4 Provide the minimum embedment and edge dlsmnces specified by the manufacturer. 5 Attach to (2) Zx studs minimum (lamination connection Same as WALL BASE PLATE, stagger nails), u.n.o. 6 See detall HD1for Installation. HOLDOWN/STRAP FASTENERS 5 FOUNDATION COMMENTS 1, 2, 4, 6 ANCHOR 1, 3, 4, 6 equal number of nails to both connected *MSTC40 28-16d sinker N/A elements -sSTHD14/14R7 30.16d sinker N/A 6"Stem # HTTSKT 26- #SD #10X21/2 #5611a'S24 6" min fdn wall. 2-2x4 min post GENERAL STRUCTURAL NOTES continued WOOD !STRUCTURAL PANE15 shall meet the performance standards of the"APA" DOC PSI and PS2 for their intended application (group 5 species not allowed). SHEARWALLS are indlosted on the plans with a bold dashed Ilse and abeled SW. The following letter designation refers to the Shearwall Straddle's SHEAR FLOW CONNECTIONS / SPACING table, and the number designation refers to the WALL SHEATHING table. Multiple ennbinations of letter and number designations may be present Wall Line numbers, shown inside triangles, refer to corresponding engineering calculabore. Attach rated sheathing (Indicated below) to 2x min STUDS spaced no more than 16"oc, u.n.o. See cnt of fastened edges governs Shea -all Schedule for minimum thickness and fasteners (thickness at p g g shear values). All panel edges shall be blocked. Nail Intermediate supports @ 12"oc. Do not penetrate nails past flush. Install squash bloeles under the ends of all shearwalls where the framing below does not provide full bearing. Construct cripple walls same as the shearwall above, and gable -ends same as the shearwall below. Rated sheathing: 7/16" OSB rated with a 24/16 span rating. 1/2" CD with a 32/16 span rating. See applicable detail(s): EWE ROOF DIAPHRAG14 Install either OSB or CD sheathing: 7/16" OS rated sheathing with a 24116 span rating; panel clips required when spacing is greater than 20" co. 1/2" CD rated sheathing with a 32/16 span rating. - We 8' x 4' panels with long dimension perpendicular across support ngframing. Stagger panel rows half the long dimension. Nall all boundaries and supported edges with 9d @ 6"co and Interior support: with 8d @ 12"oc, blocMng not required u.n.o. FLOOR DIAPHRAGM Install minimum 23/32" rated Sturd-I-Fleor T&Gwith a 24oc span rating. Use 8' x 4' panels with long dimension perpendicular across supportirgfi aming. Stagger panel rows half the long dimerslon. Glue and nail all boundaries aril supported edges with IOd @ 6"oc and interior supports with Lod @ 12" oc, blocking not required u.n.o. COLLECTORS Diaphragms shall be nailed continuously to drag struts, drag trusses and other collector elements at boundary spacing, u.n.o. See applicable detail(s): DTC CS CONNECRON6 and fasteners shall be per CODE Table 2304.10.1 mr- Tha symbol, "#", Indicates a hardware connector from the most current Simpson Strong -Tie Catalog. Hardware with equivilent or greater capacities from other manufacturers may be substituted, example you can use LISP's Dual Specification Chart to make an equiNlent or greater capacity selection. Install per the manufacturer Instrccrom. Fasteners and hardware In contact with pressure treated wood shall be hot -dipped zinc -coated galvanized HOLDOWPS See the HOLDOWN SCHEDULE. See applicable detati(s): HON HOC POST CAPS Provide a post cap on isolated columns that most nearly matches the actual member sim(s) U.N.O. Each connection shall have a minimum of (3)SOd to the post and (3)10d to the beam. Ff ANGE Model numbers will be specified on the plans for conditions that require more than minimum capacity, otherwise see CONNECTIONS. When a hanger is not specified on the plans, use any size Specific model number that fits that member. Always use MAX NAILING. Hanger match member size. Notching or shimming of beam not allowed unless specified. 1OBSITE SAFETY Sound Structural Solulons Inc has not been retained or compensated to provide design and/or construction review services related to the contractor's safety precauions or to means, methods, techniques, sequences or procedures for the contractor to perform their work The undertaking of periodic site visits by the ENGINEER shall not be construed as supervislon of actual construction and not make him responsible for proMdi rg a safe place for the performance of work by the contractor, subcontractors, suppliers or their employees, or for access, visits, use work, travel, or occupancy by any person. OWNERSHIP OF DOCUMENTS These drawings and calculations are the intellectual property of Sound Structural Solutions Inc. These drawings may not be used In whole or In part by any person without permission of Sound Structural Sol Inc. MISCELLANEOUS The contractor shall verify dimensions and conditions atjeb site. The contractor shall provide temporary bracing as required until all permanent connections andstiffenings have been installed. Do notscele drawings. Pre -fabricated items to be handled and installed per manufacturer's recommendations. SHEARWALL SCHEDULE SWExP Notes apply as called out In table below. 1 Anchor bolts embedded at least 7", or expansion anchors embedded at least 4". See detail SWB. 2 #MASAP an be Installed Instead of sill bolts with washers. When repladng lh"O sill bolts use 7-SOdAll." nails (minimum nailing) and when replacing %"0 sill bolts use 9-10dxlph" nails (maximum nailing). 3 See detail SWF. Connections vary depending on condition. 3a Substitute 16d toe nails @ 8"m for #Ass. 4 See detail SOUR Letter designations a, b, & e refer to specific conditions. For gable -end roof connections see detail SWF. 5 See detail SWB. 6 Abutting panel edges require a 2-2x (lamination connection Same as WAIL BASE PLATE), 3x, or greater stud. 7 See detall DSW. Is The plate washer shall extend to within 1/2" of the edge of the bottom plate that receives the sheathing or rim. At double -sided shearwalls, stagger on both plate edges. SHEAR FLOW CONNECTIONS / SPACING $W WALL SHEATHING SILL -TO- FLOOR -TO, ROOF -TO- WALLBASEPLATE CALL CALL SHEATHING FOUNDATIONI,2 SILL 3WALL WALL 5 OUf OUT THICKNESS NEEoc a/a"O @ 6B'. or #A35 @ #H3 @ I6d @ 10"cc A 6 7/i6" 8d 1/2"El @ 60". 48"oc 3a 24"oc 4a a/a"0 @ 6W. or #A35 @ #HI @ 16d @ 8"oc B 4 7)16" ad @ 4"oc 1/2"0 48"M 32"oc 24"oc 4a 1/8"0 @ 46". or #A35 @ #LSSO @ 16d @ 4"oc C 3 7/1W 6 Ed @ 3%c 1/2"0 0 32". IV, c 24"oc 1/8"0 @ 24"oc or #A35 @ #L550 @ Ild @ 2"oc D +� 3`� 7/36"both ad 3"oc @ 1/2"0a 16"oc S 12'oc 12"oc sides 6,7 PLAN INSTRUCTIONS READ THIS FIRST These plans are organized so that more detailed or Specific information is found in the same way by following the direction shown below: GENERAL STRUCTURAL NOTES SCHEDULES, DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES for more specific Information. SCHEDULES �DETAES and FLANS will often refer to GENERAL STRUCTURAL NOTES and SCHEDULES for more Specific Information. DEETTAILS I' FLANS will often refer to GENERAL STRUCTURAL NOTES, SCHEDULES and DETAILS for more ILII specific Information. PLANS See the SYMBOL LEGEND as well as ABREVL TION3 AND ACRONYMS for other additional InPormation used on the PLANS. The term, TYPICAL (or TYP), used with a detall rollout or plan note, Indicates that the Information spedfied shall apply In all simllar conditions. IF YOU HA ✓EANY QUESTIONS OR CONCERNS CONTACT US IMMEDIATELY.( We can be reached immediately by phone: (425) 778-1023 For less pressing questions, email us: inbox0ssseng.com Please help us get to your plans by having this job number handy: s1704033 ABBREVIATIONS AND ACRONYMS ABV ABOVE E.S. EACHSIDE O.C. ON CENTER A.B. ANCHOR BOLT E.W. EACH WAY P.T. PRESSURETREATED BUN BELOW EA EACH REINF REINFORCEMENT BLK BLOCK E.N. EDGE NAILING REQD REQUIRED ELKS BLOCKING EMBED EMBEDMENT SCHED SCHEDULE B.N. BOUNDARY NAILING EXI5T EXISTING Sim SIMIAR BTM BOTTOM FON FOUNDATION STD STANDARD ERG BEARING FUR FLOOR STRUCT STRUCTURAL BTWN BETWEEN FRMG FRAMING sW SHEARWALL Cut CLEAR FTG FOOTING THRU THROUGH CLTR COLLECTOR G.T. GIRDER TRUSS TYP TYPICAL CONC CONCRETE GR GRADE U.N.O. UNLESS NOTED CONN CONNECTION HORIZ HORIZONTAL # OTHERWISE CONT CONTINUOUS MAX MAXIMUM VERT VERTICAL CTR CENTER MFG MANUFACTURED w/ WITH DBL DOUBLE MIN MINIMUM W/o WIfHOUr DIET DETAIL o/ OVER W.W.F. WELDED WIRE FABRIC E.E. EACH END co ON CENTER DESIGN CRITERIA Governing Code 15 IBC Rlsk Category 11 Wind Design Data Basic Wind Speed (3 sec gust) mph 110 In Pressure Coefficient +/- 0.18 Surface Roughness B To o ra Nc Factor 1.00 Wind Exposure CategoryB Wlnd Importance Factor, 1 SAO Earthquake Design Data Seismic Importance Factor, 7 1.00 Seismic Farce Resisting System Table 12.2-1: A-13 Site Classification D Response Modification Factor, R 6.5 Transverse Short Period Acceleration S. 1.303 6.5 -9studrnal 1-Second Acceleration S 0.511 2010 Equli lateral Force Procedure Seismic Design Category D Seismic Response Coefflolent Ca 0.1" Transverse Spectral Response Coeffkle S 0.869 0.134 Lon9Zdinal Spectral Response Coefficent SDI 0.511 Seismic Base Shear, V 13565 Ibs Gravity Load Data Floor, L 40 s Snow, S 25 psf Soil Data Allowable Soil Bearing 12000 Psf RECEIVED MAR 15 2018 SSS Number: s1704033 Project Name: Lot B Owner: Regent Construction, Inc. Project location: Soundview Lane Edmonds, WA 98026 Design Professional: Michel Design lit V TT 0) aN V O r C w LFi1�1,L 0 P� 771 6 .eF, EGIs NG AL � 1 ORIGIN DATE: 7/10/2017 REVISED: Sill SHEARWALL BOTTOM PLATE 3PSPN516 W/8-16d NAILS INTO RDOR SHEATHING TOP PLATE, ES. sP5PN58 w/ PLUMBING 1-Bd NAIL INTO BIN iP5PBASE PLATE, E.S. PLUMBING SHE4RWALL SHFARWALL FLOOR sPSPN516 l)°MIN 1�MUM .7,11 NOTCH A5 REQUIRED mm DBL TOP PLATE WALL STUD, TYP WALL STUD, T, ELEVATION VIEW TOP PLATE NOTCH BOTTOM PLATE NOTCH PLAN VIEW PLAN VIEW POF PENETRATION OF FRAMING - SHEARWALL UN.T.S. JOTDO NOT MARE PENETRATIONS OR NOTCHES MINIMUM SPACING PENETRATIONS IN THIS AREA DO NOT INTHESHADED AREA OF THE OR WITHOUT SHALL BE a THE E SNGINEER PRIOR APPROVAL OF THE ENGINEER DIAMETER OF THE REQUIRE APPROVAL ISAREA LIB� LARGER HOLE � LIB d/4 DEPTH O d/4 UB �— LR UB L T DEPTH I LLB 00 NOT MARE PENETRATIONS OR NOTCHES MINIMUM SPACING IN THE SHADED AREA OF THE BEAM WITHOUT SHALL BE 2cTHE PRIORAPPROVAL OFTHE ENGINEER DHALL BE FTIIE LAGER HOLE DEPTH -1iDEPTH C O XDEPTH HO T Si SPAN XSPAN SPAN PSL & LSL DO NOT MAKE PENETRATIONS OR NOTCHES MINIMUM SPACING IN THE SHADED AREA OF THE BEAM WITHOUT SHAH BE 2x THE PRIOR APPROVAL OFTHE ENGINEER DIAMSEER OF THE W0.GER HOLE ` �UEPIH DEPM HDEPTH O X nEPIH PENETRATIONS IN THIS AREA DO NOT REQUIRE APPROVAL FROM THE ENGINEER ROUND ANDARE LIMITED TO APPROVED BY THE ENGINEER SSSPAN PENETRATIONS IN THIS AREA DO NOT REQUIRE APPROVAL FROM THE ENGINEER YSPANySPAN ---I�—.SPPX SPAN --v" SAWN BP _ BEAM PENETRATIONS, TYPICAL DETAIL UN.T.S. BPAA 2x SOLID RKG EDGE NAILS PER SW SCHED ROOF SHEATHING 2E MIN LEDGER (OR ROOF TRUSS) W/ BASE PLATE NAILING PERSW SOHED ROOF FRAMING PARALLEL TO WALL LRW LOW ROOF TO WALL SHEAR TRANSFER LiN.T.S. LRWA DBL2cSTUD SlV SHEATHING EDGE NALING HOLDOWN EMBEDDED SFAAP SHO JARSWCO ER STUDS PER HOLDOWN SCHED SWSHEATHING EDGE RAILING 2.STUD 0 HOLDOWN 7x5ND ANCHOR HOC HOLDOWN AT CORNER Li N.T.S. HOCA WALL SHEATHING PER SCHED SHEATHING PER SCHED WALL FRMG PLAN VIEW SHEATHING PER SCHED DSW DBL SIDED SW AT ADJOINING WALLS UN.T.S. DSWA RUSH RIM HEADER RIM (RIM CAN BE SPIKED OVER OPENINGS) IMIEASECfTNG JOISTS SHALL BEAR IN HANGERS OVER OPENINGS RIM CONnNuOUB OVER OPENING FRH FLUSH RIM HEADER, TYP N.T.S. FRHA ROOF DIAPHRAGM PER STRICT NOTES r*HZ.5A EDGE HAILSSOLID IN AHIOBLKGOF SHEARWALIS WALL LLS SHEARWALL w/ TRUSS OR RAFTER BEARING M rSWRJ SHEARWALL ROOF CONNECTIONS N.T.S. SWRA DIAPHRAGM PER NAILS PER SIRUCT NOTES SW SCHED WALL BASE WALLM 1r, LSLOR PLATE CONN EDGE NAILS FIATECONN 2x RIM/NKG (SWASOVE) (SWABOVE) (OR ROOF GABLE) 1 LSL OR TIE OR 2x SOLID BLKG OR DIAPHRAGM PER COLLECTOR IS�'LSL OR STRUCT NOTES EDGE NAILS 2x RIM/BLKG PROVIDE OATS PER EDGE NAIL BUCG@48"a SN SOIEO (SWBELOW') PROVIDE BLL('G W a w/loPAF-WALL DOUBLE-SIDEDSHEARWALLS, WI)D�T-WALL PARALLEL PARALLEL INTERIOR SHEARWALLS, & EXTERIOR SHEARWALLS EXT SHEARWALLS @ CANTILEVERS SHEARWALL TO FLOOR TO SHEARWALL SWF SHEARWALL FLOOR CONNECTIONS N.T.S. SWFA WALL BASE WALL WALL PLATE CONN ANCI PER PER SW SCHED DIAPHRAGM PER AV SCHED STRUCT NOTES RIM/BLKG ANCH PER I(SW-U.N.O. SW SCHED V PER SW EDGE RAILS 2x SILL U.N.O. FON NTN PERSWSCHED SHEARWALLS TO FOUNDATION SHEARWALLS TO FLOOR TO FOUNDATION SWB SHEARWALL BASE PLATE & FOUNDATION CONNECTIONS N.T.S. RECEIVED SWBA MAR 15 2018 DEVELOCOUNTERFMCES SSS Number: s1704033 Project Name: Lot B Owner: Regent Construction, Inc. Project Location: Soundview Lane Edmonds, WA 98026 Design Professional: Michel Design w �Fi1fJ A 771 p p�F PGI AL EWG 1 ORIGIN DATE: 7/10/2017 REVISED: ST S2 CS COLLECTOR SPLICE CSB COLLECTOR SPLICE TO BLOCKING Ei N.T.S. CSAB N.T.S. DTC COLLECTOR FLOOR -TO -WALL PER SW SOIED SHEARWALL SMTS20 MIN w/ MIN (7)10d x iT TOEAMEMBER U.N.O. COLLECTOR OR RIM TOP PLATE CTS COLLECTOR TO SHEARWALL CTP I COLLECTOR TO TOP PLATE N.T.S. CTSAAL_J N.T.S. CTPD BOIINDARYNAILALONG LLNGTHOFCOLLECTDR 10d COLLECTOR DIAPHRAGM PER STRUCT NDTES INTERMEDIATE FRAMING BOUNDARY NAIL ALONG LENGTH OFCOLIECTOR 10d @4' a, STAGGERED ABUTTING PANEL EDGES EXTENT OF HEADER DOUBLE PORTAL FRAY HEADER [MIN 3"x 11.2V NEG TOP PLATE TO HEADER./ (2) ROWS 16d SINKERS @ 3"« 45TA24 STRAP OPPOSITE SHEATHING [SHEATHING FILLER IF NEEDED] FASTEN SHEATHING TO HEADER WITH 8d COMMON OR GALVANIZED BOX W 3" GRID PATTERN AS SHOWN AND 3'«IN ALL FRMG [STUDS, BLXG, AND SItLSLTYP FRMG [MIN (2) 201, TYP MIN THICKNESS WOOD STRUCr PANEL SHEATHING OSTHD14 EMBED FDN STRAP INSTALLED PER MANUFACTURER, TYP WO A.B. THRU (3) 2x4 MIN PLATES AND EMBED T MIN IN FOUNDATION wl MIN 2N 2°xW PLATE WASHER BEAM & tC516 w/(16)10d AS SHOWN REQUIRED STUDS BEAM 2x4WAll 2.6 WALL 4x&2-2x(SAWN) 3* (0) R) 20 9) 2x6 ${x(MANF) 6x&3.2x(SAWN) 0(GIB) (3)2X4 (3)2x6 944x(KANN 8x (SAWN) J II I1 L W,x(GLB) 7x(MANF) (4)2x4 (4)REQD 26 I I STUDS GIRDERTRUSS (2)2x4 (2)hfi REQUIRED TRIMMERS TONG HEADER 20 WALL 26 WALL STUD HEADER 4x & 2-2x (SAWN) 3YO(" 114 2x6 0(MANE) REQD 6x&3-2x(SAWN) 0(GUB) — (2)24 TRIMMERS V44x(MANF) NOTE: BEAR BEAMS ON THE FULL WIDTH AND BREADTH OF THE MINIMUM SUPPORTS PER TABLES ABOVE UNLESS NOTED OTHERWISE ON THE PLANS BHS I BEAM & HEADER SUPPORTS Li N.T.S. (8)16d EVENLY SPACED, TYP U.N.O. 16d @ IV « TYPFACE NAILS MIN 2x 4'-0"MIN SPLICE MSTC srRAP MSTCISTRAP A STHD14 STHD14 A 4%e HIT5KT 2y4" HTT5KT A SSS Number: s1704033 Project Name: L.ot B Owner: Regent Construction, Inc. Project Location: Soundview Lane Edmonds, WA 98026 Design Professional: Michel Design rx 0 0 n Ln E 0 m C N N 3 3 3 E O tT ul C @J 0 -fl C TPS DOUBLE TOP PLATE SPLICE FH_D_NJ HOLDOWNS N.T.S. TPSA LJ N.T.S. HDNA �° pI cFyl c 0 A s 771 P G1 TPS SWF SWR A.L ECG • SHEARWALL _I 1. �ODPPIESND � SHFARWAll "T"T OF� `DWetETOP PLATE 1 oil CRIPPLE STUD \— BASE PLATE SWB SWF TRIMMER STUD— DTC DIAPHRAGM TO COLLECTOR PF PORTAL FRAME WITH HOLD-DOWNS SWE SHEARWALL ELEVATION RECVEL- N.T.S. DTCA N.T.S. Li N.T.S. MAR 15 2019 ORIGIN DATE: 7/10/2017 REVISED: S3 SLAB II II rI'MIN _L 3°OUR f — WIDTH —I ` BRG SOIL TSF THICKENED SLAB FOOTING N.T.S. TSFA FOOTING SCHEDULE CCNTER U, CONMNIRATED LOAD U.N.O. PDOIIMSUE RI]NRRCE W 10 wNIH OnZ-01, LENGTH iHtCRFFSS Lenssuae) LONGITUDE TRANSVERSE F2 T-0" T-0" 10" 3 #9's 3 V. F25 T-6" 2'-6" 30" 3 169's 3 #4's f3 3'-0" 3'-tl' 10" 4 fd4's 4 #4's LONGITUDE REINF TRANNEASE REINF POSTTO FTG —� FTG @ WALL TIOCITESS LENGTH WNDTH (TRANSVERSE)) (LDNCITUDE) FTG WALLCOMER PLYNTH ON FTG FTG FOOTING, TYPICAL N.T.S. FfGA GR BEAM REINF MAT 0I HORQ Z S1D 90°HOOK INTO REINF :. INTERSECTING GR B. 1�-B" CORNERBAR@All OVER REINF WALLS SID 90° HOOKINT� �- `4 REINF :-i INIFASECRNGG..IT ALTERNATE EA RG BARMATCH 1-Bu CORNER BAR@ALL OVTERRONF RI REINFORCEMENT AT INTERSECTIONS Li N.T.S. RIAA xanattN HOIOOLNNAN(WHM a wwDR r POST e I A %I EMBEDDED STRAP WSE FOUNDATION WALL I — ICI SOLID PACK I1 NON -SHRINK GROUT MINIMUM STEM HEIGHT R,•." z°¢.. REQUIRED TO ACCOMMODATE I t ANCHORAGE PER I I FOUNDATION HOLDOWN SCHEDULE W 0 EXPANSION ARCH wl — V NIN EMBED FOOTING-� DEEPEN FOUNDATION AS REQD TO I ACCOMODATEFORHOLDOWN L- — — — EMBEDMENTS INTO WALL MHE MINIMUM HOLDOWN EMBEDMENT r PB PB - POST BOTTOM CONN N.T.S. MHE N.T.S. PBAD MIN (3) • 8d TOENAILS MIN (3) -Bd TOEWAIIS ]COST TO SILL BLKTO SILL MR SHEATHING wl FUR DIAPHRAGM 10d @ 4"a TO FRMG RMRG (2}ROW55TAGGERED I, MIN @ 6°a ]OlSfs FIR DIAPHRAGM PON WALL JOUSTS FDNVAy 2L TIGHT -FIT BLOCKS 040"a"I... FOR (2) IULLJOISTSPACES JD JOIST DROPPED JB JOIST BEARING P JOIST PARALLEL NOTE: METAL FASTENERS LESS THAN Y2" 0 SHALL BE HOT•DIPPED GALVANIZED WHEN IN CONTACT WITH P.T. LUMBER FTC FOUNDATION WALL TOP CONNECTIONS N.T.S. FTCA P.T. SRLNATE #4 CON #4 CO? RAB. TOP 12" OFWAIL TO CONC STEM WALL CIRD ON FIG, U.N.O. VERTBDOWEISCOLD IN SEEM "MAR q'.0•VERT FOR& MIN y.B° MAX #4@48"a, #4@48"a THICKWALL MAX CORNERS& DOWELS wI DR INTERSECTIONS 14°DaINSION IB" V-0" 4-0" 4,•6. &1CML INTOWALLRSID MIN MAX MADE FOR 6" '"�T_."'—•"'L"'.'•9 HOCK IN FIG THMIALAL . :e #4 AT BTM;R� ^ 2°CLR CONC FTG PER PLAY w/3O11 LA— (2)#4CONT,SOILU.N.O.ru m NOTES: •DETAIL PER CODE FOR SW,SP,GW,GP,GM,GC,SM,SM-SC AND ML SOILS -TEMPORARILY BRACE WALL IFBACKFILUNGBEFORE _BRG SOIL THE TOP CONN IS CONSTRUCTED -DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOIDOWN ALL OTHER INFORMATION PER STANDARD EMBEDMENTS STANDARD DEEP FLOOR LATERALLY SUPPORTS TOP OF STEM FWS FOUNDATION WALL - STEM N.T.S. SSS Number: s1704033 Project Name: Lot B Owner: Regent Construction, Inc. Project Location: Soundview Lane Edmonds, WA 98026 Design Professional: Michel Design 4.A CD O 00 P" J N w to W __# = C E V O N cm Ln f[1'/1f� 1= _ E C71 ALL OTHER INFORMATION PER STANDARD ORIGIN DATE: 7/10/2017 REVISED: NO LATERAL TOP SUPPORT RECEIVED,-S4 - MAR 15 2010 FWSA o DEVELOPPMENTER�CES cou SYMBOL LEGEND SLEXP SSS Number: xxamwNMODEt----------------- s1704033 DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM. Project Name: HOLDOWN Represents holdowns which are located at the bottom of the wall where it Is called out. Connections are JOIST. TRUSS, OR RAFTER Repetitive member symbol points in the direction of the span. The type, size and max Lot B wall-to-wall or wall to Min u.n.o. Connections per the HOLDOWN SCHEDULE. — — — — — — — — — spacing between members will be indicated in bold type with a symbol which Is representative of the layout of the DIAPHRAGM PROJECTION Represents elements such as roof saves, facades, and the Ilke. entire 1-1. Owner: JiL t1 Regent Construction, CONCRETE WALL AND CONTINUOUS FOOTING BEAM or HEADER Represents the location of a beam or header Sires are Indicated on the plan. Grades are Inc. See CONCRETE and REINFORCING BAR sPeciflcations per DETAIL FWS. - HANGER Indicates hanger, standard or concealed flange. Provide fasteners In all holes. Reference the GENERAL Indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Headers (HDR) shall be 2-2x6 at dropped STRUCTURAL NOTES for the minimum size hanger. If a different model no. Is required, it will be noted on the plan. Project Location: — — — condition u.n.o. Flush headers (FRH) shall be 3 YZ X 14 LSL atjoIZ u.n.o. Reference detail PRIM for Installation of tie flush Mm header. SoundvieW Lane ® Edmonds, WAR 98026 r I F2 SPREAD FOOTING INTERIOR BEARING WALL Indicates Interior walls which sup-rt repetitive members. Construct per WALL Design Professional: See CONCRETE and REINFORCING BAR specifications per DETAIL PTG. FRAMING & BEARING In the GENERAL STRUCTURAL NOTES, U.NO. on the plan. g L J Michel Design C4 Ln O 9 t 14 tSTHD14 4ID1 -DI D14 r — — — — — — — — — — — — — — — — —------(F2)----- -------------- ------------------------- I O'N l i---------------- ----- i I J W Ln I I I I g z E I I I 1z°Mm BF vADE TG -- IYP, U.NA. L Z I ------- — — — — — Ni— — — — — — — — — — — — — r 2.2x10 II-------------------- ------------------------- --Ili cn 17 E I p D14 I I T5F 14"WIDE 8 L 2.2x10 I I O (F6)F=— — PROVIDE O,FAAANOEOF ^ (- - C JFTG 16° MIN 1016i AND r — — — — — — — — — 1 12" MIN FOR BEAMS TO O � I — — — J BNISHEDGRADEBELOW 8 I L------------I z -------------�4)---------- FOR ---I I r-------- ---- I I i I I I I lF1) — — — — — — — — — — — — — — — — — — — — — — — — I I rSI1BI4----------------- I I 2-2x10 W16"x BELOW b s BEARING WALL ABOVE Y I I FG.'171 SHEATHWALLFFR BEAM Ili SWA6,TYP BABOVE EARING ALB) mall,I---------- �——— AG. I FW5 w/B'M6'FfG t I xSTHD4 I BEARING WALLABOVE I I _J I 2 r------ i L — q.5 ----------5 i I I F2.5 r-�---------J I — — — — — — — — — — — — 4" STAB ON GRADEW/ 64 4 x W1.4 — — r 1 W1..F. W.W — — — — — — — — — — --—H 00.(0•� I 2-h104a16"a BELOW I tMR56 *HRT TT6 IL-------------- L---------------- ------J FOUNDATION PLAN & FRAMING ABOVE 114" = V-O° DO NOT SCALE - VERIFY ALL DIMENSIONS WITH ARCHITECTURAL SHEETS PRIOR TO CONSTRUCTION ORIGIN DATE: 7/10/2017 REVISED: RECEIVE[) _ MAR 15 2010 , DEVELOPMENT SERVICES S5 9 COUNTER SYMBOL LEGEND SLEXP ----------------- DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM. BEAM or HEADER Represents the location of a beam or heade, Sizes are Indicated on the plan. Grades are Indicated In the GENERAL STRUCTURAL NOTES, U.N.O. on the phn. Headers (HDR) shall be 2-24 at dropped ]GIST. TRUSS. OR RAFTER Repetitive member symbol points in the direction of the span. The type, size and max — — — — — — — — — condiaon u.n.o. Flush headers (FRH) shall be 3 # X 14 LSL at joists u.n.e. Reference detail FRH for installation of the spacing between members will be Indicated in bold type with a symbol which Is representative of the layout of the DIAPHRAGM PROTECTION Represents elements such as roof eaves, facades, and the like. flush rim heade, entire level. ® JL u SHFARWALL Represents walls which are shearwalls and shows the extents of that wall. Connections per the INTERIOR BEARING WALL Indicates Interior walls which support repetitive members. Construct par WALL HANGER Indicates hanger, standard or concealed flange. Provide fasteners In all holes. Reference the GENERAL SHEARWALL SCHEDULE. FRAMING B BEARING In the GENERAL STRUCTURAL NOTES, U.N.D. on the plan. STRUCTURAL NOTES for the minimum size hanger. If a different model no. is required, it will be noted on the plan. fMLDOWNNADU- POST Indicates the location of a post. Sizes are Indicated on the plan. Grades are Indicated in the GENERAL HOLDOWN Represents holdowns which are located at the bottom of the wall where it is called out. Connections are STRUCTURAL NOTES, U.N.O. an the plan. Consult detail OHS for posts not indicated on the plans. wall-to-wall or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE. f g CE D RM 1st FLOOR SHEARWALLS & FRAMING ABOVE I/4" = P-0" DO NOT SCALE - REFER TO m 0' SSS Number: s1704033 Project Name: Lot B Owner: Regent Construction, Inc. Project Location: Soundview Lane Edmonds, WA 98026 Design Professional: Michel Design M l/7 N O H O H 00 J � N Q W � N J W � C~� O H O1 v~J U2i z z 3 W L=�iT 3 c o c ORIGIN DATE: 7/10/2017 REVISED: RECEIVED MAR 15 20i8 J, DEVELOPMENT SERVICES LCOUNTER o SYMBOL LEGEND ----------------- DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM. DIAPHRAGM PROJECTION Represents elements such as roof eaves, facades, and the like. SHEARWALL Represents walk which are shearwalls and shows the extents of that wall. Connections per the SHEARWALL SCHEDULE. MOLDOM MODEL HOLDOW N Represents holdowns which are located at the bottom of the wall where it Is wiled out. Connections are wall-to-wall or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE. K. s> BEAM or HEADER Represents the location of a beam or header. Sizes are indicated on the plan. Graces are indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Headers (HDR) shall be 2-2x6 at dropped condition u.n.o. Flush headers (FRH) shall be 3 ya X 14 LSL at joists u.n.o. Reference detail FRH for Installation of the Bush rim header. INTERIOR BEARING WALL Indicates interior walls which support repetitive members. Construct per WALL FRAMING B BEARING In the GENERAL STRUCTURAL NOTES, U.N.D. an the plan. Indicates the location of a post Sizes are indicated on the pan. Grades are Indicated In the GENERAL TURAL NOTES, U.N.O. on the plan. Consult detail BHS for posts not Indicated on the plans. SLEXP JOIST, TRUSS, OR RAFTER Repetitive member symbol points in the direction of the span. The type, size and max spacing between members will be Indicated in told type with a symbol which Is representative of the layout of the enbre level. HANGER Indicates hanger, standard or concealed flange. Provide fasteners In all holes. Reference the GENERAL STRUCTURAL NOTES for the minimum size hanger. If a different model no. Is required, it will be noted on the plan. — — — — — — — — — — — — — — — — — — — — SW SW SW SW B6 4xl0 HDR B6 2.2xlO HDR B6 HDR 610 HDR(2-3; 06 4h10 HDR I I BED # 00 U BATH rill z ] ® Q >b � O M-BED I I I I I I I = L— I I I I B — H -- a W� �}-------- �� ---------------- I I I -- I I I I BED 4 I\ 3 OPEN -TO BELO Ji�.......I........\\ I ..... .....I .......... \ I i ..... �..... G.T. (2-I) I \ �. ..... ... .. B aat.R�a .. I............ 0 .....I.BEp,#2....... \J G.T. L2•n 3-2XS I / RUSSEj®N"ac T ! �----------� II �sMAC40 TR USS RUSS @24"ac tMSTC B4 tMSTC401 64 SMSRXO I L__-------L-------- I I L------------ 1------------- J 2nd FLOOR SHEARWALLS & FRAMING ABOVE 1/4" =1'-0" DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS RECEIVED MAR 15 2010 SSS Number: s1704033 Project Name: Lot B Owner: Regent Construction, Inc. Project Location: Soundview Lane Edmonds, WA 98026 Design Professional: Michel Design cn N O ITI 000 n in U Qr Li I E 0 06 0 ORIGIN DATE: 7/10/2017 REVISED: