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HomeMy WebLinkAboutSCHLEY BLVD, 2378 City of Bremerton PERMIT NUMBER: BB19 00041 Department of Community Development DATE ISSUED: 02/19/2019 i r r o r 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:2378 SCHLEY BLVD LOT 62 BREMERTON (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5645-000-062-0005 ZONING: EPSAP Name Phone Address Access Code APPLICANT: TREP DEVELOPMENT LLC 360-551-2282 16000 CHRISTENSEN RD STE 150 GP1LK-QIW2X SEATTLE,WA 98188-2930 OWNER: TREP DEVELOPMENT LLC 360-551-2282 16000 CHRISTENSEN RD STE 150 GPILK-QIW2X SEATTLE,WA 98188-2930 CONTRACTOR: TREP DEVELOPMENT,LLC 253-332-4017 16000 CHRISTENSEN ROAD STE 150 P6JSG-7WB4Z SEATTLE,WA 98188 OWNER EMAIL: SUBMITTED: 01/11/2019 APPROVED: 01/18/2019 EXPIRATION: 08/18/2019 STATUS: ISSUED VALUATION: $164,276.25 Residential Building Permit w/Mechanical/Plumbing NEW SFR-EAST PARK-ZERO LOT LINE(LOT 62) NEW SFR-EAST PARK-ZERO LOT LINE(LOT 62) Plumbing Fixture Fee $120.65 Building Code Edition: State Energy Code $50.00 Technology Fee $84.62 Occupancy Group: Mechanical Fixture Fee $78.70 Type of Construction: Building Permit $1,493.00 Flood Zone: State Surcharge Residential $6.50 Setbacks: ////:(F/L/RT/R/O) Plan Review Fee $970.45 Sanitation Method: Number of Bedrooms: TOTAL FEES: $2,803.92 Inspection Requests: FIRE:Fire Inspections (360)473-5385 DCD:Building Inspections: (360)473-5870 HEALTH:Kitsap County Health District (360)337-5285 L&I:Department of Labor and Industries (360)415-4000 PW&U:Public Works-Engineering (360)473-5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance,or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days. It is the responsibility of the permit holder to see that the required inspections are made.Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements.Any demolition,testing,or financial burden shall be borne directly by the permit holder.Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction.I hereby certify that I have read and examined this permit and know the same to be true and correct.All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not.The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction.If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3,Chapter 126,Laws of 1967.All revisions to an approved plan require DCD review and approval prior to performing work.All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. I have read,and agree to abide by the cond dons of this permit incl , ! all conditions of z• in• • ilding codes,and State and Federal laws. , SIGNATURE OF OWNER OR AGENT: • 40:11:! / C� PRINTED NAME: � . �V � C-el DATE: ` ( / 9 CONDITIONS Printed by:Mountjoy,Margret on:02/19/2019 09:17 AM Page 1 of 5 City of Bremerton PERMIT NUMBER: BB19 00041 Department of Community Development DATE ISSUED: 02/19/2019 CITY OF 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:2378 SCHLEY BLVD LOT 62 BREMERTON (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5645-000-062-0005 ZONING: EPSAP Name Phone Address Access Code APPLICANT: TREP DEVELOPMENT LLC 360-551-2282 16000 CHRISTENSEN RD STE 150 GP1LK-QIW2X SEATTLE,WA 98188-2930 OWNER: TREP DEVELOPMENT LLC 360-551-2282 16000 CHRISTENSEN RD STE 150 GPILK-QIW2X SEATTLE,WA 98188-2930 CONTRACTOR: TREP DEVELOPMENT,LLC 253-332-4017 16000 CHRISTENSEN ROAD STE 150 P6JSG-7WB4Z SEATTLE,WA 98188 OWNER EMAIL: SUBMITTED: 01/11/2019 APPROVED: 01/18/2019 EXPIRATION: 08/18/2019 STATUS: ISSUED By applying for this permit,the applicant has granted to the City of Bremerton the right to enter the above-described location at reasonable times to inspect the proposed,in-progress or completed work performed under this permit to ensure compliance with the permit conditions and other applicable laws and regulations.Should such entry be refused,all authorizations and approvals contained in this permit shall be immediately suspended and any work performed under the permit shall immediately cease until authorized in writing by the City of Bremerton. Work performed in violation of this condition shall be considered to have been performed without the approval of the City of Bremerton.The City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction,and thus compliance with City regulation does not necessarily ensure compliance with federal or state laws. 1. (DCD-01) ASBESTOS AND LEAD-BASED PAINT: ASBESTOS:Prior to performing any renovation or demolition work,Puget Sound Clean Air Agency and Washington Department of Labor and Industries(L&I)regulations require an asbestos survey be performed to determine whether there are asbestos-containing materials in the work area or structure. The asbestos survey must be conducted by and EPA-certified (AHERA)building inspector(except renovation or owner-occupied single family residences).For more information,please contact Clean Air Agency through their web site at www.pscleanair.org or by phone at 800-552-3565 or 206-343-8800. The L&I web site can be found at www.lni.wa.gov/TradesLicensing/LicensingReq/Asbestos/default.asp. LEAD-BASED PAINT:A contractor or person receiving compensation who is performing renovation,repairs or painting on a residential building or a child-occupied facility built before 1978,must be trained and certified by an accredited training provider,and registered as a Renovator by the Washington State Department of Commerce-Lead-Based Paint Program. For further information please contact:The Department of Commerce website at:www.commerce.wa.gov/lead,or call: (360) 586-LEAD(5323). CONTRACTOR:A contractor's registration issued by Washington State Dept.of Labor&Industries is required for anyone who contracts or submits bids for construction work,including new construction,alterations,repairs,or anyone who consults or superintends,improves,demolishes,develops residential property for sale,or"flips"houses.Contact L&I at(360)415- 4000 for information. 2. (DCD-02) DCD:Validityofpermit.The issuance or grantingof apermit shall not be construed c trued to be a permit for,or an approval of,any violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid.The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data.The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 3. (DCD-47) DCD:Reinspection Fee:All approved plans,the printed building permit,and the permit inspection placard,are required to be on-site for inspection purposes,and work to be inspected shall becomplete and ready for inspection.If an inspection is called for and plans are not available on site,or the work is not ready for inspection,approval will not be granted.In addition,a re- inspection fee will be charged and must be collected by the Department of Community Development prior to any further inspections being performed or approvals granted. (�1 4. (DCD-14) DCD: Approved Plans,Engineering,Site Plan,Permit,and Conditions shall remain on site and be available for inspection. �\ Any changes to plans shall be approved before construction is performed.Architect or engineer of record shall approve the (� change before submitting a revision.A revision is subject to a revision fee and additional fees for plan review and inspections. Q A2 5. (DCD-08) Plumbing work shall be performed by a Level 01 Journeyman Plumber licensed in the state of Washington. Residential plumbing work may be performed by a Level 01 or:Level 02 Journeyman Plumber licensed in the state of Washington.Single family residential plumbing work may be performed by the owner. 6. (DCD-10) A separate electrical permit issued through Labor&Industries(L&I)is required for any new,modified,repair,replacement, service,maintenance,or temporary installations.Electrical work is inspected by L&I prior to cover and the framing inspection.Contact L&I at 360-415-4000 or www.lni.wa.gov.(RCW 19.28) 7. (DCD-CO DET.(NEW)) Carbon Monoxide Alarms.For new construction,an approved carbon monoxide alarm listed in compliance with UL 2034 shall be installed outside of each separate sleeping area in the immediate vicinity of the bedroom in dwelling units and on each level of the dwelling.In a building where a tenancy exists,the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. Printed by:Mountjoy,Margret on:02/19/2019 09:17 AM Page 2 of 5 City of Bremerton PERMIT NUMBER: BB19 00041 Department of Community Development DATE ISSUED: 02/19/2019 CITY OF 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:2378 SCHLEY BLVD LOT 62 BREMERTON (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5645-000-062-0005 ZONING: EPSAP Name Phone Address Access Code APPLICANT: TREP DEVELOPMENT LLC 360-551-2282 16000 CHRISTENSEN RD STE 150 GPILK-QIW2X SEATTLE,WA 98188-2930 OWNER: TREP DEVELOPMENT LLC 360-551-2282 16000 CHRISTENSEN RD STE 150 GPILK-QIW2X SEATTLE,WA 98188-2930 CONTRACTOR: TREP DEVELOPMENT,LLC 253-332-4017 16000 CHRISTENSEN ROAD STE 150 P6JSG-7WB4Z SEATTLE,WA 98188 OWNER EMAIL: SUBMITTED: 01/11/2019 APPROVED: 01/18/2019 EXPIRATION: 08/18/2019 STATUS: ISSUED 8. (DCD-CO DET. CARBON MONOXIDE ALARMS:IRC Section 315.1.An approved carbon monoxide alarm(UL 2034)shall be installed (EXIST)) outside of each separate sleeping area in the immediate vicinity of the bedroom in dwelling units and on each level of the dwelling in accordance with the manufacturer's recommendations.In a building where a tenancy exists,the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. 9. (DCD-FUEL COMBUSTION AIR: IRC Section M1701.1.Solid-fuel-burning appliances shall be provided with combustion air in APPLIANCES) accordance with the appliance manufacturer's installation instructions.Oil-fired appliances shall be provided with combustion air in accordance with NFPA 31.The requirements for combustion and dilution air for gas-fired appliances shall be in accordance with Chapter 24.Fireplaces shall comply with Section 1001. APPLIANCE LOCATIONS: IRC Section G2406.2. Fuel burning appliances shall not be installed in a sleeping room, bathroom,toilet room,or closet.Exception: direct vent appliances(see IRC Section G2406.2 for additional exceptions). PROTECTION OF APPLIANCES: IRC Section M1307.3. Appliances located in a garage or carport or any other location subject to vehicle damage shall be protected by approved barriers.Appliances having an ignition source shall be elevated so that the source of ignition is at least 18"above the floor in garages and in any room that opens to the garage.Appliances designed to be fixed in position shall be fastened or anchored in an approved method. CARBON MONOXIDE ALARMS:IRC Section 315.An approved carbon monoxide alarm listed with UL 2034 shall be installed outside of each separate sleeping area in the immediate vicinity of the bedroom.In a building where a tenancy exists, the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. MANUFACTURER'S SPECS: IRC M1307.1.The manufacturer's operating and installation instructions shall remain (� attached to the appliance until final inspection 10. (DCD-52) DCD:Gas Piping:Fuel or gas piping shall be inspected after the installation of fuel/gas piping is complete,and before the attachment of fixtures,appliances,or shut-off valves.At the time of inspection the test pressure shall be no less than 10 psi held for no less than 15 minutes.Appliances to be attached to the fuel/gas piping system shall not be used until the final inspection has been performed and approved by a Building Inspector. 11. (DCD-56) Combustion Air:In buildings of unusually tight construction,or within a garage,all fuel-burning appliances,other than cooking appliances and domestic clothes dryers,shall obtain combustion air from outside in accordance with the International Mechanical Code,International Fuel Gas Code and/or the International Residential Code. 12. (DCD-04) DCD:Plan Review Requirements:The attached plan review checklist and identified corrections,along with the Energy Compliance Worksheet(when applicable)are part of the approved plans and must remain attached thereto.It is the responsibility of the applicant to make the corrections indicated on the plans.Once the plans are marked"APPROVED",they shall not be changed or altered without authorization from the Building Official. All proposed changes to"APPROVED"building plans that effect compliance with the City of Bremerton Building and Fire Code as adopted and amended in BMC Title 17 and Title 18,or any other City of Bremerton ordinance or regulation,must be reviewed and approved by the Department of Community Development prior to construction.Failure to comply and/or removal of attached documents will result in failure of required building inspections. 13. (DCD-19) Engineered Wood Floor Trusses&Truss Roof Systems shall have a site specific engineered design(Framing Plan)available at time of Under Floor and/or Framing Inspection. 14. (DCD-060) Property lines shall be properly marked.Setbacks are measured to the finished wall of the structure. 15. (DCD-43) Under-floor Inspection:After the foundation is complete,and the floor system is framed,but prior to the installation of the sub-floor or floor sheathing,(exposed floor framing)the under-floor area must be inspected,including all floor framing, anchor bolts,hold-downs and under-floor posts and positive connection devices. 16. (DCD-38) Shear Wall InspectionBraced Wall Inspection:Due to the complexity of the shear wall/braced wall nailing patterns and hold- down requirements contained within the engineered lateral or prescriptive design,a separate shear wall/braced wall inspection G is required for this project.This inspection should be requested and performed prior to the installation of exterior wall coverings,prior to the framing inspection,such that all shear-wall/braced wall nailing patterns may be observed,and the installation of all required hold-down devices and required straps,etc.are in place in accordance with the engineer's lateral or prescriptive design. Printed by:Mountjoy,Margret on:02/19/2019 09:17 AM Page 3 of 5 City of Bremerton PERMIT NUMBER: BB19 00041 Department of Community Development DATE ISSUED: 02/19/2019 Cr r OF 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:2378 SCHLEY BLVD LOT 62 BREMERTON (360)473-5275 Fax:(360)473-5278 • ASSESSOR NUMBER: 5645-000-062-0005 ZONING: EPSAP Name Phone Address Access Code APPLICANT: TREP DEVELOPMENT LLC 360-551-2282 16000 CHRISTENSEN RD STE 150 GP1LK-QIW2X SEATTLE,WA 98188-2930 OWNER: TREP DEVELOPMENT LLC 360-551-2282 16000 CHRISTENSEN RD STE 150 GPILK-QIW2X SEATTLE,WA 98188-2930 CONTRACTOR: TREP DEVELOPMENT,LLC 253-332-4017 16000 CHRISTENSEN ROAD STE 150 P6JSG-7WB4Z SEATTLE,WA 98188 OWNER EMAIL: SUBMITTED: 01/11/2019 APPROVED: 01/18/2019 EXPIRATION: 08/18/2019 STATUS: ISSUED 1. 17. (DCD-50) Final Inspection Required:All building permits shall have a final inspection performed and approved by the City of Bremerton Department of Community Development prior to permit expiration.The failure to request a final inspection or failure to obtain final approval prior to expiration may require a reactivation fee,or a new permit application if more than a year has passed with no activity.The permit expires 180 days past the date of inactivity. Required inspections:Any work required to be inspected and that is covered before such inspection may be required to be uncovered so that the inspection maybe performed. Examples of inspections to be performed before covering are mechanical rough-in,plumbing rough-in,gas piping,framing,and sheetrock nailing. 18. (DCD-91) Call before you dig: Calling 811,two business days before you begin digging,will alert utilities to conic out and mark THEIR buried lines from the street to your house For FREE! --63)\ 19. (Custom) Development must comply with the East Park Sub-Area Plan,Conditions of Plat Approval,and Title 20 in the BMC. No structures shall be placed within the setbacks,driveways shall not exceed 20'in width,height shall not exceed 40'from average grade to the peak of the structure,and all development not shown on the approved plans must be submitted for review and approval prior to construction. Prior to final inspection,a Notice to Title shall be executed with the Kitsap County Auditor stating: I am aware that this property contains a driveway that is less than 20 feet from the property line,as permitted by the East Park Subarea Plan.This driveway does not meet the minimum length for a parking space,and vehicles,trucks,boats,trailers,and other vehicles are not permitted to park in the driveway if they project into the lane of travel for pedestrians or motorized vehicles(example:a car parked in the driveway blocking a portion of the sidewalk,roadway or open space is not permitted).I am aware that per City of Bremerton codes(BMC 20.48)all driveways and areas used for loading,parking and maneuvering motorized vehicles shall have a paved surface.Gravel or other non-bound materials are not considered a"paved surface."All driveways and areas used for loading,parking,and maneuvering motorized vehicles shall have a paved surface.Two off- street parking spaces are required for every residential unit pursuant to BMC 20.48. 20. (Custom) Development must comply with the East Park Sub-Area Plan,Conditions of Plat Approval,and Title 20 in the BMC. No structures shall be placed within the setbacks,driveways shall not exceed 20'in width,height shall not exceed 40'from average grade to the peak of the structure,and all development not shown on the approved plans must be submitted for review and approval prior to construction. Prior to final inspection,a Notice to Title shall be executed with the Kitsap County Auditor stating: I am aware that this property contains a driveway that is less than 20 feet from the property line,as permitted by the East Park Subarea Plan.This driveway does not meet the minimum length for a parking space,and vehicles,trucks,boats,trailers,and other vehicles are not permitted to park in the driveway if they project into the lane of travel for pedestrians or motorized vehicles(example:a car parked in the driveway blocking a portion of the sidewalk,roadway or open space is not permitted).I am aware that per City of Bremerton codes(BMC 20.48)all driveways and areas used for loading,parking and maneuvering motorized vehicles shall have a paved surface.Gravel or other non-bound materials are not considered a"paved surface."All driveways and areas used for loading,parking,and maneuvering motorized vehicles shall have a paved surface.Two off- street parking spaces are required for every residential unit pursuant to BMC 20.48. MINIMUM INSPECTIONS REQUIRED To request an inspection,please call(360)473-5870 and be sure to provide your permit number,name on permit,site address,contact phone number,and inspection type.To register for on-line inspection access,visit the City's website at www.ci.bremerton.wa.us. Inspection Description FOUNDATION-FOOT Foundation Footings,Property lines shall be properly identified FOUNDATION-WALL Foundation Walls/Hold downs PLUMBING GROUND Plumbing Groundwork FRAMING-UNDERFLOOR Underfloor Framing Inspection/Anchor Bolts&Washers/Hold Downs SLAB-PREINSPECTION Slab On Grade garage floor pre-pour inspection. SHEAR WALL Shear Wall Panels/Braced Wall Panels Printed by:Mountjoy,Margret on:02/19/2019 09:17 AM �M Page 4 of 5 A City of Bremerton PERMIT NUMBER: BB19 00041 Department of Community Development DATE ISSUED: 02/19/2019 CITY OF 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:2378 SCHLEY BLVD LOT 62 BREMERTON (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5645-000-062-0005 ZONING: EPSAP Name Phone Address Access Code APPLICANT: TREP DEVELOPMENT LLC 360-551-2282 16000 CHRISTENSEN RD STE 150 GP1LK-QIW2X SEATTLE,WA 98188-2930 OWNER: TREP DEVELOPMENT LLC 360-551-2282 16000 CHRISTENSEN RD STE 150 GPILK-QIW2X SEATTLE,WA 98188-2930 CONTRACTOR: TREP DEVELOPMENT,LLC 253-332-4017 16000 CHRISTENSEN ROAD STE 150 P6JSG-7WB4Z SEATTLE,WA 98188 OWNER EMAIL: SUBMITTED: 01/11/2019 APPROVED: 01/18/2019 EXPIRATION: 08/18/2019 STATUS: ISSUED MECHANICAL Mechanical Rough-In PLUMBING-ROUGH Plumbing Rough-In GAS PIPING Gas Piping Pressure Test ELECTRICAL COVER L&I-Electrical Cover Inspection Before Framing(State of Washington) FRAMING Framing Inspection(Mechanical&Plumb Rough-In,Elect Cover Completed) INSULATION-WALL Insulation-Wall SHEAR WALL INTERIOR SHEAR WALL INTERIOR SHEETROCK Sheetrock Nailing DRIVEWAY Paved Driveway&parking areas INSULATION-CEILING Insulation-Ceiling INSULATION-UNDERFL Insulation-Underfloor ENERGY-DUCT TESTIN Energy Code-Duct Testing-Provide signed affidavit to Bldg Dept ENERGY-AIR LEAK Energy Code-Air Leakage Test(Blower Door Test) ELECTRICAL FINAL L&I-Electrical Final Inspection PW&U-SEWER LATERAL PW-Sewer Lateral FINAL-BUILDING Final Inspection-Building Printed by:Mountjoy,Margret on:02/19/2019 09:17 AM Page 5 of 5 / cro PERMIT fit•' 'i= �..Y� ,t�`s8�q�' �Y RESIDENTIAL ((vvim�g�pprT�} li3Ja)i ll�te'iIAL . CITY BREMER1ON BuildingPermit Application�- ---_ ---- �� JAN 14 2019 l)LL[ Ittutent of Community 1)rv'elopntent ' 346-htit Street.5trte 600 " 151 euterum ' WA "9R337-1673 (360) 47:3-527.5 * Fax(360) 473-5278 ' www.ci.brcmcrton.wa.us rAPPlicult "Owner Li Contractor _ El Authorized Ageii,, C D Site Ar caress: a6. 7 1/i ( l Ud To apply for a property add ss,contact Public IVorks at(360)473-5270 rCONTF;P:CTO ` . , 0111FE � Name:""r � . Name: > pe,,ve,A mnen " LLC. Address: j . .iy ,r Address: RT. i its f Bert re( /Y (City, State, Zip:.#t ,, - — .', City, State, Zip:54,„+/(.1 (A License#& Exp. Date: "p I „ D3 Phone#: (2(3((7) -19 7 7 '" Bremerton Business License: Authorized Agent Name: Contact Name: .441 ( LikekeltWA,E1 Address: Contact Phone#: 4 ( 7, r( ,) —i 773( City, State, : Email address: d - ming . CclWA Phone#: ( ) ,Tax ID/Parcel#: kyr ap-QtP 2- +';' Email address: Septic i[L`,(hat isthe application for?(Please check) fl New Construction IT Alteratiorf Addition EI NEW SINGLE-FAMILY RESIDENCE i RESIDENTIAL REBUILD LI NEW DUPLEX Ti RESIDENTIAL ADDITION FT NEW MANUFACTURED HOME Li RESIDENTIAL REPAIR or ALTERATION NEW GARAGE/CARPORT I I NEW ACCESSORY BUILDING OTHER: A if,v,) L( {A ' DEMOLITION sf Interior sf Exterior' sf Foundation Wall" sf Roof/Section" °*Separate demolition permit and fees required. Contact Public Works for sewer cap permit(473-5270). Sewer must be capped prior to demolition permit issuance. IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? YES I NO ( ) Scope of work proposed: I'j u aA iMw t) (-{ �2 7c. . ��r h v vt O(\ S: uaro Footage: Building: 1st Floor 9Z Basement 2nd Floor_a _ 3f S3(p Garage: 1st Floor L, `sr, Deck(s) Covered 2nd Floor Deck(s) Uncovered Valuation Plan Review Fee Permit Fee Surcharge Tech Feel Total Fees Application for which no permit is issued within 180 days following the date of application shall expire by limitation,and plans and other data submitted to review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the tim• fel action by the applicant for a period not exceeding 180 days on request by the applicant,showing that circumstances beyond the control o the applicant have prevented action from being taken. No applicant shall be extended mare than once. In order to renew action on an application,after ex.'rati.n,the applicant shall resubmit plans and pay a new plan review fee. Applicant's Signature Print Name s)AA' L A.-be Artz -- ( 16 I19 Date Rev.June 2016 (Continued on back) c-1(i.o.., 4 JAN , �'°�'dl ;'ni , RESIDENTIAL SITE PLAN QUESTIONNAIRE4 2019 1. Site Address: S4 (7 /3/rc- /f 2. Are any areas being developed on the site within 200 feet of the shoreline? Y�NoBreme;-tOn, OC D NOTE: If yes,please fill out a Shoreline Permit Submittal Checklist(WAC 173-27-180) CRITICAL AREA CHECKLIST: 3. Slope is calculated by dividing the vertical Check all that apply to the site and areas within 200 feet of the distance by the horizontal distance and then site. multiplying the result by 100. Example: Flat: less than 5-feet elevation change over entire site. V1/4-. Rolling: slopes on site generally less than 15%. vertical Distance= 20 . Hilly: slopes present on site of more than 15% and less than 30`%'0. 4 is Horizontal __...__..___Steep: grades of greater than 30%present on site. Distance_ 100' Vertical 20 feet _ Other(please describe): Horizontal 100 feet=.2 X 100=20% slope 4. Does the site or properties within 200 feet of the site contain areas of standing water,creek or an area where water flows across the ground surface? Yes/ 5. Is there an apparent wetland present on the site or on properties within 200 feet of the site? Yes/0 RESIDENTIAL DEVELOPMENT WORKSHEET: 6. What is the amount of grading proposed(in cubic yards),not including foundation area? Fill amount 0j _ Cut amount j15 Total grading ��`"' NOTE: Grading over 50 cubic yards requires a separate permit. Will the grading material be imported or exported? Yes& 7. Please provide the following information. The setbacks are measured from the finished exterior wall of a structure to the lot line,not from the foundation.Accurately represent your setbacks on site plan. DESCRIPTION PROPOSED Front yard setback 3' *Use this as the second front yard setback Rear yard setback ' _ for corner lots and through lots. Side yard setback 5' Side yard setback **Development Coverage is defined as Maximum height ' " that portion of a lot covered by impervious Development coverage** OS: a ?a surface areas of all structures, and Number of off-street impervious paved areas, such as parking spaces C:2- driveways and walkways. Residentialuestionnaire Q Revision: October 2008 &1 ..i PERMIT CENTER C y of Bremerton, DCD RESIDENTIAL MECHANICAL /PLUMBING Dept. of Community Development*345- 6'h Street, Suite 600*Bremerton*WA`98337-1873 Type csf Fuel: Electric 0 Gas ;0 Oil ❑Propane , Site Address: 757 56til�i (\vol- t h (y 1 CONTRACTOR: , OWNER:'" PDeAtedlip Address:J rC.fltnym :Jrwig) Address:ked diras.rileAl ed At sb City, State, Zip: J (,, 4- fgie - City, State, Zip:Sra. i c,//1- ?lyrJ-' License #: _T rP, �. _.__._ Phone# ( z ) 7'yr" i-73Y Contact Phone #: ( ,) s' 'a� ?3 Tax 1D/Parcel#:S&14r.ocip- citcZ •croS', Bremerton Business License: p,..ar1. � ,_041.:i„.;'YPE”,lF:Et'�U{FIiAE�M'i ..... ., oT"/`. i,` iTYP.E,C �E QUIPiSieIEN '' .... AIR CONDITIONER/EVAP COOLER I BUILDING SEWER _ j_BOILER< = 100K BTU _ ___j1 CLOTHES WASHER r _ �_ BOILER> 100K<=500K — ( DISHWASHER L ( . CLOTHES DRYER WITH EXHAUST _ DRAIN PIPE CHANGE I, I COOK STOVE I 1 FLOOR DRAIN/TRENCH DRAIN 3- 1 FAN/BATH OR EXHAUST I ' HOSE BIBB f FIREPLACE GAS OR GAS LOG INSERT I LAWN SPRINKLER W/BACKFLOW DEV — FIREPLACE WOOD OR WOODSTOVE 1 MISC PLUMBING FURNACE ELECTRIC/HEAT PUMP '1 SINK (LAV, KITCHEN, MOP OR BAR) I FURNACE LP GAS t DUCTING ! SUMP PUMP FURNACE NATURAL GAS/DUCTING 1 1 TUB AND/OR SHOWER UNIT i FURNACE OIL Z.,I TOILET/BIDET GASPIPE SYSTEM _ I i WATER HEATER ELECTRIC — — ! LP TANK<2000 GALLONS ( WATER PIPE CHANGE MISC MECHANICAL EQUIPMENT I I 1 RANGE HOOD I �-- I 1WATER HEATER GAS AND VENT I 1 MISC MECHANICAL ----_ i CS-5-------__ Applicant's Signature keil /Ii,t I lb lig Print Nam Date Rev.June 2016 eit4 15©12 Permit Center JAN 14 2019 Dept. of Community Development 345 - 6th Street, Suite 600"Bremerton*WA*98337 187ieiton, DCD WHOLE HOUSE VENTILATION USING THE PRESCRIPTIVE METHOD IN 2015 IRC Purpose: We have all heard about office and school buildings which cause people to become ill. If improperly ventilated,our homes can cause some of us to become ill too.With all of the new materials we use to construct and furnish our buildings, it is very important that our homes are ventilated in such a way as to provide us with a method to get the stale air out and fresh air in. Please check the appropriate box to describe which of the four prescriptive Whole House Ventilation Systems you will be using,and fill in any blanks or boxes under the system you choose. Option 1. Whole house Ventilation Using Exhaust Fans(IRC Section M1507.3.4) e 'T,) CFM Exhaust Fan Flow Rating Per Table M1507.3.3(1)and multiplied by factor in Table M1507.3.3(2)(attached). Location of whole house exhaust tan(s)must be shown on the plans. The intermittent mechanical ventilation system shall operate at least one hour out of every four when designed for intermittent operation in accordance with Table M1507.3.3(2). • Fan Controls:24 hour clock timer capable of continuous operation,with manual and automatic control,&be accessible Whole house fans located 4 feet or less from the interior grille shall have a sone rating of 1.0 or less at 0.1 inches w.g.per HVI 915(2009) At the time of final inspection,the automatic control shall be set to operate the whole-house fan according to the schedule used to calculate the whole house fan sizing. o Outdoor air shall be distributed to each habitable room by individual outdoor air inlets with controllable and secure openings,provide at least 4 sq.in.of opening for each space,located at least 10 feet from appliance ducts,and located away from where objectionable odors, fumes and vapors are present. Option 2. Whole house Ventilation Integrated with a Forced Air Heating System(IRC Section M1507.3.5) • inch Fresh air duct,connected to the furnace return plenum,sized Per Section M1507.3.3. o Integrated forced-air ventilation systems shall have an outdoor air inlet duct connecting a terminal element on the outside of the building to the return air plenum of the forced-air system,at a point within 4 feet upstream of the air handler. • The outdoor air inlet duct connection to the return air stream shall be located upstream of the forced-air system blower and shall not be connected directly into a furnace cabinet to prevent thermal shock to the heat exchanger. • The system will be equipped with a motorized damper connected to the automatic ventilation control as specified in Section M1507.3.2. The required flow rate shall be verified by field testing with a flow hood or a flow measuring station. • Outdoor Air inlets shall be screened or otherwise protected from entry by leaves or other material and located o All Ventilation supply ducts in the conditioned space shall be insulated to a minimum of R-4 Option 3. Whole house Ventilation Using a Supply Fan(IRC Section M1507.3.6) • inch Outdoor air inlet duct,connected to the furnace supply air stream,sized Per Table M1507.6.2.(attached) o Fresh Air inlet:Back-draft Damper plus one of the following:(Choose one) CCalibrated manual volume damper installed and set to meet the measured flow rates in Table 1507.3.3(1)(attached)by field testing with a pressure gauge and/or following manufacturer's installation instructions. A manual volume damper installed and set to meet the measured flow rates specified in Table M1507.3.3(1)by field testing with a flow hood or flow measuring station. nAn automatic flow-regulating device sized to the specified flow rate in Table M1507.3.3(1)which provides constant flow over a pressure range of 0.20 to 0.60 Inches water gauge. • Outdoor Air inlets shall be screened or otherwise protected from entry by leaves or other material and located * All Ventilation supply ducts in the conditioned space shall be Insulated to a minimum of R-4 Option 4. Whole house Ventilation Using a Heat Recovery Ventilation System • All duct work in heat recovery system shall be at least 6 inches in diameter • Balancing dampers shall be installed on the inlet and exhaust side, • Flow measurement grids shall be installed on the supply and return. • System minimum flow rating shall not be less than specified in Table tv11507.3.3(1). • Outdoor air inlets shall be screened or otherwise protected from entry by leaves or other material and located • Ventilation Supply Ducts in the conditioned space upstream of the heat exchanger shall be insulated to a minimum of R-4 General Requirements At the time of final Inspection,the automatic control time shall be set to operate the whole house fan according to the schedule used for the calculation. • A label shall be affixed to the control that reads"Whole House Ventilation"(see operating instructions) • 24-hour clock timer installed with capability of continuous operation, manual and automatic control,readily accessible. • Installer shall provide the manufacturer's installation, operating instructions,and a whole house ventilation system operation description. • Standard air leakage caulking shall be installed in the following locations(WSEC Table R402.4.1.1): a)Wiring/plumbing/duct register penetrations b) Rim joist/ mud sill (heated lower floors) c) Light fixture/flue penetrations d)Around window and door frames Airflow between fresh air ports OR openable screened windows and whole-house fan ensured by undercut door(minimum 1/2"),or grilles. (IRC M1507.3) REFERENCE TABLES Table M1507.3.3(1) Continuous Whole House Ventilation System Airflow Rate Requirements(ofm) Floor Area(ftp) Number of Bedrooms 0-1 2-3 4-5 6-7 >7 <1500 30 45 60 75 90 1501—3000 45 60 75 90 105 3001—4500 60 75 90 105 120 4501—6000 75 90 105 120 135 6001—7500 90 105 120 135 150 >7500 105 120 135 150 165 Table M1507.3.3(2) Intermittent Whole House Mechanical Ventilation Factors Run-Time Percentage in Each 4-Hour Segment 25% 33% 50% 66% 75% 100% Factor 4 3 2 1.5 1.3 1.0 Table M1507.3.6.2 Prescriptive Supply Fan Duct Sizing Supply Fan Tested CFM at 0.40"w.g. Smelled Volume Minimum Smooth Minimum Flexible Duct from Table M1507.3.3(1) Duct Diameter Diameter 50-90 cfm 4 inch 5 inch 90-150 cfm 5 Inch 6 inch 150-250 cfm 6 inch 7 Inch 250-400 cfm 7 inch 8 inch PRESCRIPTIVE HEATING SYSTEM SIZING All heating equipment must be sized using a recognized engineering practice.Typical sources Include: •ASHRAE Handbook of Fundamentals. •ACCA Manual J,8th Edition-Residential Load Calculation. •ACCA Manual N-Commercial Load Calculation. WSEC;www,eneray.wsu.edu/code Margret Mountjoy From: Kjell Lindberg <kjell@mttholdings.com> Sent: Friday, January 11, 2019 11:39 AM To: Margret Mountjoy Subject: Re: EP59-62 Applications Hi! Yes, they all have garages at 480sgft, sorry! Thank you, E Kjell Lindberg Land Acquisition & Development The MTT Family of Companies m: 206.795.7738 a: 16000 Christensen Road Suite 150 Seattle, WA 98188 e: kjell@mttholdings.com **If you know anyone who is looking to sell land,please send them my contact info!** On Fri, Jan 11, 2019 at 11:37 AM Margret Mountjoy <Margret.Mountjoy@ci.bremerton.wa.us> wrote: Do lots 60-61 and 62 Have garages? From: Kjell Lindberg [mailto:kiell( mttholdings.com] Sent: Friday,January 11, 2019 9:25 AM To: Margret Mountjoy<Margret.Mountjoy@ci.bremerton.wa.us> Subject: Re: EP59-62 Applications Oh boy, I guess it would help if I attached the file! Here it is... Thank you, i rGarrettJackson RE VIE WE %Planning DlNsion `(360)473.5269 01/162019 .01.14111110111# eSCIP (01 garrettjackson@ ci.bremerton wa us EnviroSound Consulting Geotechnical and Environmental Consulting August 25, 2016 ESC 16-G068 Page No. 1 Ms. Deb Purcell TREP Development, LLC. 16000 Christensen Road Ste 150 Seattle, Washington 98188 Subject: Addendum Letter for East Park-Phase II Bremerton, WA. Dear Ms. Purcell: This letter is in response to comments in an August 16, 2016 email from representatives of the City of Bremerton. A representative of EnviroSound Consulting Inc. (EnviroSound) performed a site visit on August 25, 2016 to view Phase II of the East Park Development. With minor exceptions site conditions appear to have not changed significantly since the July 7, 2005 report by Earth Solutions NW. LLC. EnviroSound provided geotechnical monitoring for the foundations of single-family structures for Phase I of the project and also provided slope assessments for specific lots in the development. EnviroSound offers the following: • For the most part site conditions appear similar to those described in the 2005 report. There are some small stockpiles of asphalt and concrete debris on portions of the property. • There was no visible evidence of slope erosion or movement along the slopes on the western or eastern portions of the project area at the time of the site visit. • EnviroSound will provide slope assessment reports as needed for specific lots with regards to reduced slope setbacks and the proposed plat design. • EnviroSound staff will be performing site visits for the foundations for each of the single-family homes and providing field reports for each of the site visits. The previous geotechnical reports are still valid for the overall proposed development. EnviroSound will provide geotechnical consulting where needed based on the final plat design. We have prepared this letter based on standard practices, currently used in this area at the time of preparation. No other warranty, express or implied should be understood. Should you have any questions or concerns, which have not been addressed, or if we may be of additional assistance, please call our office at(360) 698-5950. Building Dept. Reviewed EnviroSound Consulting,Inc. • 3388 Byron Street NW Ste zoo • Silverdale,Washington 98383 Phone:(36o)698-5950 • Fax:(36o)690-5929 1 ESC016-G068 East Park Phase II Page No.2 August 25,2016 Sincerely; Shawn E. Williams, L.E.G. Michael F. Wnek, P. E. Senior Engineering Geologist Michael F. Wnek, P, E., P.S. ,,,c0;00 (111 ,dr,"" ‘' ,<,„„ irirdio.- I tof metering Geologist xy .6'1% 2208 2208 , ' .an O1\} ° EnviroSound Consulting,Inc. •3388 Byron Street NW Ste 200•Silverdale,Washington 98383 Phone:(360)698-5950 • Fax:(36o)698-5929 I Garrett Jackson REVIEWE Planning Division ',(360)473-5289 01/1 6/201 9 garret.Jackson@ stibremerten.waus.. 1,.:..:.. EAST FARG LOT NUMBERS: 59, 00, 01, i02 ADDRESSES: 2312 SCNLEY BLVD., 2314 SCNLEY BLVD. ‘,6 231 SCHLEY BLVD., 2318 SCNLEY BLVD- VANT PARCELS: 5&45-000-059-0000, 5&45-000-0&0-0001 5&45-000-0&2-000&, 5/045-000-O(o0-0005 I"=20" FLAN: 1288-1240-A 4 FLEX /1'-"', 42.-o. , T-s' , - __ 53'0_ 4'555 j e 'I- @I PROPOSED Lot 4,— ,:-:/ - ___4------,,,,/,1, Q WATER LINE . 62 STRUCTURE a �z WIN ,f_t � W ,LL Lot PROPOSED 3 U WATER LINE I 61 STRUCTURE ~ �Y-/ lJ • WATER LINE T I o.. * - L cit PROPOSED 3 I _1<fQ 60 STRUCTURE ~ - � lip • z Iw ,_r o IE I � 12p al 59 STRucruRE I Fa a Lot I� I EASEMENTSri- e\ - •— —� _ __Th j of - WATER LINE St `"\ ---� y 4 SSB . _ _ �t_ ---- I- -@a I E,�CKS: - -- 53,m -- 1=BONY: 5' 1 1 REAR: 4' STREET: 5 ,- 42-0' '-0' SIDE: 4' --- --/- i=REFARER: RUEFPELL, INC. (253) 291-8040 CONTRACTOR: 3 TREF DEVELOPMENT (253) 551-2282 '_=^R icy✓j-__ _ STORM NOTES: =" R' =~ ' TIGHTL INE ROOF RUNOFF TO STORMs STUB-OUT, ROUTE DRIVEWAY RUNOFF TO ROAD STORM SYSTEM. RESIDENTIAL CONSTRUCTION ENTRANCE, PAD AMMEND ALL DISTURBED SOILS PER SOIL AMENDMENT GUIDELINES. _ i.:6;::----'" = • s � R' �� CBu TOTAL LOT AREA: 3,512 SF �� I ' - Nei ;o-aR ° = 9z2 FOUNDATION FOOTPRINT: 2,32 SF HJ a w LOT COVERAGE: 65-Si Dept. a�� �a ry g DRIVEUJAY GONG.: 200 SF .r- j 6'Max - R .01 COV'D PORCHES/LANDINGS: 55 SF RevIe aed = R TOTAL IMPERVIOUS AREA: 2,640 SF FILTER FABRIC FENCE DETAIL Garrett Jackson ��''` Planning Division (%Oe a7}stag 01:06:19 garremertksr n@ oinsrzois BLE ,?' - ci.bremerton.wa us *e *h ices STRUCTURAL CALCULATIONS for the PROPOSED RUEPPELL HOME DESIGN 1288-1246-A 4-PLEX January 13, 2019 Client: TREP Development Site: East Park—Lots 59-62 Kitsap County, WA 4tC vvAshm,, Calculated by: Eric L. Rice, PE co ELR Engineering 1915 Dayton Ave NE 34839 Renton, WA 98056 oglslti Phone: (206) 200-8764 Email: elreng33@gmail.com uil in Dept, Reviewed} 1 1 ELR Engineering Project: TREP/4-plex A/B 1915 Dayton Ave NE Job No. Figured by: ELR Renton,WA 98056 Checked by: Date: 7/4/2018 Sheet: 2 phone: (206)200-8764 email: elreng33@gmail.com Scope of Work: ELR Engineering was asked to provide permit submittal structural calculations for the proposed Rueppell Home Design Plan 4-plex 1288-1246 A/B. Our structural engineering information is shown in these calculations and on the building designer's submitted S-sheets. The information in this report conforms to the 2015 International Building Code as amended by the local jurisdiction and is valid only for the specific site stated on the cover sheet of these calculations. Questions should be addressed to the undersigned. Eric L. Rice, PE ELR Engineering I i•- 1 ' iii i ' ■ In min J:, 12 — ■ Ill ■ W 11■1— 1 Ell I — ' ' Aiiiiiii. HHIIIIII FA'I illllllllllli 'TI-LLIeeiil 4!1IIu UU gin 011 �M. iI ':::::" ; ■ E I w ,_� i 1111111111 w WI1 . - o - IIIHIIII ' Hill 1 il ' 1g 10:= E IN 111 , IN iiiIiii I ■ —IIITIIn ill ■ a III --1 ill . ■ EE IIIIIIIIH ...1111-i ■■■ ,;; ��i�1II1A1II ::1 ■■ ■■■ „ii,,,„ ,,i11 ,) .! . ■■ ■■ , 11111 ' ..., ,, .E. .. AE=I Hilillill i .0-.B ° .0-,6 mjf i ,.0-,B 4 1 -, C- ^ III I IIII z _ 1 0 - �i Ii < � r .„r �� W J W OD X — W L J 0_ IV 000E N i!IL II o W J W WW1 r F–, 0 nr,, i, , , c, __..,i I III IIIIIIL .r) I. in 1 1100E1 L =N I iii I — II w L,c,., , /-'5 0-.t �t i 1 , ,,,, , o .e of .e .9 �i JP of 1, o, ra `1 J .0-,B 4 JP .0-,6 -1J J ,0-,2 N GENERAL STRUCTURAL NOTES (Unless noted otherwise on plans and details) CODES AND SPECIFICATIONS 1 . International B uilding C ode (IBC) - 2015 edition with local jurisdiction amendments as applicable 2. ASC E/SEI 7-10 - Minimum Design Loads for Buildings and Other Structures with Supplement No. 1 3. ANSI AWC NDS-2015/AWC SPDWS 2015/AWC WFC M 2015 - National Design Specification for Wood Construction with 2015 NDS Supplement/Special Design Provisions for Wind & Seismic/Wood Frame Construction Manual for One- and Two-Family Dwellings 4. AC I 318-14 - B uilding C ode Requirements for Structural Concrete 5. AISC 360-10/341 -10 - Specification for Structural Steel Buildings/Seismic Provisions for Structural Steel B uildings 6. AWS D1 .4/01 .4M-2011/Structural Welding Code 7. TMS 402-2013/AC I 530-13/ASC E 5-13 - B uilding C ode Requirements for Masonry Structures DESIGN C RITFRIA 1 . Wind Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85, Exposure category = B , Topographic factor Kzt = 1 .00, Gust effect factor = 0.85, Enclosure classification = Enclosed, Internal pressure coefficient(GC rr) = ± 0.18 2. Seismic Risk category = II, Seismic importance factor (le) = 1 .00, Site Class = D, Ss = 1 .523, Si = 0.603, Sr., = 1 .01 5, Sri = 0.603, Seismic Design Category = D, Basic seismic-force-resisting system = A.15 per ASC E 7-10 Table 12.2-1 , Seismic response coefficient (Cs) = 0.156(orthogonal 1) & 0.156(orthogonal 2), Response modification factor (R) = 6.5(orthogonal 1 ) & 6.5(orthogonal 2), Design procedure used = Equivalent Lateral Force Procedure 3. Roof - Dead: 15 psf Live: 20 psf Snow: 30 psf (Pg), 25 psf (Ps) 4. Floor - Dead: 12 psf Live: 40 psf, 60 psf (deck) 5. Soils - Vertical bearing pressure (capacity): 1500 psf Lateral bearing pressure (capacity): 150 psf/ft of depth Coefficient of friction (capacity): 0.25 (multiplied by dead load) Active design lateral load: 40 psf/ft of depth At-rest design lateral load: 60 psf/ft of depth ,STRI)CTURAI ORSFRVATION 1 . Structural observation is required only when specifically designated as being required by the registered design professional or the building official. SOIL CONSTRUCTION 1 . Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All construction on fill soils shall be reviewed by a registered geotechnical engineer. All footings shall be 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to verify that the site soils provide the minimum vertical bearing pressure capacity stated above. PIPE PII FS 1 . Pipe shall conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be galvanized. 2. Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineer' s requirements. RFINFORC FD C ONC RFTF 1 . f'c = 3000 psi(*) at 28 days. Min 5 1/ sacks of cement per cubic yard of concrete and maximum of 6-3/4 gallons of water per 94 lb. sack of cement. (*) Special inspection is not required - 3000 psi compressive strength is specified for weathering protection only - structural design is based on f'c = 2500 psi. 2. Maximum aggregate size is 7/8". Maximum slump = 4 inches. 3. All concrete shall be air entrained 5% minimum / 7% maximum (percent by volume of concrete). 4. Mixing and placement of all concrete shall be in accordance with the IBC and ACI 318. Proportions of aggregate to cement shall be such as to produce a dense, workable mix which can be placed without segregation or excess free surface water. Provide 3/4 inch chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings. 5. No special inspection is required. 6. Vibrate all concrete walls. Segregation of materials shall be prevented. REINFORC ING STEEL 1 . Concrete reinforcement shall be detailed, fabricated and placed in accordance with ACI 318. 2. Reinforcing steel shall be grade 40 minimum and deformed billet steel conforming to ASTM A615. 3. Welded wire mesh shall conform to ASTM A185. 4. Reinforcing steel shall be accurately placed and adequately secured in position. The following protection for reinforcement shall be provided: Min C over Cast against and permanently exposed to earth — 3" Exposed to earth or weather — 1 .5" for #5 bar and smaller 2" for #6 bar and larger Slabs and walls at interior face — 1 .5" 5. Lap continuous reinforcing bars 32 bar diameters (1' —6" min) in concrete. Corner bars consisting of 32 bar diameter (1' —6" min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges 1 .5 mesh minimum. This criteria applies unless noted otherwise. RETAINING WAIJ S 1 . Concrete floor slabs to be poured and cured and floor framing above shall be complete before backfilling behind retaining walls. TIME FR 1 . Unless noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WC LIB standard grading for west coast lumber. Lumber shall meet the following minimum criteria: 4x and larger: DF #2 (Fb=875 psi) 3x and smaller: HF #2 (Fb=850 psi) or SPF #2 (Fb=875 psi) 2. Wall studs shall be: Rearing walls with 10'-0" maximum stud length 2x4 HF stud grade or btr at 24" (max) oc — carrying only roof and ceiling 2x4 HF stud grade or btr at 16" (max) oc — carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 24" (max) oc — carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 16" (max) oc — carrying only two floors, roof and ceiling Non—Bearing walls with maximum stud length noted 2x4 HF stud grade or btr at 24" (max) oc — 10'-0" maximum stud length 2x6 HF stud grade or btr at 24" (max) oc — 15'-0" maximum stud length 3. Provide 4x6 DF2 header over openings not noted otherwise. Provide (1 )2x trimmer and (1 )2x king header support for clear spans 5'-0" or less. Provide (2)2x trimmer and (1 )2x king header support for clear spans exceeding 5'-0". 4. Provide solid blocking in floor space under all posts and wall members connected to holdowns. Orient blocking such that wood grain in blocking is oriented vertically. 5. Provide double floor joists under all partition walls parallel to floor joists and along the perimeter of all diaphragm openings. 6. Provide double blocking between floor joists under all partition walls perpendicular to floor joists. WOOD CONNECTORS. FASTENERS AND PRESSURE TRFATFD WOOD 1 . All wood connectors shall be Simpson or approved equal. 2. All nails shall be common wire nails unless noted otherwise. 3. All nailing shall meet the minimum nailing requirements of Table 2304.10.1 of the International B uilding C ode. 4. All wood in contact with ground or concrete to be pressure—treated with a wood preservative. 5. Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following conditions: a) Joists, girders, and subfloors that are closer than 18" to exposed ground in crawl spaces or unexcavated areas located within the perimeter of the building foundation. b) Wood framing including sheathing that rest on exterior foundation walls and are less than 8 inches from exposed earth. c) Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry. 6. All field—cut ends, notches, and drilled holes of preservative—treated wood shall be treated, for use category UC 4A per AWPA U1 -07, in the field using a 9.08% C opper Naphthenate (C uN) solution such as "End cut Solution" (C unapsol-1 ) in accordance with the directions of the product manufacturer. 7. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors, 1/2" diameter and larger) in contact with any preservative—treated wood shall conform to one of the following corrosion protection configuration options: a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316 stainless steel when actual wood preservative retention levels exceed the following levels: Treatment Retention level (pcf) ACO (Alkaline Copper Quat) Greater than 0.40 MC 0 (Micronized C opper Quat) Greater than 0.34 CA—B (Copper Azole) Greater than 0.21 CA—C & MCA (Copper Azole & Azole Biocide) Greater than 0.15 SCA—C (Azole Biocide) Greater than 0.14 b) When actual wood preservative retention levels do not exceed the levels in 7.a) above, all wood connectors and fasteners shall, at a minimum, be hot—dipped galvanized by one of the following methods: i) Continuous hot—dipped galvanizing per ASTM A653, type G185. ii) Batch or Post hot—dipped galvanizing per ASTM 123 for individual connectors and as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood screws and lag screws, may be hot—dipped galvanized as per ASTM B 695, C lass 55 minimum. c) Plain carbon steel fasteners in SB X/DOT and zinc borate preservative treated wood in an I interior, dry environment shall be permitted. 8. Do not mix stainless steel and hot—dipped galvanized wood connectors and fasteners. 9. All anchor bolts shall be as specified in the general notes on the shearwall schedule. 10.Where a connector strap connects two wood members, install one half of the total required nails or bolts in each member. 1 1 .All bolts in wood members shall conform to ASTM A307. 12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood. ANC HORAGF 1 . All anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted otherwise. Expansion bolts into concrete not otherwise specified shall be Simpson STRONG—BOLT 2 Wedge Anchor. Install in accordance with ICC ESR-1771 , including minimum embedment depth requirements. NAII S 1 . Nailing of wood framed members to be in accordance with IBC table 2304.10.1 unless otherwise noted. Connection designs are based on nails with the following properties: PENNY WEIGHT DIAMETER (INC HES) I FNGTH (INC HES) 8d sinker 0.113 2-3/8 8d common 0.131 2-1/2 10d box 0.131 3 16d sinker 0.148 3-1/4 1 6d common 0.162 3-1/2 DHFARWAI I S 1 . All shearwall plywood nailing and anchors shall be as detailed on the drawings and noted in the shearwall schedule. All exterior walls shall be sheathed with 7/16" APA rated sheathing (24/16) — blocked — with minimum nailing 0.1 31 " diameter x 2.5" nails © 6" OC edges/1 2" oc field unless noted otherwise. 2. All headers shall have strap connectors to the top plate each end when the header interrupts the continuous (2)2x top plate. Use (1 )Simpson MSTA24 connector each end unless noted otherwise. 3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal. 4. All holdown anchors shall be installed as shown on plans and as per manufacturer's requirements. Holdown anchors may be wet—set or drilled and epoxied (Simpson "SET" epoxy or approved equal) with prior approval from the Engineer of Record. Provide the full embedment into concrete as stated on the plans. FLOOR AND ROOF DIAPHRAGMS 1 . Apply 23/32" APA rated Sturd—I—Floor(24" oc) nailed to floor framing members with 0.1 31 " diameter x 2.5" nails at 6" OC at all supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 2. Apply 7/1 6" APA rated sheathing(24/16) nailed to roof framing members with 0.113" diameter x 2.5" nails at 6" OC at supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 3. Blocking of interior edges is not required unless noted otherwise on the plans. B UII T—UP WOOD COLUMNS 1 . All columns not specified or otherwise noted on the plans shall be (2)2x studs gang fastened per standard detail. 2. All columns not specified or otherwise noted on the plans supporting girder trusses or beams shall be (3)2x studs gang fastened per standard detail. MANUFACTURED WOOD TRUSSES 1 . Trusses shall be designed, fabricated, and installed in accordance with the "Design Specifications for Light Metal Plate C onnected Wood Trusses" by the Truss Plate Institute. 2. All trusses shall be designed and stamped by a professional engineer licensed in the State of Washington. 3. Roof trusses shall be fabricated of Douglas Fir-Larch or Hem-Fir. 4. All mechanical connectors shall be IBC approved. 5. Submit design calculations, shop drawings and installation drawings stamped by a licensed engineer of all trusses to the owner's representative for review and Building Department approval. 6. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written approval of the registered design professional. 7. Where trusses align with shearwalls, a special truss shall be provided that has been designed to transfer the load between the roof sheathing and the shearwall below. This truss shall be designed to transfer a minimum of 100 plf along the full length of the truss. 8. All temporary and permanent bracing required for the stability of the truss under gravity loads and in-plane wind or seismic loads shall be designed by the truss engineer. Any bracing loads transferred to the main building system shall be identified and submitted to the engineer of record for review. PARA' LFL STRAND LUMBER (PSI ) 1 . Parallel strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2900 psi, E=2.2E6 psi for beams and Fb=2400 psi, 6=1 .8E6 psi for columns. LAMINATED VENEER LUMBER (LVL) 1 . Laminated veneer lumber shall be Doug Fir meeting the requirements of ASTM D2559 - Fb=2600 psi, E=2.0E6 psi. 2. For top loaded multiple member beams only, fasten with two rows of 0.148" diameter x 3" nails at 12" OC . Use three rows of 0.148" diameter x 3" nails for beams with depths of 14" or more. 3. Provide full depth blocking for lateral support at bearing points. IAMINATFD STRAND IUMBER (LSL) 1 . Laminated strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2325 psi, 6=1 .5566 psi for beams and Fb=1 700 psi, E= 1 .3E6 psi for beams/columns and FL=1900 psi, 6=1 .3E6 psi for planks. CLUED LAMINATED WOOD MFMB ERS ,CLB 1 . Glued laminated wood beams shall be Douglas Fir, kiln-dried, stress grade combination 24F-V4 (Fb=2400 psi, 6=1 .866 psi) unless otherwise noted on the plans. 2. Fabrication shall be in conformance with ANSI A190.1 -12. 3. AITC stamp and certification required on each and every member. WOOD I-JOISTS 1 . Joists by Truss Joists/MacMillan or approved equal. 2. Joists to be erected in accordance with the plans and any Manufacturers drawings and installation drawings. 3. Construction loads in excess of the design loads are not permitted. 4. Provide erection bracing until sheathing material has been installed. 5. See manufacturer's references for limitations on the cutting of webs and/or flanges. STFFI CONSTRUCTION 1 . Structural steel shall be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other shapes and plate) unless noted otherwise. 2. All fabrication and erection shall comply with AISC specifications and codes. 3. All welding shall be as shown on the drawings and in accordance with AWS and AISC standards. Welding shall be performed by WABO certified welders using E70XX electrodes. Only pre-qualified welds (as defined by AWS) shall be used. MASONRY 1 . Construction shall meet the requirements of IBC Chapter 21 . 2. Special inspection is not required. 3. All concrete block masonry shall be laid up in running bond and shall have a minimum compressive strength of f• in = 1 500 psi, using Type "S" mortar, f• c = 1800 psi. 4. All cells containing reinforcing bars shall be filled with concrete grout with an f• c = 2000 psi in maximum lifts of 4. 0". 5. Bond beams with two #5 horizontally shall be provided at all floor and roof elevations and at the top of the wall. 6. Provide a lintel beam with two #5 horizontally over all openings and extend these two bars 2' -0" past the opening at each side or as far as possible and hook. 7. Provide two #5 vertically for the full story height of the wall at wall ends, intersections, corners and at each side of all openings unless otherwise shown. 8. Dowels to masonry walls shall be embedded a minimum of 1. 6" or hooked into the supporting structure and of the same size and spacing as the vertical wall reinforcing. 9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections. 10. Reinforcing steel shall be specified under "REINFORC ING STEEL". Lap all reinforcing bars 40 bar diameters with a minimum of 1' —6". 1 1 . Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have (1 ) #5 @ 48" OC horizontally and (1 ) #5 © 48" OC vertically. 12. Embed anchor bolts a minimum of 5". OFNERAL CONSTRUCTION 1 . All materials, workmanship, design, and construction shall conform to the project drawings, specifications, and the International Building Code. 2. Structural drawings shall be used in conjunction with architectural drawings for bidding and construction. Contractor shall verify dimensions and conditions for compatibility and shall notify the architect of any discrepancies prior to construction. Discrepancies: The contractor shall inform the engineer in writing, during the bidding period, of any and all discrepancies or omissions noted on the drawings and specifications or of any variations needed in order to conform to codes, rules and regulations. Upon receipt of such information, the engineer will send written instructions to all concerned. Any such discrepancy, omission, or variation not reported shall be the responsibility of the contractor. 3. The contractor shall provide temporary bracing as required until all permanent framing and connections have been completed. 4. The contractor shall coordinate with the building department for all permits and building department required inspections. 5. Do not scale drawings. Use only written dimensions. 6. Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used, subject to review and approval by the architect and the structural engineer. 7. Contractor initiated changes shall be submitted in writing to the architect and structural engineer for approval prior to fabrication or construction. 8. All structural systems which are to be composed of field erected components shall be supervised by the supplier during manufacturing, delivery, handling, storage, and erection in accordance with instructions prepared by the supplier. 9. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences, or procedures required to perform the work. 10. Shop drawing review: Dimensions and quantities are not reviewed by the engineer of record, therefore, must be reviewed by the contractor. Contractor shall review and stamp all shop drawings prior to submitting for review by the engineer of record. Submissions shall include a reproducible and one copy. Reproducible will be marked and returned. Re—submittals of previously submitted shop drawings shall have all changes clouded and dated with a sequential revision number. Contractor shall review and stamp all revised and resubmitted shop drawings prior to submittal and review by the engineer of record. In the event of conflict between the shop drawings and design drawings/specifications, the design drawings/specifications shall control and be followed. CU C C0 1,, 07w 0.1 Li co Li Nw OOw 1Mfw nN. G� 0 a �V Na N a Ma �a ;a a N O 01 d N 3 DI .r-) • co + '4 .-1 E v La 0 to (Ni .•. On, C • ry V U 0 =.Ln O o1 p•yN NY. Mw (NI la Mw i0w Hw M.1w la.. S 1•1 E Ny E ci !3 • .... N d .1,1 O• N O. M O. I' a ul M O. 0f a ra d LLN N @ = 0 a) w ,Ca Q`1 vLO�M CL L.111 fr °°)=E aL >ON rn EU ,aE a++ O 011N ` C o y non a. 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C CO CO CO CO CO CO CO CO a Cl/0 m.c m a C N C.. 0,0 a�o m ,Ca m y as t '.0 L0 '0 L0 L0 l0 L0 In N N • C ,La 3 E ,� C ti C C1 a3 3 ,� m N ,a . p � p � p �p � Q �p � p \o_ _ VI o 3N xca caw._ a) aoa,,'- u .2 `m `mv `� 0u o o J n J n J n J n >- . >- r... n J J 7:1 n ° L:-..1,i L w ,n0) n U d R L L fa- N cam N L a a a o a a a a ' 3 a a U ..37a o=¢InHLnLn�>t> ni 1n ., C f MCP 3 3 3 3 3 N N N vrV)NCO 0'—"— .—C ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Vertical Calculations MEMBER REPORT ROOF,1 PASSED 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam Overall Length:8'6" 0 0 i /, / e NI locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual ( .,,,.,,., 1.., , ��;'' 00. )' System:Wall Member Reaction(lbs) 3608 @ 1 1/2" \6825(3.00") Passed(53%) -- X1.0 D+1.0 S(NI Spans) Member Type:Header Shear(lbs) 2653 @ 1'1 1/2" 7466 Passed(36%) 1.15 1.0 D+1.0 S(NI Spans) Building Use:Residential Pos Moment(Ft-lbs) 7223 @ 4'3" 14792 Passed(49%) 1.15 1.0 D+1.0 S(NI Spans) Building Code:IBC 2015 Live Load Defl. (in) 0.090 @ 4'3" 0.275 Passed(L/999+) -- 1.0 D+1.0 S(NI Spans) Design Methodology:ASD Total Load Defl.(in) 0.146 @ 4'3" 0.412 Passed(L/680) -- 1.0 D+1.0 S(NI Spans) • Deflection criteria:LL(L/360)and IL(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 8'6"o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. e q • ffit }/ 1-Trimmer-HF 3.00" 3.00" 1.59" 1377 2231 3608 None 2-Trimmer-HF 3.00" 3.00" 1.59" 1377 2231 3608 None L asr ./ri ,r 0-Self Weight(PLF) 0 to 8'6" N/A 8.9 1-Uniform(PSF) 0 to 8'6" 21' 15.0 25.0 Snow , .. e , es°� ;',0117,4, ''_ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims 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 reportsESR-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 RI-ID Forte Software Operator Job Notes 714/2018 11:03:59 AM Erc ice aiex AB elevation& Forte v5.3,Design Engine: V7.0.0.5 ELR Engineering East Park trep_4-p/ox,4te (2061 200-87!1 'TTi2EP eireng33tugrnaii corn Page 2 of 11 /1 Z MEMBER REPORT FLOOR-2,2 PASSED V 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length:6'3" 0 0 6' 0 I] All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual )49411tLoark Ek(Pd i% ` System:Wall Member Reaction(lbs) 1501 @ 0 3281(1.50") Passed(46%) -- 1.0 D+1.0 L(All Spans) Member Type:Header Shear(lbs) 1151 @ 8 3/4" 3045 Passed(38%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2346 @ 3'1 1/2" 2989 Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.054 @ 3'1 1/2" 0.208 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl. (in) 0.093 @ 3'1 1/2" 0.313 Passed(L/809) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(5/16"). • Top Edge Bracing(Lu):Top compression edge must be braced at 6'3"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'3"o/c unless detailed otherwise. • Applicable calculations are based on NDS. 11 'rga ft ,%: dg i T 1-Trimmer-HF 1.50" 1.50" 1.50" 626 875 156 1657 None 2-Trimmer-HF 1.50" 1.50" 1.50" 626 875 156 1657 None Dead -razor Live S1nevr M14.1©0�,7 0-Self Weight(PLF) 0 to 6'3" N/A 6.4 1-Uniform(PSF) 0 to 6'3" 2' 15.0 - 25.0 2-Uniform(PSF) 0to6'3" 8' 10.0 - - 3-Uniform(PSF) 0 to 6'3" 7' 12.0 40.0 Residential-Living Areas NOteS y - _ � � �•�"'" ' ;" '. 1 �,,.,�,„,;, ,�1 �,•�•i/!„��_,.. ;� .. - � .= - = ,y,�', SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims 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 RHD Forte Software Operator Job Notes 7/4/2018 11:03:59 AM Er c Rice ex w8 e e,.-aticns Forte v5,3, Design Engine: V7.0.0.5 ELR Engineerieg East Park trop 4-plex4te (206)20( e764 TREP nlreng33@gm i;corn Page 3 of 11 FORTE ' MEMBER REPORT REV-091718,FLOOR-2-3-REV-091718 PASSED V 11 1 11.. 1 piece(s) 3 1/2" x10 1/2" 24F-V4 DF Glulam Overall Length: 10'8" + + 10 2 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. system:Floor Member Reaction(lbs) 2460 @ 10'6 1/2" 4253(3.00") Passed(58%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 2052 @ 1'1 1/2" 6493 Passed(32%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 7639 @ 4'7" 12863 Passed(59%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.183 @ 5'3 1/2" 0.347 Passed(L/682) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.229 @ 5'3 5/8" 0.521 Passed(L/545) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and IL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 10'8"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 10'8"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=10'5". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. / 1-Stud wall-HF 3.00" 3.00" 1.67" 493 1869 2362 Blocking 2-Stud wall-HF 3.00" 3.00" 1.74" 538 1922 2460 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 0-Self Weight(PLF) 0to10'8" N/A 8.9 1-Uniform(PSF) 0 to 10'8"(Back) 5'1 1/2" 12.0 40.0 Residential-Livng Areas 2-Uniform(PSF) 4'7"to 10'8" 2' 12.0 40.0 Residential-Living (Front) Areas 3-Point(lb) 4'7"(Front) N/A 134 1117 ¢ a. ...o. `.. _.,, . _ •SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims 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 RHD Forte Software Operator Job Notes 9/19/2018 6:11:16 AM iti,B Forte v5.4.Design Engine: V7.1.1.3 Eric Rice 4 p 2x elevations ELR Engi reeving East Park trap 4-p/ax.4te (206)200-8764 TREP olreng33@wrali.corn Page 1 of 1 0 R T E " MEMBER REPORT REV-091 71 8,FLOOR-2-1-091 818 PASSED V R 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length:8'6" o 8' � 1 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. f D '; " AeUit*+Lo an MowedRt t Load' tlan($ t7} %yc, •.i System:Wall Member Reaction(lbs) 5102 @ 8'41/2" 6563(3.00") Passed(78%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(lbs) 2393 @ 7'7 3/4" 3045 Passed(79%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2216 @ 7'3 7/16" 2989 Passed(74%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.071 @ 4'9 7/8" 0.275 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.140 @ 4'7 1/2" 0.313 Passed(L/707) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(5/16"). •Top Edge Bracing(Lu):Top compression edge must be braced at 8'6"o/c unless detailed otherwise. •Bottom Edge Bradng(Lu):Bottom compression edge must be braced at 8'6"o/c unless detailed otherwise. •Applicable calculations are based on NDS. 1,4- ) tiosd Sk 1-Trimmer-HF 3.00" 3.00" 1.84" 1799 208 2231 4238 None 2-Trimmer-HF 3.00" 3.00" 2.33" 2183 1661 2231 6075 None toatiS • 0-Self Weight(PLF) 0 to 8'6" N/A 6.4 1 -Uniform(PSF) 0 to 8'6" 8' 10.0 - - 2-Point(Ib) 0 N/A 1377 - 2231 Linked from:1, Support 3-Point(Ib) 8'6" N/A 1377 - 2231 Linked from:1, Support 2 Linked from:FLOOR- 4-Point(lb) 7'51/2" N/A 493 1869 - 2-3-REV-091718, Support 1 '' �y i.... o /,. .,gy !' SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims 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 RHD Forte Software Operator Job Notes 9/19/2018 6:13:02 AM Eric Rice 4-sex Ara eicvatons Forte v5.4,Design Engine: V7.1.1.3 ELR Engineering East Park trep_4-plex.4te (206)200-8764 TREP elrenc33@grnai.corn Page 1 of 1 PA MEMBER REPORT CS-120418,FLOOR-1-1-REV-082918 SED V I1 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam Overall Length:9'9" 1 6di/G Y 93• 'r 0 0 Al locations are measured from the outside face of left support(or left cantilever end).Al dimensions are horizontal. y G�,.,.. �. . _ 5.. ...,.r System Floor Member Reaction(lbs) 5255 @ 1 1/2" 10725(3.00") Passed(49%) 1.0 D+1.0 S(Al Spans) Member Type:Drop Beam Shear(lbs) 3773 @ 1'41/2" 15085 Passed(25%) 1.15 1.0 D+1.0 S(Al Spans) Building Use:Residential Pos Moment(Ft-lbs) 12162 @ 4'10 1/2" 38424 Passed(32%) 1.15 1.0 D+1.0 S(Al Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.047 @ 4'10 1/2" 0.317 Passed(L/999+) -- 1.0 D+1.0 S(Al Spans) Design methodology:ASD Total Load Defl.(in) 0.097 @ 4'10 1/2" 0.475 Passed(L/999+) -- 1.0 D+1.0 5(Al Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'9"o/c unless detailed otherwise. Bottom Edge Bracing(Lu):Bottom compress on edge must be braced at 9'9"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=9'6". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. 1-Column-HF 3.00 3.00" 1.50" 2696 2559 1138/-1138 6393/-1138 Blocking 2-Column-HF 3.00" 3.00" 1.50" 2696 2559 1138/-1138 6393/-1138 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 0-Self Weight(PLF) 0 to 9'9" N/A 18.0 1-Uniform(PSF) 0 to 9'9"(Top) 22' 10.0 - - 2-Uniform(PSF) 0 to 9'9"(Top) 21' 15.0 25.0 - 3-Point(lb) 1'9"(Top) N/A - - 1729 4-Point(lb) 8'(Top) N/A - - -1729 .�G ; p ri „j �a �4 ',. r, ..,, :? SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuserpublished design values. product design criteria and Weyerhaeuser expressly disdaims 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.con/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by RHD Forte Software Operator Job Notes 1/13/2019 5:31:52 AM Eric Rice 4-plea AB elevations Forte v5.4.Design Engine: V7.1.1.3 ELR Engineerinc East Parc ft`2?_4-)312X.412 (206)200-8764 TREP el reng33©grraii.rgrn Pa9 e 1 of 1 F 0 R T E . MEMBER REPORT FLOOR-1,2 PASSED 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length:5'3" • + + o ., 0 Axa ? 5' 0 t] All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual / System:Wall Member Reaction(lbs) 2536 @ 0 3281 (1.50") Passed(77%) -- 1.0 D+1.0 L(All Spans) Member Type:Header Shear(lbs) 1671 @ 10 3/4" 3885 Passed(43%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3329 @ 2'7 1/2" 4492 Passed(745/o) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.026 @ 2'7 1/2" 0.175 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.045 @ 2'7 1/2" 0.262 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and IL(L/240). • Top Edge Bracing(Lu):Top compression edge must be braced at 5'3"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 5'3"o/c unless detailed otherwise. • Applicable calculations are based on NDS. 1-Trimmer-HF 1.50" 1.50" 1.50" 1066 1470 131 2667 None 2-Trimmer-HF 1.50" 1.50" 1.50" 1066 1470 131 2667 None fu 0-Self Weight(PLF) 0 to 5'3" N/A 8.2 1-Uniform(PSF) 0 to 5'3" 2' 15.0 - 25.0 2-Uniform(PSF) 0 to 5'3" 20' 10.0 - - 3-Uniform(PSF) 0 to 5'3" 7' 12.0 40.0 Residential-Living Areas 4-Uniform(PSF) 0to5'3" 7' 12.0 40.0 Residential-Livng Areas ..., i ., ..,...��///,! �Ffirti/ f.. I .r✓�'// .i.,. SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the song 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 RHD Forte Software Operator Job Notes 7/4/201 8 11:03:59 AM Eric Rice -oex.A1D eleva€ions Forte v5.3, Design Engine: V7.0.0.5 ELR Engineering East Park tre p_4-ple X.4te (20(i)200-0764 TREP elreng3303%gmai i.cam Page 7 of 11 0 R T E'] ' MEMBER REPORT FLOOR-1,3 PASSED 1 V ,` 1 11.. 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 Overall Length:9'6 1/2" + 4 + O .+ 0 %/� / %/% / � / is 8 10" )( 4' III 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual 5 ,r? ° x;. '<P )' System:Floor Member Reaction(lbs) 3552 @ 9'5" 4253(3.00") Passed(84%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 1324 @ 1'4 3/4" 4725 Passed(280/o) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3924 @ 4 10 1/2" 6091 Passed(64%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Deft(in) 0.066 @ 4'10 1/2" 0.303 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.088 @ 4'10 1/2" 0.454 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Top Edge Bracing(Lu):Top compression edge must be braced at 9'5"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'5"o/c unless detailed otherwise. • Applicable calculations are based 14 6f on NDS. - ":,,,!**;::::,',,,--':4 i L / ,.;�, ..�,. : amu: .._...,., ... ..',:.:.J,...,..,..,: ,-2nave• t..y ,:�,.. ..,.,r \ ,, 1-Stud wall-HF 5.50" 4.00" 1.50" 464 1389 1853 1 1/2"Rim Board 2-Stud wall-HF 3.00" 3.00" 2.51" 892 2660 3552 Blocking • Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 0 Self Weight(PLF) 1 1/2"to 9'6 1/2" N/A 10.0 1-Uniform(PSF) 0 to 9'6 1/2" 5'1 1/2" 12.0 40,0 Residential-Livng (Back) Areas 2-Uniform(PSF) 0 to 9'6 1/2" 2' 12.0 40.0 Residential-Living (Front) Areas 3-Point(Ib) 9'5"(Top) N/A 446 1330 Linked from:3, Support 2 r ,.` � '• 4;g=sem ,. ''.?•-.61'.',1,•,;,44:.', / •...:..< m. •....:' 0SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser espressly disdaims 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 RHD Forte Software Operator Job Notes 7/4/2018 11:03:59,AM r Eric Rice •^-vle;c A,'[3 eevatiana Forte v5.3, Design Engine: V7.0.0.5 ELR Engineenng East Park frep_4-plex.4to (206)200-8764 TREP elreng38(tilgmsilcorn Page 8 of 11 • I-FORTE ' MEMBER REPORT REV-091 71 8,FLOOR-I-4-REV-091718 PASSED 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam Overall Length: 11'11 1/4" 4 11'1 1/4" I 0 �L All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. p ., ...t m ' 'io y 0010,,, (P ft System:Floor Member Reaction(lbs) 2595 @ 11'5 3/4" 3413(1.50") Passed(76%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 2263 @ 10'7 1/4" 6493 Passed(35%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 8692 @ 5'7 1/2" 12863 Passed(68%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.239 @ 5'10 5/8" 0.374 Passed(L/563) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.299 @ 5'10 11/16" 0.561 Passed(L/450) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 11'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 11'6"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=11'2 3/4". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. %6,�. .�� � ' ..,. ... Aad 1-Stud wall-HF 4.50" 4.50" 3.38" 1013 3776 4789 Blocking 2-Hanger on 10 1/2"GLB beam 5.50" Hanger, 1.50" 603 2163 2766 See note 1 •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. 2-Face Mount Hanger Connector not found N/A N/A N/A N/A 0-Self Weight(PLF) 0 to 11'5 3/4" N/A 8.9 1-Uniform(PSF) 0 to 11'11 1/4" 5'1 1/2" 12.0 40.0 Residential-Living (Back) Areas 2-Uniform(PSF) 571/2"to 11'11 2' 12.0 40,0 Residential-Living 1/4"(Front) Areas 3-Point(Ib) 5'7 1/2"(Front) N/A 134 1117 Linked from:FLOOR- 4-Point(lb) 1 3/4"(Top) N/A 493 1869 2-3-REV-091718, Support 1 .._a r ,,.' ° 5 ! ... i :.;;; ! . . ." /;. SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. `YYYI Weyerhaeuser expressly disdaims 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 RHD Forte Software Operator Job Notes 9/19/201 8 6:11:42 AM Enc Rice 4.r.)ex AB k:>eva6ons Forte v5.4, Design Engine: V7.1.1.3 ELR Encrneering East Pars trep_4-p/ex.4te (206)200-3764 TREP eireng334;gr*rai.corn Page 1 of 1 aFORTET EMEMBER REPORT REV-091 71 8,FLOOR-1-5-REV-091718 PASSED 1 piece(s) 5 1/2" x10 1/2" 24F-V4 DF Glulam Overall Length: 13'11" o 0 7' j f X 13'11" 0 All locations are measured from the outside face of left support(or left cantilever end).Al1 dimensions are horizontal. System.Floor Member Reaction(lbs) 4425 @ 13'9" 4455(2.00") Passed(99%) -- 1.0 D+1.0 L(Al Spans) Member Type:Flush Beam Shear(lbs) 4339 @ 12'9" 10203 Passed(43%) 1.00 1.0 D+1.0 L(Al Spans) Building Use:Residential Pos Moment(Ft-lbs) 14966 @ 10'1 1/2" 20213 Passed(740/o) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.309 @ 7'8 1/16" 0.447 Passed(L/521) -- 1.0 D+1.0 L(Al Spans) Design Methodology:ASD Total Load Defl. (in) 0.407 @ 7'7 7/8" 0.671 Passed(L/396) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 13'8"o/c unless detailed otherwise. •Bottom Edge Bradng(Lu):Bottom compression edge must be braced at 13'8"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=13'5". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The spedfied glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. I 1-Stud wall-HF 5.50" 4.00" 1.50" 507 1441 1948 1 1/2"Rim Board 2-Stud wall-HF 3.50" 2.00" 1.99" 1048 3386 4434 1 1/2"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. :A1-?;;;. ' �r 0-Self Weight(PLF) 1 1/2"to 13'9 1/2" N/A 14.0 1-Uniform(PSF) 0 to 13'11"(Top) 1'4" 12.0 40.0 Linked from:FLOOR- 2-Point(Ib) 10'3"(Top) N/A 538 1922 2-3-REV-091718, ,Support2 Linked from:FLOOR- 3-Point(Ib) 10'3"(Front) N/A 603 2163 1-4-REV-091718, Support 2 ._> SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims 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 fadlities 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 RHD Forte Software Operator Job Notes 9/19/2018 6:1 2:06 AM Forte v5.4, Design Engine: V7.1.1.3 Eric Rice 4.oiex AB elevations ELR Engineering East Park trep_4-p/ox.4te (206)200-8764 TREP olreng33@gmaii_corn Page 1 of 1 • MEMBER REPORT REV-082918,FLOOR-I-6-REV-082918 PASSED 4101 F E 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length:4'6" a 0 4' X ' 1 2 0 0 Al locations are measured from the outside face of left support(or left cantilever end).Al dimensions are horizontal. R.• .,.,,. ....: t haUun(P"atten) System:Wall Member Reaction(lbs) 3864 @ 1 1/2" 6563(3.00") Passed(59%) 1.0 •D+0.75 L+0.75 S(Al Spans) Member Type:Header Shear(lbs) 3648 @ 1'1/4" 4468 Passed(82%) 1.15 1.0 D+0.75 L+0.75 S(Al Spans) Building use:Residential Moment(Ft-lbs) 4482 @ 1'4" 5166 Passed(87%) 1.15 1.0 D+0.75 L+0.75 S(Al Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.015 @ 2'13/16" 0.142 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(Al Spans) Design Methodology:ASD Total Load Defl.(in) 0.031 @ 2'1 1/16" 0.213 Passed(L/999+) -- 1.0 D+0.75 L+0.75 5(Al Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Top Edge Bracing(Lu):Top compression edge must be braced at 4'6"o/c unless detailed otherwise. ▪ Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'6"o/c unless detailed otherwise. • Applicable calculations are based on NDS. • � y • %%f 4 t -snow 1-Trimmer-HF 3.00" 3.00" 1.77" 2015 869 1597 4481 None 2-Trimmer-HF 3.00" 3.00" 1.50" 1087 345 634 2066 None r `/i 0-Self Weight(PLF) 0 to 4'6" N/A 8.2 1 -Uniform(PSF) 0 to 4'6" 20'4" 10.0 - - 2-Point(Ib) 1'4" N/A 2150 1214 2231 Linked from:1, Support 2 3�. otes' o�4Y ,,:., , .. SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products w 11 be in accordance with Weyerhaeuser product design criteria and published design values. 111 Weyerhaeuser expressly disdaims 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 faalities 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 RHD Forte Software Operator Job Notes 8/29/2018 11:46:41 PM Eric.Rice 4.r.,ex AB k:ievations Forte v5.4. Design Engine: V7:1,1.3 ELR Er•:g(neering East Park tt"ef.7_4-plex.4te i206)200-8764 TREP Page 1 of 1 eireng33@ grnaii.corn ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Renton,WA 98056 Project ID: phone:206.200.8764 Project Descr: email:elreng33@gmail.com Printed: 4 JUL 2018, 9:1 7AM --- - m.- ax G esig4 l,RyR-11201 flff -i WIT I REPOS-11EASTPAA , °LE3t t nemalot4 Wood Column ac6 ``�b, Lic. #: KW06010691 Licensee: ELR Engineering Description: ))>Lowest story exterior wall stud Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top &Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.330 ft Wood Member Type Sawn Used for non-slender c ttculerrans) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade N o.2Cf or Cv for Compression 1.10 Fb+ 850.0 psi Fv 150.0 psi Area 8.250 inA2 lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 850.0 psi Ft 525.0 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,300.0 psi Density 26.830 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15 3 2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? Yes Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=1 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=11.330 ft K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 17.416 lbs*Dead Load Factor AXIAL LOADS. . . Roof Axial Load at 11.330 ft, D=0.420, S=0.70 k Floor-2: Axial Load at 11.330 ft, D=0.1120, L=0.3730 k Floor-1: Axial Load at 11.330 ft, D=0.1120, L=0.3730 k pS1GN SUMMARY Bending&Shear Check Results PASS Max Axial+Bending Stress Ratio = 0.3704:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.750S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of maxabove base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.746 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 571.38 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0: 1 Bending Compression Tension Load Combination +0.60D Location of maxabove base 11.330 ft Applied Design Shear 0.0 psi Allowable Shear 240.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.427 0.1457 PASS 0.0 ft 0.0 PASS 11.330 ft +D+L 1.000 0.392 0.3046 PASS 0.0 ft 0.0 PASS 11.330 ft +D+S 1.150 0.347 0.2888 PASS 0.0 ft 0.0 PASS 11.330 ft +D+0.750L 1.250 0.323 0.2564 PASS 0.0 ft 0.0 PASS 11.330 ft +D+0.750L+0.750S 1.150 0.347 0.3704 PASS 0.0ft 0.0 PASS 11.330 ft +0.60D 1.600 0.258 0.08139 PASS 0.0 ft 0.0 PASS 11.330 ft ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR ' Renton,WA 98056 Project ID: phone:206.200.8764 Project Descr: email:elreng33@gmail.com Printed: 4 JUL 2018, 9:1 7AM Wood r v)rop Ll r , .. :,,112 t �,RuEP-a1trri a 1"EAs A-1 t,.t k-I e e,e Lic. #: KW-06010691 Licensee: ELR Engineering Description: ))>Lowest story exterior wall stud Sketches meat* nam '3 Iai � . 1 �i , 2 6 fl i - 1.50 inn hi ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Renton,WA 98056 Project ID: phone:206.200.8764 Project Descr: email:elreng33@gmail.com Printed: 4 JUL 2018, 9:1 7AM WC nd &atom T. AtxiritE0ENG=friaRm -41,ffltt,.RuEpt rti -ISEASTPA7; LEx-VEnercid4ptexec6 Lica#: KW-06010691 Licensee: ELR Engineering Description: ))>Lowest story interior common wall stud Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method Allowable Stress Design Wood Section Name 2x4 End Fixities Top &Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.330 ft Wood Member Type Sawn (Used for non-slender caicuiation.s) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2Cf or Cv for Compression 1.150 Fb+ 850.0 psi Fv 150.0 psi Area 5.250 inA2 p lx 5.359 inA4 Cf or Cv for Tension 1.50 Fb- 850.0 psi Ft 525.0 psi ly 0.9844 in^4 Cm:Wet Use Factor 1.0 Fc-Pdl 1,300.0 psi Density 26.830 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Ncs 15.3.2 Basic 1,300.0 1,300.0 1,300.Oksi Use Cr:Repetitive? Yes Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=1 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=11.330 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 11.083 lbs*Dead Load Factor AXIAL LOADS. . . Floor-2: Axial Load at 11.330 ft, D=0.1120, L=0.3730 k Floor-1: Axial Load at 11.330 ft, D=0.1120, L=0.3730 k Roof. Axial Load at 11.330 ft, D=0.080, L=0.1330 k DESIGN SUMMARY _ Bending&Shear Check Results PASS Max Axial+Bending Stress Ratio = 0.9234: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.194 k for load combination: n!a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 246.309 psi for load combination: nip Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 11.330 ft Applied Design Shear 0.0 psi Allowable Shear 240.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.182 0.2449 PASS 0.0 ft 0.0 PASS 11.330 ft +D+L 1.000 0.165 0.9234 PASS 0.0 ft 0.0 PASS 11.330 ft +D+0.750L 1.250 0.133 0.7471 PASS 0.0 ft 0.0 PASS 11.330 ft +0.60D 1.600 0.105 0.1439 PASS 0.0 ft 0.0 PASS 11.330 ft ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Renton,WA 98056 Project ID: phone:206.200.8764 Project Descr: email:elreng33@gmail.com Printed: 4 JUL 2018, 9:17AM o d Cal mn :ubraptx tREr c-;ELR_PR-T12©,8kt R ,Vi IREPaS-1TPA 1 t L X•l alG441te. s . Lic. #: KW-06010691 Licensee: ELR Engineering Description: ))>Lowest story interior common wall stud Sketches i v 0.31901, 0Aa99k 1 . X iv 1 6 i 1 1 1 i 1.50 in —° `'...._F 0 R T E • MEMBER REPORT ADD'L DECKS,9 1 piece(s) 2 x 10 Hem-Fir No. 2 @ 16" OC Overall Length:5' + FI 3' 2' 0 AI locations are measured from the outside face of left support(or left cantilever end).AI dimensions are horizontal. s System:Floor Member Reaction(lbs) 503 @ 2'9 1/4" 3341 (5.5(") Passed(15%) -- 1.0 D+0.75 L+0.75 S(AI Spans) Member Type:Joist Shear(lbs) 151 @ 3'9 1/4" 1388 Passed(11%) 1.00 1.0 D+1.0 L(AI Spans) Building Use:Residential Moment(Ft-lbs) -314 @ 2'9 1/4" 1917 Passed(16%) 1.00 1.0 D+1.0 L(AI Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.009 @ 5' 0.200 Passed -- 1.0 D+0.75 L+0.75 S(At Spans) Design Methodology:ASD (2L/999+) _ Total Load Deft(in) 0.014 @ 5' 0.223 Passed -- 1.0 D+0.75 L+0.75 S(At Spans) (2L/999+) TJ-ProT'Rating N/A N/A -- -- -- •Deflection criteria:LL(L/360)and TL(L/240). • Overhang deflection criteria:LL(0.2")and Ti..(2L/240). • Top Edge Bracing(Lu):Top compression edge must be braced at 4'11"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'11"o/c unless detailed otherwise. • A 15%increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between dedc and joist was considered in analysis. • r 1-Hanger on 9 1/4"HF beam 1.50" Hanger. 1.50" -28 116/-65 s 33/-5 149/-98 See note 1 2-Beam-DF 5.50" 5.50" 1.50" 122 359 150 631 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. ,y , 1-Face Mount Hanger ` U210 / 2.00" AA N/A 10-10d x1-1/2 y x 1-1/2 I 6-lOd 1-Uniform(PSF) 0 to 5' 16" 8.0 60.0 25.0 Exterior deck 2-Point(PLF) 5' 16" 30.0 - - '' ,^ ;,?;,,; iqSUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1 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 RHD Forte Software Operator Job Notes 7/8/2018 8:47:36 AM Eric i,e 4 p ex A,B c;ievatic:ns Forte v5.3, Design Engine: V7.0.0,5 ELR Engineering East Park ftep_4-plex.4te (206)200-8764 TREP elreng33@gmaiLcorn Page 1 of 1 MEMBER REPORT ADD'L DECKS,10 olFORTE P 1 piece(s) 6 x 12 Hem-Fir No. 2 Overall Length: 12' • I, t .., .121 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. ��. t (�) System••Floor Member Reaction(lbs) 2363 @ 4" 12251 (5.50") Passed(19%) -- 1.0 D+0.75 L+0.75 S(All Spans) ypDropBeam o Member T e: B Shear(lbs) 1727©1'5" 5903 Passed(29%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 6049 @ 6' 6819 Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.139 @ 6' 0.378 Passed(L/981) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.191 @ 6' 0.567 Passed(L/713) -- 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bradng(Lu):Top compression edge must be braced at 12'o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 12 o/c unless detailed otherwise. • Applicable calculations are based on NDS. �o ',�, a1-Column-HF 5.50" 5.50" 1.50" 645 1616 675 2936 Blocking 2-Column-HF 5.50" 5.50" 1.50" 645 1616 675 2936 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. y 0-Self Weight(PLF) 0 to 12' N/A 16.0 1 -Uniform(PLF) 0 to 12'(Top) N/A 91.5 269.3 112.5 Linked from:9, Support 2 .,_,- ,.-,o'ii ._. .�„ a-.• ....,, - ._.._, -,... .s.... ....... �, �- . �'_^�,..',' �I {Z� FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. @SUSTAINABLE t Weyerhaeuser expressly disdaims 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/wcoodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by RHD Forte Software Operator Job Notes 7/8/2018 8:47:52 AM Eric 12i;e 4-pies AB elevations Forte v5.3, Design Engine: V7,0,0.5 ELR Engineering East Park frep_4-plex.4te (206)200-8754 TREP e l r en g 3 3@ g rr.a i L corn Page 1 of 1 aFORT E .. MEMBER REPORT REV-091 71 8,FLOOR-1-11-091 81 8 PASSED 1 piece(s) 8 3/4" x10 1/2" 24F-V4 DF Glulam Overall Length: 13' 10" 0 7 .� 4 0 13'10" I. 0 0 Al locations are measured from the outside face of left support(or left cantilever end).AI dimensions are horizontal. 9d�an., 1IY system:Floor Member Reaction(lbs) 13929 @ 13'3" 39813(7.00") Passed(35%) -- 1.0 D+1.0 S(Al Spans) Member Type:Flush Beam Shear(lbs) 6876 @ 12'3" 18666 Passed(37%) 1.15 1.0 D+0.75 L+0.75 S(Al Spans) Building Use:Residential Pos Moment(Ft-lbs) 16340 @ 8'41/8" 36980 Passed(44%) 1.15 1.0 D+0.75 L+0.75 S(Al Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.144 @ 6'11 3/8" 0.422 Passed(L/999+) -- 1.0 D+1.0 S(Al Spans) Design Methodology:ASD Total Load Defl. (in) 0.340 @ 6'11 9/16" 0.633 Passed(L/447) -- 1.0 D+1.0 S(Al Spans) •Deflection criteria:LL(L/360)and IL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 13'7"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 13'7"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=12'8". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. s � 1-Column Cap-steel 8.50" 7.00" 2.41" 6396 478 7437 14311 1 1/2"Rim Board 2-Column Cap-steel 8.50" 7.00" 2.45" 6565 1391 7336 15292 1 1/2"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. ✓ e iii 0-Self Weight(PLF) 1 1/2"to 13'8 1/2" N/A 22.3 1 -Uniform(PSF) 0 to 13'10"(Top) 18' 10.0 - - 2-Uniform(PSF) 0 to 2'9"(Top) 21' 15.0 - 25.0 3-Uniform(PSF) 10'11"to 13'10" 21' 15.0 - 25.0 (Top) 4-Uniform(PSF) 0 to 13'10"(Top) 6" 15.0 - 25.0 5-Point(lb) 1 3/4"(Top) N/A 2178 - 3631 6-Point(lb) 13'81/4"(Top) N/A 2178 - 3631 Linked from:FLOOR- 7-Point(Ib) 2'9"(Top) N/A 1799 208 2231 2-1-091818,Support 1 Linked from:FLOOR- 8-Point(Ib) 10'11"(Front) N/A 2183 1661 2231 2-1-091818,Support 2 ` ��.'• ' .r5, .,;;���.e... � .. tZ�j SUSTAINABLE EORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. ll Weyerhaeuser expressly disdaims 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 RHD Forte Software Operator Job Notes 9/19/2018 6:12:39 AM Eric Rice 4pIexA.B elevations Forte v5.4, Design Engine: V7.1.1.3 ELR Engineering East Park trep_4-plex.4te (206)200-1764 TREP elreng33/i(gmai.corn Page 1 of 1 ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR ' Renton,WA 98056 Project ID: phone:206.200.8764 Project Descr: email:elreng33@gmail.com Printed:18 SEP 2018, 9:18PM Wood column RENG-1 Lt.t --1 811,,,Rt1 Num EPOS.f As1PA-tww� 2�-ir % X-11Ener . "Software copyr ghtENERCA.C,INC.1 83.2018,8u94tttt&125. Lic.#: KW-06010691 Licensee: ELR Engineering Description: )))>Post for member 11 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn User/for non-sle;;c;er caicu?ar;or s) Exact Widthin Allow Stress Modification Factors Wood Spedes Douglas Fir-Larch . 50 Wood Grade N o.2 Exact Depth 7.250 in Cf or Cv for Bending 1.30 Area 25.375 inA2 Cf or Cv for Compression 1.050 Fb+ 900 psi Fv 180 psi lx 111.148 in^4 Cf or Cv for Tension 1.20 Fb- 900 psi Ft 575 psi Fcly 25.904 inA4 Cm:Wet Use Factor 1.0 -PrIl 1350 psi Density 31.2 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 '',0815,3.2 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=8 ft K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 43.983 lbs*Dead Load Factor AXIAL LOADS. . . 11: Axial Load at 8.0 ft, D=6.509, L=1.391, S=7.336k DESIGN SUMMARY Bending&Shear Check Results PASS Max Axial+Bending Stress Ratio = 0.9571 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 13.889k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 571.90 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.431 0.4693 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L 1.000 0.395 0.5586 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S 1.150 0.351 0.9571 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L 1.250 0.326 0.5181 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.7505 1.150 0.351 0.9026 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D 1.600 0.261 0.2618 PASS 0.0 ft 0.0 PASS 8.0 ft ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Renton,WA 98056 Project ID: • phone:206.200.8764 Project Descr: email:elreng33@gmail.com Printed.18 SEP 2018, 9:181W REND--ELR PR 1i20to11 RUEi?t TTt'rf xE*;1st ASTI2Pr) iASE2-1[4-FLEX-1Enercalce ld txec8 WOU e c prl tENERCALC2 INC,INc 1 3 2018,stt�tC l t}.1$ 25. Lic.#: KW-06010691 Licensee: ELR Engineering Description: )))>Post for member 11 Sketches I I ai LA— I 15 238k 15 236* tilt 1 N Nc € .„ S m 4x8 I 3.50 in tk 11 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Lateral Calculations ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Renton,WA 98056 Project ID: phone:206.200.8764 Project Descr: email:elreng33@gmail.com Printed: 4 JUL 2018,11:04AM '' w:1DropbcxiEt,f3ENG ELR '-1120184 RUED-1V�f'f'PIREIVE ASWA 114-FLEX-�1 nercalriW xec6 ASCE Seismic Base Shear Lic.#: KW-06010691 Licensee: ELR Engineering >Seismic load design values Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,III,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE7-10.Page 5, Table 1.5-2 Gridded Ss-&Sivtdues ASCE-74O Standard ASCE 7-10 11.4.1 Max Ground Motions,5%Damping: Latitude = 47.582 deg North SS = 1.523 g,0.2 sec response Longitude = 122.620 deg West S1 = 0.6028 g,1.0 sec response Site Classy Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.00 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.50 Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1.523 ASCE 7-10 Eq.11.4-1 S M1 =Fv*51 = 0.904 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration SDS 5 MS = 1.015 ASCE 7-10 Eq.11.4-3 S Dt S Mi 2/3 = 0.603 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems 13.Light-frame(wood)walls sheathed w/wood structural panels rated for shear resistance. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit No Limit N Limit Deflection Amplification Factor "Cd" = 4.00 Category"C"Limit o or Cate "0'Limit Limit=65 Category NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit Limit=65 Category"F"Limit Limit=65 9 Y Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building i e'Bu'I in Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: NI Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 31.080 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn A x) = 0.263 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 6.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.263 sec "CS"Response Coefficient ASCE 7-10 Section 12.8.1.1 SDS Short Period Design Spectral Response = 1.015 From Eq.12.8-2, Preliminary Cs = 0.156 "R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.352 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.046 Cs: Seismic Response Coefficient = = 0.1562 Seismic Base Shear ASCE7-10 Section 12.8.1 Cs = 0.1562 from 12.8.1.1 W(see Sum Wi below) = 169.49 k Seismic Base Shear V= Cs*W = 26.48 k ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR ' Renton,WA 98056 Project ID: phone:206.200.8764 Project Descr: email:elreng33@gmail.com Printed: 4 JUL 2018,11:04AM ,iDrepbOx1ELRE{ �tlt„I Pftw112©1€101 RU 1wtrnr EPOE•iEAsTPA=; i.Ez t, alotex ASCE Seismic Bate,Shear Lic. #: KW-06010691 Licensee: ELR Engineering Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level.. Level# WI:Weight Hi:Height (Wi*Hi^k) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 3 52.33 27.67 1,447.97 0.4743 12.56 12.56 0.00 2 58.94 18.67 1,100.41 0.3604 9.54 22.10 113.00 1 58.22 8.67 504.77 0.1653 4.38 26.48 333.99 Sum Wi= 169.49 k Sum WI*Hi = 3,053.15 k-ft Total Base Shear= 26.48 k Base Moment= 563.5 k-ft Diaphragm Farces Seismic Design Category"13 to"F ASCE 7-10 12.10.1.1 Level# WI Fi Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force 3 52.33 12.56 12.56 52.33 12.56 10.63 21.25 12.56 12.56 2 58.94 9.54 22.10 111.27 11.71 11.97 23.94 11.97 11.97 1 58.22 4.38 26.48 169.49 9.09 11.82 23.65 11.82 11.82 Wpx Weight at level of diaphragm and other structure elements attached to it Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*S psl*Wpx MAX Req'd Force @ Level 0.40*S osl *Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Renton,WA 98056 Project ID: • phone:206.200.8764 Project Descr: email:elreng33@gmail.com Printed: 4 JUL 2018,11:04AM ALRENG-it tJ ^11201fttt RUEt=••1)MT iTREP€JE-4EASTPA tt�PLEX-1t nerc la.plexece. ASCE 7-10 {l jnd''Fo'ces° chapter` 27, Fare° Lic. #: KW-06010691 Licensee: ELR Engineering Description: >ASCE 7-10 Wind Load Determination >ASCE 7-10 wind forces Basic Values Risk Category 2 per ASCE 7-10 Table 1.5.1 Horizontal Dim.in North-South Direction (B or L) = 41.0 ft V:Basic Wind Speed 110.0 Horizontal Dim.in East-West Direction (B or L) = 56.0 ft Kd:Directionality Factor 0.850 per ASCE 7-10 Table 26.6-1 h:Mean Roof height = 31.080 ft Exposure Category per ASCE 7-10 Section 26.7 Topographic Factor per ASCE 7-10 Sec 26.8&Figure 26.8-1 North: Exposure B East: Exposure B North: K1 = K2 = K3 = Kzt = 1.000 South: Exposure B West: Exposure B South: K1 = K2 = K3 = Kzt = 1.000 East: K1 = K2 = K3 = Kzt = 1.000 Building Period&Flexibility Category West: K1 = K2 = K3 = Kzt = 1.000 User has specified the building frequency is>=1 Hz,therefore considered RIGID for both North-South and East-West directions. Building Story Data hi Story Ht ER : X ER :X Level Description ft ft ft ft Upper 27.67 9.00 0.000 0.000 Main 18.67 10.00 0.000 0.000 Lower 8.67 8.67 0.000 0.000 Gust Factor For wind coming from direction indicated North = 0.850 South = 0.850 East = 0.850 West = 0.850 Enclosure Check if Building Qualifies as"Open" North Wall South Wall East Wall West Wall Roof Total Agross 1,550.0 ft^2 1,550.0 ft"2 1,204.0 ft^2 1,204.0 ftA2 2,468.0 ftA2 7,976.0 ftA2 Aopenings ft^2 ft^2 ftA2 ft^2 ft^2 0.0 ft^2 Aopenings>=0.8'Agross? No No No No All four Agross values must be non-zero Building does NOT qualify as"Open" User has specified the Building is to be considered Enclosed when NORTH elevation receives positive external pressure User has specified the Building is to be considered Enclosed when SOUTH elevation receives positive external pressure User has specified the Building is to be considered Enclosed when EAST elevation receives positive external pressure User has specified the Building is to be considered Enclosed when WEST elevation receives positive external pressure Velocity Pressures When the following walls experience leeward or sidewall pressures,the value of Kh shall be(per Table 27.3-1): North Wall = 0.7077 psf South Wall = 0.7077 psf East Wall = 0.7077psf West Wall = 0.7077 psf When the following walls experience leeward or sidewall pressures,the value of qh shall be(per Table 27.3-1): North Wall = 18.634 psf South Wall = 18.634 psf East Wall = 18.634psf West Wall = 18.634 psf qz:Windward Wall Velocity Pressures at various heights per Eq.27.3-1 North Elevation South Elevation East Elevation West Elevation Height Above Base (ft) Kz qz Kz qz Kz qz Kz qz 0.00 0.575 15.13 0.575 15.13 0.575 15.13 0.575 15.13 4.00 0.575 15.13 0.575 15.13 0.575 15.13 0.575 15.13 8.00 0.575 15.13 0.575 15.13 0.575 15.13 0.575 15.13 ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Renton,WA 98056 Project ID: phone:206.200.8764 Project Descr: email:elreng33@gmail.com Printed: 4 JUL 2018,11:04AM ASCE ?-"1 d Wind Ft rc s, Chapter Par# '`°a)°x t iG�,+i,R, �0,48siitu -;smmTRE .,kg m 4 Lex-11Ert e iex Lic. #: KW-06010691 Licensee: ELR Engineering Description: >ASCE 7-10 Wind Load Determination 12.00 0.575 15.13 0.575 15.13 0.575 15.13 0.575 15.13 16.00 0.585 15.41 0.585 15.41 0.585 15.41 0.585 15.41 20.00 0.624 16.43 0.624 16.43 0.624 16.43 0.624 16.43 24.00 0.657 17.31 0.657 17.31 0.657 17.31 0.657 17.31 28.00 0.687 18.09 0.687 18.09 0.687 18.09 0.687 18.09 Pressure Coefficients GCpi Values when elevation receives positive external pressure GCpi:Internal pressure coefficient,per sec.26.11 and Table 26.11-1 North South East West +/- 0.180 +l- 0.180 +1- 0.180 +l- 0.180 Specify Cp Values from Figure 27.4-1 for Windward,Leeward&Side Walls Cp Values when elevation receives positive external pressure North South East West Windward Wall 0.80 0.80 0.80 0.80 Leeward Wall -0.50 -0.50 -0.440 -0.440 Side Walls -0.70 -0.70 -0.70 -0.70 User Defined Roof locations and Net Directional Pressure Coefficients: Cp or Cn Cp or Cn Values when the indicated building elevation receives positive external pressure Description North South East West Perp:windward -0.550 -0.550 Perp:leeward -0.60 -0.60 Parallel:0 to h/2 -0.90 -0.90 Parallel:h/2 to h -0.90 -0.90 Parallel:h to 2h -0.50 -0.50 Parallel:>2h -0.30 -0.30 Perp:windward -0.090 -0.090 Parallel:0 to>2h -0.180 -0.180 Story Forces for Design Wind Load Cases Values below are calculated based on a building with dimensions B x L x h as defined on the"Basic Values"tab. Wind Shear Components (k) Eccentricity for (ft) Load Case Windward Wall Building level Ht Range Trib.Height In"Y"Direction In"X"DirectiollY"Shear "X"Shear Mt, (ft-k) CASE 1 North Level 3 23.17'-> 27.67' 4.50 -5.01 - -- --- --- CASE 1 North Level 2 13.67'-> 23.17' 9.50 -10.01 --- --- --- --- CASE 1 North Level 1 4.34'-> 13.67' 9.34 -9.52 --- --- --- - CASE 1 South Level 3 23.17'-> 27.67' 4.50 5.01 --- --- - -- CASE 1 South Level 2 13.67'-> 23.17' 9.50 10.01 --- -- -- --- CASE 1 South Level 1 4.34'-> 13.67' 9.34 9.52 -- --- --- --- CASE 1 East Level 3 23.17'-> 27.67' 4.50 -- -3.49 - --- --- CASE 1 East Level 2 13.67'-> 23.17' 9.50 - -6.96 -- --- --- CASE 1 East Level 1 4.34'-> 13.67' 9.34 --- -6.61 -- --- -- CASE 1 West Level 3 23.17'-> 27.67' 4.50 --- 3.49 --- -- -- CASE 1 West Level 2 13.67'-> 23.17' 9.50 --- 6.96 --- - - CASE 1 West Level 1 4.34'-> 13.67' 9.34 --- 6.61 - - -- CASE 2 North Level 3 23.17'-> 27.67' 4.50 -3.76 --- --- 8.40 +/- 31.6 ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Renton,WA 98056 Project ID: .. phone:206.200.8764 Project Descr: email:elreng33@gmail.com Printed: 4 JUL 2018,11:04AM '' ' w :I�O�Ni -t .t2,. R-t120iffit UEP-14it1 11Cf P# -1EAsr 1*pLex^�l al -pt €ice ASCE 7-10 Wird sForces, Charter,27, Part ' ELR#: KW-06010691 Licensee: ER Engineering Description: >ASCE 7-10 Wnd Load Determination CASE 2 North Level 2 13.67'-> 23.17' 9.50 -7.51 -- -- 8.40 +/- 63.1 CASE 2 North Level 1 4.34'-> 13.67' 9.34 -7.14 -- -- 8.40 +l- 60.0 CASE 2 South Level 3 23.17'-> 27.67' 4.50 3.76 --- --- 8.40 +/- 31.6 CASE 2 South Level 2 13.67'-> 23.17' 9.50 7.51 -- -- 8.40 +/- 63.1 CASE 2 South Level 1 4.34'-> 13.67' 9.34 7.14 - -- 8.40 +/- 60.0 CASE 2 East Level 3 23.17'-> 27.67' 4.50 --- -2.62 6.15 --- +/- 16.1 CASE 2 East Level 2 13.67'-> 23.17' 9.50 --- -5.22 6.15 - +/- 32.1 CASE 2 East Level 1 4.34'-> 13.67' 9.34 --- -4.95 6.15 - +/- 30.5 CASE 2 West Level 3 23.17'-> 27.67' 4.50 --- 2.62 6.15 --- +/- 16.1 CASE 2 West Level 2 13.67'-> 23.17' 9.50 --- 5.22 6.15 --- +/- 32.1 CASE 2 West Level 1 4.34'-> 13.67' 9.34 --- 4.95 6.15 --- +/- 30.5 CASE 3 North&East Level 3 23.17'-> 27.67' 4.50 -3.76 -2.62 --- - --- CASE 3 North&East Level 2 13.67'-> 23.17' 9.50 -7.51 -5.22 --- - --- CASE 3 North&East Level 1 4.34'-> 13.67' 9.34 -7.14 -4.95 --- -- -- CASE 3 North&West Level 3 23.17'-> 27.67' 4.50 -3.76 2.62 -- -- - CASE 3 North&West Level 2 13.67'-> 23.17' 9.50 -7.51 5.22 --- --- --- CASE 3 North&West Level 1 4.34'-> 13.67' 9.34 -7.14 4.95 --- --- --- CASE 3 South&West Level 3 23.17'-> 27.67' 4.50 3.76 2.62 -- - --- CASE 3 South&West Level 2 13.67'-> 23.17' 9.50 7.51 5.22 - - --- CASE 3 South&West Level 1 4.34'-> 13.67' 9.34 7.14 4.95 -- - - CASE 3 South&East Level 3 23.17'-> 27.67' 4.50 3.76 -2.62 --- - -- CASE 3 South&East Level 2 13.67'-> 23.17' 9.50 7.51 -5.22 --- --- -- CASE 3 South&East Level 1 4.34'-> 13.67' 9.34 7.14 -4.95 --- -- --- CASE 4 North&East Level 3 23.17'-> 27.67' 4.50 -2.82 -1.97 6.15 8.40 +/- 35.8 CASE 4 North&East Level 2 13.67'-> 23.17' 9.50 -5.64 -3.92 6.15 8.40 +/- 71.5 CASE 4 North&East Level 1 4.34'-> 13.67' 9.34 -5.36 -3.72 6.15 8.40 +/- 67.9 CASE 4 North&West Level 3 23.17'-> 27.67' 4.50 -2.82 1.97 6.15 8.40 +/- 35.8 CASE 4 North&West Level 2 13.67'-> 23.17' 9.50 -5.64 3.92 6.15 8.40 +/- 71.5 CASE 4 North&West Level 1 4.34'-> 13.67' 9.34 -5.36 3.72 6.15 8.40 +/- 67.9 CASE 4 South&West Level 3 23.17'-> 27.67' 4.50 2.82 1.97 6.15 8.40 +/- 35.8 CASE 4 South&West Level 2 13.67'-> 23.17' 9.50 5.64 3.92 6.15 8.40 +/- 71.5 CASE 4 South&West Level 1 4.34'-> 13.67' 9.34 5.36 3.72 6.15 8.40 +/- 67.9 CASE 4 South&East Level 3 23.17'-> 27.67' 4.50 2.82 -1.97 6.15 8.40 +/- 35.8 CASE 4 South&East Level 2 13.67'-> 23.17' 9.50 5.64 -3.92 6.15 8.40 +/- 71.5 CASE 4 South&East Level 1 4.34'-> 13.67' 9.34 5.36 -3.72 6.15 8.40 +/- 67.9 Min per ASCE 27.4.7 North Level 3 23.17'-> 27.67' 4.50 -4.03 - -- --- --- Min per ASCE 27.4.7 North Level 2 13.67'-> 23.17' 9.50 -8.51 --- -- - --- Min per ASCE 27.4.7 North Level 1 4.34'-> 13.67' 9.34 -8.36 --- --- - --- Min per ASCE 27.4.7 South Level 3 23.17'-> 27.67' 4.50 4.03 --- -- -- --- Min per ASCE 27.4.7 South Level 2 13.67'-> 23.17' 9.50 8.51 --- --- --- --- Min per ASCE 27.4.7 South Level 1 4.34'-> 13.67' 9.34 8.36 -- -- -- --- Min per ASCE 27.4.7 East Level 3 23.17'-> 27.67' 4.50 --- -2.95 - -- - Min per ASCE 27.4.7 East Level 2 13.67'-> 23.17' 9.50 -- -6.23 - - -- Min per ASCE 27.4.7 East Level 1 4.34'-> 13.67' 9.34 -- -6.12 -- - - Min per ASCE 27.4.7 West Level 3 23.17'-> 27.67' 4.50 - 2.95 -- - - ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR ll Renton,WA 98056 Project ID: phone:206.200.8764 Project Descr: email:elreng33@gmail.com Printed: 4 JUL 2018,11 04A ASCE.7-' It1t Forces,. Chapter 27, �a�. I ropboxERENG-�1� !R.11 1811 uEP, iITTREPt =11ETPa-1‘4.PLEx-11En VIox: Lic. #: KW-06010691 Licensee: ELR Engineering, Description: >ASCE 7-10 Wind Load Determination Min per ASCE 27.4.7 West Level 2 13.67'-> 23.17' 9.50 -- 6.23 -- --- --- Min per ASCE 27.4.7 West Level 1 4.34'-> 13.67' 9.34 --- 6.12 -- --- orth Base Shear for Design Wind Load Cases +Y Values below are calculated based on a building with dimensions B x L x h as defined on the"General"tab. i Wind Base Shear Components (k) West ----------1--------- +X Load Case Windward Wall Leeward Wall In"Y"Direction In"X"Direction Mt, (ft-() I Case 1 North South -24.54 --- --- Case 1 South North 24.54 --- --- Case 1 East West --- -17.06 --- Case 1 West East --- 17.06 --- Case 2 North South -18.41 --- +/- 154.6 Case 2 South North 18.41 --- +/- 154.6 Case 2 East West --- -12.79 +l- 78.7 Case 2 West East --- 12.79 +/- 78.7 Case 3 North&East South&West -18.41 -12.79 --- Case 3 North&West South&East -18.41 12.79 --- Case 3 South&West North&East 18.41 12.79 --- Case 3 South&East North&West 18.41 -12.79 --- Case 4 North&East South&West -13.82 -9.60 +l- 175.1 Case 4 North&West South&East -13.82 9.60 +/- 175.1 Case 4 South&West North&East 13.82 9.60 +/- 175.1 Case 4 South&East North&West 13.82 -9.60 +/- 175.1 Min per ASCE 27.4.7 North South -20.91 --- --- Min per ASCE 27.4.7 South North 20.91 --- --- Min per ASCE 27.4.7 East West --- -15.31 --- Min per ASCE 27.4.7 West East --- 15.31 --- E iI E seen E„ €e a pac+olo111' 11, aIIIi ' p I i a� o 03 ,111111 IL: r E„ al 1, € �' :::;: Em o bo ' IIiI: hK:;::: g , a at ° �.�AiQ�. � �; :i: I ,pg,. f k 6 S‘.... .., , �o f E E E I n I I r moil ... 1 .1 ,,zii ,.. € I e I � # _....♦ ......�... �_. ......j ..... � � ....� E..—........ € fir....... 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LL' 1 rt 1 f 1 ie 1 ^ 51 1 m 8 ; 72; T °Q e 1 » 8 8 8m bM 8 �888R 888 888 8 »QST» » m3T m 7l mSm » » 1 ll m888m 888E 8 888881» e aSTSmJ » '.1 «STS�J ^ » mSmSm1 » » I. 1 1 I I I I 1 1 1 1 '-.m^�o y a m r,..1 x�LL w .„...,3-,--�n o m r.-1- s , x�--"04 ,, m^��n o m 1 IOD- 0,-,' a 1 1 1 a z w c z e p lihi ; Force Transfer Around Openings Calculator APA Project Information Code: AWC-SDPWS-2015 Date:12/4/2018 Designer: ELR Client: TREP Project: 4-plex East Park Wall Line: Upper story-Grid A and C-13'-10" L1(ft) Lcsl(ft) L2.(ft) ► V(Ib),, >0.6W >0.7pE -V(Ib)= I 262 ‘,1429 -Apply Oo per 12.3.3.3? N`, - -Overstrength factor(0o)= N.A. -ASCE 7-1012.4.3.3 ASD stress increase w/Oo= N.A. • -Sds= 1.015 S -p= 1.3 A v L,...*e(ft) Input Variables VI 1429lbfj Seismic controls Opening 1 Wall Pier Aspect Ratio Adj.Factor h,fl 8.00 ft hal 100ft. P1=hol/L1= 1.57 N/A L1 I 2.88 ft hol ; 4481f,ft P2=hol/L2= 1.52 N/A L2 2,90 ft hbl 2.80ft 1,.4,1i 13.83 ft Lo . 8.00 ft 1.Hold-down forces:H=Vh,y,/Li1 826 Ibf 6.Unit shear beside opening V1=(V/L)(Ll+T1)/L1= 245 plf 2.Unit shear above+below opening V2=(V/L)(T2+L2)/L2= 245 plf First opening:vat=vb1=H/(hal+hbl)= 236 plf Check V1*Ll+V2*L2=V? 1429 Ibf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Loi)= 1888 Ibf R1=Vl*L1= 704 lbf R2=V2*L2= 725 Ibf 4.Corner forces F1=O1(L1)/(L1+L2)= 931 Ibf 8.Difference corner force+resistance F2=01(L2)/(Ll+L2)= 958 Ibf R1-F1= -226 lbf R2-F2= -233 lbf 5.Tributary length of openings T1=(L1*Lo1)/(L1+L2)= 3.94 ft 9.Unit shear in corner zones T2=(L2*Lo1)/(L1+L2)= 4.06 ft vcl=(R1-F1)/L1= -79 plf vc2=(R2-F2)/L2= -79 plf V(lb) Holdowns(overturning) Twind= • Tseismic= 8261bf Holdowns(Dead resisting) a I a a Uniform= 908 Of Conc.= Twind(net)= 44$1 ` y <(0.60+0.6W) Tseismic(net)= s1 1 t ',<(0.6-0.14sds(o+0.7pE 1 H(lb) H(Ib)I Check Summary of Shear Values for One Opening Line 1:vc1(hal+hbl)+V1(hol)=H? -276 1102 826 Ibf Line 2:va1(hal+hb1)-vc1(hal+hbl)-V1(hol)=0? 826 -276 1102 0 Line 3:vc2(hal+hbl)+V2(hol)=H? -276 1102 826(bf Design Summary Req.Sheathing Capacity 245 plf <seicn*controis W4 Req.Strap Force 958(bf <sean convois CS20 applied to one side of wall above and below window x 165.96 inches long Req.HD Force(net) -424 lbf <ses,n rvs / <Input holdown here Force Transfer Around Openings Calculator APA , . moi,... i E . ,_. Project Information Code: AWC-SDPWS-2015 Date:12/4/2018 Designer: ELR Client: TREP Project: 4-plex East Park Wall Line: Middle story-Grid A-13'-10" Li(ft) Lel(ft) L2(ft) V(Ib) >0.6W >0.70E -V(lb)= LLi ' 14 -Apply Do per 12.3.3.3? -Overstrength factor(Oo)= N.A. -ASCE 7-10 12.4.3.3 ASD stress increase w/Oo= N.A. J -Sds= 1.015 -p= 1.3 Input Variables V 2S1•';:,'.;, seismic controls Opening 1 Wall Pier Aspect Ratio Adj.Factor hwz11 9.00 ft hal =0Off,, P1=hot/L1= 1.74 N/A Ll F< 2.88 ft hol, I.00P2=hol/L2= 1.69 N/A L2 .,":".771.86ft hbl 3.00 tI Lw,11 13.83 ft Lol 8.00 ft 1.Hold-down forces:H=Vhi/L *1i 1636 lbf 6.Unit shear beside opening V1=(V/L)(L1+T1)/L1= 431 plf 2.Unit shear above+below opening V2=(V/L)(T2+L2)/L2= 431 plf First opening:val=vbl=H/(hal+hbl)= 409 plf Check V1*L1+V2*L2=V? 2514 lbf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lol)= 3271 Ibf R1=V1*L1= 1239 Ibf R2=V2*L2= 1275 Ibf 4.Corner forces Fl=01(L1)/(L1+L2)= 1612 Ibf 8.Difference corner force+resistance F2=01(L2)/(L1+L2)= 1659 lbf R1-F1= -373 lbf R2-F2= -384 lbf 5.Tributary length of openings T1=(Ll*Lo1)/(L1+L2)= 3.94 ft 9.Unit shear in corner zones T2=(L2*Lo1)/(L1+L2)= 4.06 ft vcl=(R1-F1)/L1= -130 plf vc2=(R2-F2)/L2= -130 plf V(Ib Holdowns(overturning) Twind= SSUI Tseismic= ,, '1636)bf''� Holdowns(Dead resisting) Ig Uniform= �`— Conc.= tf Twind(net)= '4402lbf• <(0.60.0.6W) Tseismic(net)= <(0.6-0.t4Sds)0+0.7PE i H(Ib) H(lb)t Check Summary of Shear Values for One Opening Line 1:vc1(hal+hbl)+V1(hol)=H? -519 2155 1636 Ibf Line 2:val(hal+hb1)-vc1(hal+hbl)-V1(hol)=0? 1636 -519 2155 0 Line 3:vc2(hal+hbl)+V2(hol)=H? -519 2155 1636 lbf Design Summary Req.Sheathing Capacity 431 plf <sesmitcontrols W3 Req.Strap Force 1659 Ibf <seism.00ntrols CS16 applied to one side of wall above and below window x 166 inches long Req.HD Force(net) -53 lbf <seismic ontrols % " , <Input holdown here Force Transfer Around Openings Calculator APA Project Information Code: AWC-SDPWS-2015 Date:12/4/2018 Designer: ELR Client: TREP Project: 4-plex East Park Wall Line: Lower story-Grid A-10'-0" 11_1(ft) Lol(ft) LZ(ft) v(Ib� >0.6W >0.7pE -V(Ib)_ -Apply Do per 12.3.3.3? .,, .• z -Overstrength factor(0o)= N.A. -ASCE 7-10 12.4.3.3 ASD stress increase w/Oo= N.A. �s -Sds= 1.015 Z -p= 1.3 11-...x(ft) Input Variables V. 3012Ay.fj Seismic controls Opening 1 Wall Pier Aspect Ratio Adj.Factor hw,aii 8.00 ft hal £33ftP1=hol/L1= 1.16 N/A L1 58,;' hol 3 i30ft P2=hol/L2= 0.90 N/A L2 3.33"` hbl ,tib lwaii 10.00 ft Lol 4:09A 1.Hold-down forces:H=Vh �/L ll 2410 Ibf 6.Unit shear beside opening V1=(V/L)(L1+T1)/L1= 510 plf 2.Unit shear above+below opening V2=(V/L)(T2+L2)/L2= 510 plf First opening:val=vbl=H/(hal+hbl)= 482 plf Check Vl*Ll+V2*L2=V? 3012 Ibf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lol)= 1971 lbf R1=V1*L1= 1315 lbf R2=V2*L2= 16971bf 4.Corner forces Fl=01(L1)/(L1+L2)= 860 Ibf 8.Difference corner force+resistance F2=01(L2)/(L1+L2)= 1111 lbf R1-F1= 454 lbf R2-F2= 587 lbf 5.Tributary length of openings T1=(L1*Lo1)/(L1+L2)= 1.79 ft 9.Unit shear in corner zones T2=(L2*Lo1)/(Li+L2)= 2.30 ft vcl=(R1-F1)/L1= 176 plf vc2=(R2-F2)/L2= 176 plf V(lb) Holdowns(overturning) Twind= 1024Ibf Tseismic= 2430V Holdowns(Dead resisting) Uniform= 66if Conc.= Twind(net)= <(0 6D+0.6W) Tseismic(net)= 896)bf «(0.6-D.24Sds)D+D.7pE 1 Hf lb) Htlb)1 Check Summary of Shear Values for One Opening Line 1:vc1(hal+hbl)+V1(hol)=H? 881 1529 2410 lbf Line 2:val(hal+hbl)-vc1(hal+hb1)-V1(hol)=0? 2410 881 1529 0 Line 3:vc2(hal+hbl)+V2(hol)=H? 881 1529 2410 lbf Design Summary Req.Sheathing Capacity 510 plf <seismiccontrols W2 Req.Strap Force 1111 lbf <se,rn.wntrois CS18 applied to one side of wall above and below window x 120 inches long Req.HD Force(net) 896 Ibf <se,mmmnnois -9 <Input holdown here 7-11": Garrett Jackson REVIEWED Planning Division (360)473-5289 01/16/2019 garrett.jackson@ ci.bremerton.wa.us PREPARED FOR EAST PARK, LLC C/O C.C. EDWARDS CONSTRUCTION COMPANY, INC. July 7, 2005 / Sco Rie.. -1 t OSS' € 41 /day '� 7 4t#L• 71Z Zarb Raymond A. Coglas, P. . Principal GEOTECHNICAL ENGINEERING STUDY PROPOSED EAST PARK RESIDENTIAL DEVELOPMENT WARREN G. MAGNUSON WAY BREMERTON, WASHINGTON ES-0125 Earth Solutions NW, LLC 2603 — 151St Place Northeast, Redmond, Washington 98052 Building Ph: 425-284-3300 Fax: 425-284-2855 Dept. Reviewed a 4 Earth Solutions NW«c July 7, 2005 ES-0125 Earth Solutions NW LLC East Park, LLC •Geotechnical Engineers do C.C. Edwards Construction Company, Inc. •Geologists P.O. Box 1600 • Environmental Scientists Orting, Washington 98360 •Construction Monitoring Attention: Mr. Jim Holland Dear Mr. Holland: Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical Engineering Study, Proposed East Park Residential Development, Warren G. Magnuson Way, Bremerton, Washington". Based on the conditions encountered during our fieldwork, the site is underlain primarily by native soils consisting of loose to dense silty sand, silty sand with gravel glacial till deposits, and occasional layers of sand and gravel. Areas of fill were observed throughout portions of the building sites. The existing fill areas are likely associated with previous grading activities related to the prior development. Groundwater seepage was not observed at the test sites. Perched zones of groundwater seepage, however, could be encountered in the site excavations, particularly in the deeper excavations. However, based on the results of our study, we do not anticipate extensive dewatering of excavations will be necessary for the proposed development. Based on the results of our study, the proposed residential structures can be supported on conventional spread and continuous foundations bearing on competent native soil or structural fill. We anticipate that competent native soil suitable for support of foundations will be encountered at depths of approximately 2 to 3 feet below existing site grades. Where loose or unsuitable native or existing fill soils are exposed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with suitable structural fill, may be necessary. There are steeply descending slopes bordering the west side of the site. At the time this report was preared, a final site layout had not been prepared. However, based on the results of our study, for preliminarydesign purposes, a minimum twenty-five (25) foot building setback from Y 9 P p the top of the steep slope areas can be considered. Additionally, as part of our study a preliminary assessment of site infiltration feasibility was completed. The soils encountered at the test sites consist primarily of sandy loam with isolated areas of fine sand (USDA Classification). These soils generally exhibit slow infiltration characteristics. Extensive deposits of clean sand and gravel deposits which are conducive to infiltration were not encountered at the test sites. However, for preliminary design purposes, we have assigned infiltration rate values to the sandy loam and fine sand soils encountered at the test sites. 2603 151st PI. NE•Redmond,WA 98052•(425) 284-3300•FAX(425) 284-2855 East Park, LLC ES-0125 do C.C. Edwards Construction Company, Inc. Page 2 July 7, 2005 The opportunity to be of service to you is appreciated. If you have any questions regarding the content of this geotechnical engineering study, please call. Sincerely, EARTH SOLUTIONS NW, LLC H . Raymond A. Coglas, P.E. Principal Earth Solutions NW,LLC TABLE OF CONTENTS ES-0125 PAGE INTRODUCTION 1 General 1 Site History 2 Project Description 2 Surface 3 Subsurface 3 Groundwater 4 GEOLOGICALLY HAZARDOUS AREAS ASSESSMENT 4 Landslide Hazard Potential 4 Erosion Hazard 5 DISCUSSION AND RECOMMENDATIONS 5 General... 5 Site Preparation and Earthwork 6 Excavations and Slopes 7 Utility Trench Backfill 7 Pavement Sections 8 Rockeries and Modular Block Walls 8 Foundations 8 Foundation Setbacks 9 Slab-on-Grade Floors 9 Retaining Walls 10 Drainage 10 Preliminary Infiltration Evaluation 10 Seismic Considerations 11 LIMITATIONS 11 Additional Services 11 Earth Solutions NW, LLC TABLE OF CONTENTS Cont'd ES-0125 GRAPHICS PLATE 1 SITE VICINITY MAP PLATE 2 TEST PIT LOCATION PLAN PLATE 3 FOOTING DRAIN DETAIL APPENDICES Appendix A Field Exploration Test Pit Logs Appendix B Laboratory Test Results Sieve Analysis Results Earth Solutions MN,LLC GEOTECHNICAL ENGINEERING STUDY PROPOSED EAST PARK RESIDENTIAL DEVELOPMENT WARREN G. MAGNUSON WAY BREMERTON, WASHINGTON ES-0125 INTRODUCTION General This geotechnical engineering study was prepared for the proposed residential development to be constructed north of the intersection of Wheaton Way and Warren G. Magnuson Way in Bremerton, Washington. The purpose of this study was to assess subsurface conditions throughout the site, perform appropriate geotechnical analyses, and develop geotechnical recommendations for the proposed development. Our scope of services for completing this geotechnical engineering study included the following: • A site geologic description including soil and groundwater conditions that may impact site development; • Recommendations for site grading, drainage, cut and fill slopes, structural fill placement and compaction, retaining walls, erosion control measures, and recommended pavement sections; • Recommendations for soil bearing capacity, subgrade preparation, and foundation support; • A preliminary assessment of the potential for infiltrating stormwater on a per-lot basis; • An assessment of the site soils and suitability for use as structural fill, and; • Additional geotechnical recommendations, as appropriate. Earth Solutions NW,LLC East Park, LLC ES-0125 do C.C. Edwards Construction Company, Inc. Page 2 July 7, 2005 Site History The subject property was previously used as military housing for the Bremerton Naval Station facility. The residential structures associated with the previous development have been removed. However, the previous site infrastructure including concrete paved arterial roads and asphalt paved parking areas remain. The building pad areas associated with the previous development are stepped along a series of shallow benches throughout the site. Previous grading associated with the previous building pad sites likely involved a series of cuts and fills. With respect to previous grading activities, there is also evidence of fill placed at the top of the slopes along the western site boundary. Presumably these fills were placed to create additional developable areas. We understand the previous building structures were removed approximately five to six years ago. In addition to the previous buildings and associated foundations, the majority of the "' previous utility lines were either abandoned or plugged. We understand there is one active sewer line that runs diagonally through the southeastern portion of the site. Project Description We understand the site will be developed with single-family residential lots, and associated site improvements. Site layout and elevations were not finalized at the time of this report. However, due to the topographic relief throughout the site, we anticipate cuts and fills of up to approximately 10 feet may be required to achieve design elevations. We anticipate the mass grading at this site will largely use a balanced approach, with native cut soils utilized elsewhere on-site as structural fill. Site development plans were being developed at the time of this report. However, we anticipate development or grading activities are not planned for the steep descending slopes located along the western site boundary. At the time this report was prepared, specific building load values were not available. However, based on our experience with similar developments, we anticipate perimeter footing loads on the order of 1 to 2 kips per lineal foot and slab-on-grade loads of 150 pounds per square foot (psf). A stormwater plan was being developed at the time of this report. The feasibility of stormwater infiltration has been addressed in this study. Our preliminary findings indicate the presence of sandy loam and isolated areas of fine sand native soil deposits. These soils generally exhibit slow infiltration characteristics. If the above design estimates are incorrect or change, ESNW should be contacted to review the recommendations in this report. ESNW should review the final design to verify that our geotechnical recommendations have been incorporated. Earth Solutions NW, LLC East Park, LLC ES-0125 do C.C. Edwards Construction Company, Inc. Page 3 July 7, 2005 Surface The site is located north of Wheaton Way in Bremerton, Washington, and encompasses portions of both Warren G. Magnuson Way and Schley Way. The approximate site location is illustrated on the Vicinity Map (Plate 1). The site is roughly rectangular in shape, and is bordered to the north by existing residences, to the south by Wheaton Way, to the east by residential developments, and to the west by a steeply descending ravine. The site is currently vacant, with the exception of the existing asphalt and concrete roadways associated with the previous residential development. The existing roadway areas have not been maintained, and the condition of the existing roadways can generally be characterized as poor. The topography across the site generally descends gently to the west-northwest, with a series of terraces, and approximately 100 feet of elevation change across the site. The terraces appear to be the result of previous grading activities associated with the building pad construction for the previous residential development. Based on our observations, there were no visible signs of recent grading activity at the site. Steeply descending slopes are located along the western site boundary, and range in height up to approximately 60 feet. The slopes are located above an existing natural north-south drainage channel west of the site. Vegetation throughout the majority of the development areas of the site consists of field grass and occasional trees. Subsurface Twenty-four (24) test pits were excavated throughout the subject site for purposes of assessing soil conditions, and for purposes of characterizing and classifying the site soils. Please refer to the test pit logs provided in appendix A for a more detailed description of the subsurface conditions. Topsoil was encountered at all of our test sites and ranged in depths between four (4) and twelve (12) inches. Topsoil is not suitable for foundation or pavement support, and should not be mixed with soil to be used as structural fill. The topsoil can be considered for use in landscape or non-structural areas, if desired. A representative of ESNW should observe stripping operations, and provide supplement recommendations for stripping depths, as appropriate. Existing fill areas were encountered at the site. The fill consisted of medium dense silty sand with gravel (Unified Soil Classification SM) and was primarily observed along the top of the slopes located on the western boundary, and along the downslope margins of the existing terraced building pads. In general, the depth of the existing fill observed at the test sites was on the order of approximately 2 to 3 feet. A deeper fill area however was observed at test pit location TP-7, located in the northwesterly corner of the site. Underlying the topsoil, up to three feet of loose silty sand and silty sand with gravel (SM) was encountered. Underlying the loose soils, medium dense to dense silty sand with gravel (SM) Earth Solutions NW,LLC East Park, LLC ES-0125 do C.C. Edwards Construction Company, Inc. Page 4 July 7, 2005 containing occasional layers of poorly graded sand with silt and gravel (SP-SM) and poorly graded sand (SP) were encountered extending to the maximum exploration depths. An isolated deposit of silt (ML) was also observed at one of the test sites. The geologic map of the area identifies glacially consolidated till deposits throughout the site and surrounding areas. The Kitsap County Soil Survey indicates the site is underlain primarily by Shelton glacial till (unit 2) with areas of Kilchis weathered basalt (unit 3) in the northeastern quarter, and Harstine gravelly sandy loam glacial till (unit 17) along the western flanks. The Shelton and Harstine series soils are characterized by a matrix of non-sorted silt, sand and gravel in a compact or dense condition at depth. The Kilchis series soils are composed of weathered basalt soils extending to depths of approximately 25 to 40 inches, overlying bedrock. We did not encounter any Kilchis series soil at our test sites. In general, the soil conditions encountered during our fieldwork generally correlate with the geologic map and soil survey designations. Groundwater Groundwater seepage was not encountered at the time of our fieldwork (June 9, 2005). However, perched seepage zones are relatively common in glacial soil deposits. Due to the anticipatedated grading and associated cuts planned for the site, groundwater seepage e may be encountered in deeper site excavations. Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater flow rates are higher during the wetter, winter months. GEOLOGICALLY HAZARDOUS AREAS ASSESSMENT The steep slopes located along the western site boundary meet the current criteria detailed in Chapter 21.22.100 of the City of Bremerton Municipal Code for geologically hazardous areas. The specific geologic hazards present at the subject site are related to landslide potential and erosion hazard. The slopes generally meet or exceed 40 percent in gradient and range in height up to approximately 60 feet. Site development plans were being developed at the time of this report. However, we anticipate that no modifications or grading will be planned for the steeply descending slopes located along the western site boundary. Landslide Hazard Potential As part of our report preparation, we assessed the descending slopes located along the western site boundary for instability. Much of the slope surface was obscured by dense undergrowth. During our fieldwork, we observed portions of the slope that were accessible for signs of recent or large scale instability. The slopes are heavily vegetated with a mature forest and dense understory. No scarps, groundwater seeps, or hummocky terrain were observed during our site visit. We did observe several arched tree trunks. However, this condition does not explicitly indicate slope instability. Rather, this is a natural process whereby loose surficial Earth Solutions NW,LLC East Park, LLC ES-0125 c/o C.C. Edwards Construction Company, Inc. Page 5 July 7, 2005 soils mantling slopes become loose or saturated and lose shear strength. We also observed signs of fill placed along portions of the top of the descending slopes. It is unclear when this occurred, however, fill may have been placed along the top of the slopes during the installation of a sewer line constructed as part of the original site development. The soils encountered at the site consist generally of dense glacial till. This soil unit is generally stable and can maintain rather steep angles of repose for long periods without failing. In our opinion, based on the soil conditions encountered during our fieldwork, the presence of dense vegetation, and the lack of any signs of deep-seated rotational failures along the slopes, the site slopes are in a stable condition and the proposed development will not increase the potential for slope instability, provided the recommendations detailed in this report are followed. ESNW should review the site layout to verify that adequate building setbacks are utilized and to provide additional recommendations, as necessary. Erosion Hazard The soils that underlie the steep slopes along the western site boundary are comprised primarily of dense glacial till deposits with heavy vegetative growth. In general, the glacial till deposits located on the slopes present a severe erosion hazard and rapid runoff. At the time of this report, no modifications or grading was planned for the steep slopes. Provided the recommendations detailed in this report are followed, in our opinion, the proposed development will not increase the potential for erosion hazard at the site. Water should not be allowed to flow over the slopes. Interceptor swales, placed along the top of the slopes should be installed to redirect any surface water to an approved drainage system, as appropriate. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, in our opinion construction of a residential development at the subject site is feasible from a geotechnical standpoint. The primary geotechnical considerations associated with the proposed development include site earthwork, structural fill placement, and the suitability of the on-site soils for use as structural fill. An assessment of site infiltration feasibility is also an important geotechnical consideration for the project. In our opinion, the proposed residential structures can be supported on conventional spread and continuous foundations bearing on competent native soils or structural fill. Where native soils are present, we anticipate that competent native soil suitable for support of foundations will be exposed at depths of approximately 2 to 3 feet. Where loose or unsuitable native or existing fill soil conditions are exposed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with structural fill may be necessary, depending on encountered conditions. Earth Solutions NW,LLC East Park, LLC ES-0125 do C.C. Edwards Construction Company, Inc. Page 6 July 7, 2005 In our opinion, the soils generated from cuts throughout the site should generally be suitable for use as structural fill. The silty sand and silty sand with gravel soils encountered at the exploration sites are moderately moisture sensitive, and placement and compaction of these soils during wet weather conditions will likely be difficult. Depending on the moisture content of the soils at the time of construction, moisture conditioning of the on-site soils may be necessary prior to use as structural fill. The soils encountered at the test sites consist largely of sandy loam, with occasional areas of fine sand (USDA Classification). With respect to infiltration, sandy loam is generally characterized as having a relatively slow infiltration rate. In our opinion, the deposits of fine sand were inconsistent, and cannot reasonably be relied upon for infiltration. Widespread deposits of sand and gravel outwash soils that are typically well suited to infiltration systems were not encountered at the site. However, for preliminary design purposes, we have provided infiltration rates for sandy loam and fine sand soils in the "Infiltration Evaluation" section of this report. This study has been prepared for the exclusive use of East Park, LLC and their representatives. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. Site Preparation and Earthwork With respect to earthwork, the primary considerations at this site are related to fill placement and compaction, suitability of the native soils for use as structural fill, and appropriate erosion control measures. From a geotechnical standpoint, the soils encountered at the test sites are generally suitable for use as structural fill. However, the site soils are moderately moisture sensitive, and successful use of the on-site soils will largely be dictated by the moisture content of the soils and weather conditions at the time of placement and compaction. The soils encountered at the test sites were generally in a moist to wet condition at the time of the exploration (June 2005). Soils encountered during site excavations that are excessively over the optimum moisture content may require moisture conditioning prior to placement and compaction. During periods of dry weather, the on-site soils should generally be suitable for use as structural fill, provided the moisture content is at or near the optimum level at the time of placement. Successful placement and compaction of the on-site soils during periods of extended precipitation will likely be difficult. If the on-site soils cannot be successfully compacted, the use of an imported soil or a soil treatment may be necessary. Imported soil intended for use as structural fill should consist of a well graded granular soil with a maximum aggregate size of four inches, and a moisture content that is at or near the optimum level. During wet weather conditions, imported soil intended for use as structural fill should consist of a well graded Earth Solutions NW,LLC East Park, LLC ES-0125 c/o C.C. Edwards Construction Company, Inc. Page 7 July 7, 2005 granular soil with a fines content of 5 percent or less defined as the percent passing the #200 sieve, based on the minus three-quarter inch fraction. Structural fill is defined as compacted soil placed in foundation, slab-on-grade, and roadway areas. Fills placed to construct permanent slopes and throughout retaining wall and utility trench backfill areas are also considered structural fill. Soils placed in structural areas should be compacted to a relative compaction of 90 percent, based on the maximum dry density as determined by the Modified Proctor Method (ASTM D-1557-00) and placed in maximum twelve should be areas, the upper twelve (12) inches of the structural fill sho d lifts. Inpavement (12) inch pp compacted to a relative compaction of at least 95 percent. Temporary erosion control measures should include, at a minimum, silt fencing placed along the downslope perimeter of the construction envelope. As appropriate, temporary construction entrances should consist of at least six inches of quarry spalls to help minimize off-site soil tracking and to help provide a stable temporary road base. Excavations and Slopes The Federal and state Occupation Safety and Health Administration (OSHANVISHA) classifies soils in terms of minimum safe slope inclinations. Based on the soil conditions encountered during our fieldwork, the site soils encountered to depths of up to four feet would be classified by OSHANVISHA as Type C. Temporary slopes over four feet in height in Type C soils should be sloped at an inclination of 1.5H:1V, or flatter. The site soils encountered to depths of greater than four feet would generally be classified by OSHANVISHA as Type A and B. Temporary slopes over four feet in height in Type A soils can be sloped at an inclination of 0.75H:1V and 1 H:1V, or flatter, respectively. If appropriate slopes cannot be achieved, temporary shoring may be necessary to provide excavation support. Permanent slopes should maintain a gradient of 2H:1V, or flatter, and should be planted with an appropriate species of vegetation to enhance stability and to minimize erosion. A representative of ESNW should observe temporary and permanent slopes to verify that the inclination is appropriate, and to provide additional grading recommendations, as necessary. Utility Trench Backfill In our opinion, the soils observed at the test sites are generally suitable for support of utilities. Organic or highly compressible soils encountered in the trench excavations should not be used for supporting utilities. In general, the on-site soils observed at the test sites should be suitable for use as structural backfill in the utility trench excavations, provided the soil is at or near the optimum moisture content at the time of placement and compaction. Moisture conditioning of the soils may be necessary at some locations prior to use as structural fill. Utility trench backfill should be placed and compacted to the specifications of structural fill provided in this report, or to the applicable specifications of the city or county jurisdiction, as appropriate. Earth Solutions NW,LLC East Park, LLC ES-0125 do C.C. Edwards Construction Company, Inc. Page 8 July 7, 2005 Pavement Sections The existing asphalt and concrete pavement areas were observed to be in a generally poor condition. In our opinion, resurfacing or replacement of the exiting roadways would be necessary if these alignments are to be incorporated into the new development. The performance of site pavements is largely related to the condition of the underlying subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in pavement areas should be compacted to the specifications detailed in the "Site Preparation and Earthwork" section of this report. It is possible that soft, wet, or otherwise unsuitable subgrade areas may still exist after base grading activities. Any areas containing unsuitable or yielding subgrade conditions will require remedial measures such as overexcavation and thicker crushed rock or structural fill sections prior to pavement. For relatively lightly loaded pavements subjected to automobiles and occasional truck traffic, we recommend the following pavement section: • Two inches of asphalt concrete (AC) placed over four inches of crushed rock base (CRB), or; • Two inches of AC placed over three inches of asphalt treated base (ATB). The AC, ATB and CRB materials should conform to WSDOT specifications. Heavier truck-traffic areas generally require thicker pavement sections depending on site usage, pavement life expectancy, and site traffic. ESNW can provide appropriate pavement section design recommendations for truck traffic areas and the City of Bremerton right-of-way improvements, as necessary. Additionally, the City of Bremerton Road Standards may supersede the recommendations provided in this report. Rockeries and Modular Block Walls We anticipate that rockeries or modular block walls may be utilized at this site. In our opinion, the use of rockeries or modular block walls at this site is feasible from a geotechnical standpoint. Rockeries or modular block walls over four feet in exposed height will require an engineered design. ESNW can provide engineered rockery and modular block wall designs, upon request. At a minimum, ESNW should review the final wall locations and heights, as necessary. Foundations Based on the results of our study, the proposed residential buildings can be supported on conventional spread and continuous footings bearing on competent native soil or structural fill. Where native soils are present, we anticipate that competent native soil suitable for support of foundations will be exposed at depths of approximately 2 to 3 feet. Where loose or unsuitable Earth Solutions NW,LLC East Park, LLC ES-0125 c/o C.C. Edwards Construction Company, Inc. Page 9 July 7, 2005 native or existing fill soil conditions are exposed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with structural fill, may be necessary. Foundations bearing on competent native soil or structural fill should be designed using an allowable soil bearing capacity of two thousand five hundred (2,500) psf. For short term wind and seismic loading, a one-third increase in the allowable soil bearing capacity can be assumed. With structural loading as expected, total settlement in the range of one inch is anticipated, with differential settlement of approximately three-quarters of an inch. The majority of the settlements should occur during construction, as dead loads are applied. Passive resistance and friction acting on the foundations can be assumed for purposes of calculating resistance to lateral loading. Assuming the foundations are backfilled with structural fill, passive resistance can be calculated using an equivalent fluid with a unit weight of three hundred fifty (350) pounds per cubic foot (pcf). For calculating friction, a coefficient of 0.40 should be used. A factor-of-safety of 1.5 has been applied to these passive resistance values. Foundation Setbacks Steeply descending slopes border the western site boundary. The site layout was being developed at the time of this report. However, we anticipate that single-family residences will possibly be constructed near the top of these slopes. For preliminary design considerations, in our opinion, a minimum building setback of twenty-five (25) feet should be maintained from the top of the slopes bordering the western site boundary. In our opinion, based on the soil conditions encountered during our fieldwork and our understanding or the proposed project, a minimum building setback of twenty-five (25) feet will not adversely impact the stability of the existing slopes. ESNW should review the site layout to verify that adequate setbacks are used, and to provide additional recommendations, as necessary. Slab-On-Grade Floors Slab-on-grade floors for the proposed buildings should be supported on a firm and unyielding subgrade consisting of competent native soil or structural fill. Unstable or yielding areas of the subgrade should be recompacted or overexcavated and replaced with suitable structural fill prior to construction of the slab. A capillary break consisting of a minimum of four inches of free draining crushed rock or gravel should be placed below the slab. The free draining material should have a fines content of 5 percent or less (percent passing the #200 sieve, based on the minus three-quarter inch fraction). In areas where slab moisture is undesirable, installation of a vapor barrier below the slab should be considered. Earth Solutions NW,LLC East Park, LLC ES-0125 c/o C.C. Edwards Construction Company, Inc. Page 10 July 7, 2005 Retaining Walls Retaining walls should be designed to resist earth pressures and any applicable surcharge loads. For design, the following parameters can be assumed for retaining wall design: • Active Earth Pressure (Yielding Wall) 35 pcf (equivalent fluid) • At-Rest Earth Pressure (Restrained Wall) 50 pcf • Traffic Surcharge (Passenger Vehicles) 70 psf (rectangular distribution) • Passive Resistance 350 pcf(equivalent fluid) • Coefficient of Friction 0.40 Additional surcharge loading from foundations, sloped backfill, or other loading should be included in the retaining wall design, as appropriate. Drainage should be provided behind retaining walls such that hydrostatic pressures do not develop. If drainage is not provided, hydrostatic pressures should be included in the wall design, as appropriate. ESNW should review retaining wall designs to verifythat appropriate earth pressure valueslues have been incorporated into the design, and to provide additional recommendations, as necessary. Retaining walls should be backfilled with free draining material that extends along the height of the wall, and a distance of at least eighteen (18) inches behind the wall. The upper one foot of the wall backfill can consist of a less permeable (surface seal) soil, if desired. A rigid, perforated drain pipe should be placed along the base of the wall, and connected to an appropriate discharge location. Drainage Groundwater seepage was not observed at the time of our fieldwork (June 9, 2005). However, the presence of perched groundwater seepage may be encountered in the deeper site and utility excavations. Temporary measures to control groundwater seepage and surface water runoff during construction would likely involve interceptor trenches and sumps, as necessary. In our opinion, perimeter drains should be installed at or near the invert of the building footings. A typical footing drain detail is provided on Plate 3 of this report. Preliminary Infiltration Evaluation As previously discussed, the sandy loam soils that were predominantly encountered at the test sites have a relatively slow infiltration rate. Extensive deposits of sand and gravel outwash soils that are typically conducive to infiltration were not encountered at the test sites. However, for preliminary design purposes, we have provided the following assessment of infiltration rates for the site soils. Earth Solutions NW,LLC East Park, LLC ES-0125 do C.C. Edwards Construction Company, Inc. Page 11 July 7, 2005 As part of our report preparation, we evaluated the site soils for the potential to infiltrate stormwater runoff. We collected representative samples of site soils at various depths and performed textural analyses to assess the potential infiltration capacity and rates for design. The textural classifications were performed in accordance with the USDA sieve method. Based on the results of our textural analyses, the site soils consist primarily of sandy loam and isolated areas of fine sand (USDA Classification). Ultimate infiltration rates for these soils are provided in Table 6.3 of the Pierce County Stormwater Management and Site Development Manual. These rates are provided below: USDA Classification Ultimate Infiltration Rate Sandy Loam 30 min. / inch Fine Sand 15 min. / inch For design, the above ultimate infiltration rates should be increased by a factor of two (2) for design. If necessary, further evaluation of infiltration feasibility can be performed during mass grading of the site, when soil conditions throughout a large portion of the site will be exposed. Seismic Considerations The 2003 International Building Code specifies several soil profiles that are used as a basis for seismic design of structures. Based on the soil conditions observed at the test sites, Site Class C, from table 1615.1.1, should be used for design. In our opinion, liquefaction susceptibility at this site is low. The relative density of the site soils and the lack of a uniform, shallow groundwater table is the primary basis for this designation. LIMITATIONS The recommendations and conclusions provided in this geotechnical engineering study are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test sites may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical engineering study if variations are encountered. Additional Services ESNW should have an opportunity to review the final design with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services during construction. Earth Solutions NW,LLC •,. I „ ,,1 '='• —-4,'," BAINBRIDG ,k; ...,,, ITI42, II? '''-1 . 1 , ,..,,,,,,,,,„ \t,L_ --''',/ ISLAND2..-->"°' , , 1 IV; ic" >,' , -- HR !RUCKI TN„c,,,, • um.,,,,<,.., \ a / Ci-T! / RE-E-!-----, 'T-T). ..','; _,A.!1_,I4J:k.TRI--Y4--P----0)':--T. - '' • RI) ' \--- . t ; ..!' ,TS'ERT,d.!"R •'To ! 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Reference: 000"""Illk NW I-1-C . ' ' '' '"i! 1:49rl;rijieCntC1C'eriMonitoring Pacific Northwest . . _ - . - -... . -,... . .. . Map 174 Vicinity Map By Thomas Brothers Maps • Dated 2005 East Park Bremerton, Washington NOTE:This plate may contain areas of color.ESNW cannot be Drwn. GLS Date June 2005 Proj. No. 0125 responsible for any subsequent misinterpretation of the information Checked SSR Date 6/21/05 Plate 1 resulting from black&white reproductions of this plate. , I Ll- L W Z O O O O O W o o O O • O -• C7 w o W • I N I _ _ IO —■— O � I L I, I 73I o v I —■— is I! . 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CO x' r " Solutions '" East Park Q Q NW LL( � &Construction Monitoring 01 r ,ronmenta,Sciences Bremerton, Washington t '! 1 1 ' . • .*. a r a fi • .......... ..... ............... ....... ............... ....... g` a Slope . �� :::iir:(Mu-I ); 0 4 ti•ti•ti.ti.:1 '' ••••r•r•r.r.r•r 1 • ti■ti■ti ti•..F. * * ti* :- -.r:r ..* '.1tin ti'.ati'• 2" (Min.) Perforated Rigid Drain Pipe (Surround with 1" Rock) NOTES: • Do NOT tie roof downspouts to Footing Drain. SCHEMATIC ONLY-NOT OT SCALE • Surface Seal to consist of. NOTA CONSTRUCTION DRAWING 12"of less permeable, suitable soil. Slope away from building. i I LEGEND: Surface Seal; native soil or other low permeability material. v Earth ' [..:-.,,47:„"-,-t lutions N1NLLc 'rtcfp.ti: Solutions 1 .r•r•r•r•r L•'.•'L•'••5,• 1" Drain Rock 3t 3'.taeririg,Construction Monitoring ■r•r■r•r•r NW��e � �rot�mental Sciences FOOTING DRAIN DETAIL East Park Bremerton, Washington Drwn. GLS Date July 2005 Proj. No. 0125 Checked SSR Date 7/6/05 Plate 3 T APPENDIX A SUBSURFACE EXPLORATION ES-0125 The subsurface conditions at the site were explored by excavating twenty-four (24) test pits. The approximate test pit locations are illustrated on Plate 2 of this report. The test pit logs are provided in this Appendix. The subsurface exploration was completed in June 2005. The test pits were excavated to a maximum depth of thirteen (13) feet below existing grades. Logs of the test pits excavated by ESNW are presented in Appendix A. The final logs represent the interpretations of the field logs and the results of laboratory analyses. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Solutions NW,LLC i Earth Solutions NWLLC SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS CLEAN '/� 'e. WELL-GRADED GRAVELS,GRAVEL- GRAVEL GRAVELS • b'• b GW SAND MIXTURES,LITTLE OR NO AND li•4 FINES GRAVELLY . Cf O.0,Qa POORLY-GRADED GRAVELS, SOILS (LITTLE OR NO FINES) 10 DOo 0/ GP GRAVEL-SAND MIXTURES,LITTLE O Q oO S OR NO FINES COARSE - ,+' 0 GRAINED GRAVELS WITH ; ' 1°� SILTY GRAVELS,GRAVEL-SAND- SOILS MORE THAN 50% FINES a� .Ia GM SILT MIXTURES OF COARSE i FRACTION ?' 1-�, RETAINED ON NO. �r�4��,�. 4 SIEVE (APPRECIABLE , I�� �� GC CLAYEY GRAVELS,GRAVEL-SAND- AMOUNT OF FINES) jj�I`,��'�'� CLAY MIXTURES CLEAN SANDS SW WELL-GRADED SANDS,GRAVELLY MORE THAN 50% SAND SANDS,LITTLE OR NO FINES OF MATERIAL IS AND LARGER THAN SANDY POORLY-GRADED SANDS, SI NO. SIEVE SOILS LITTLE OR NO FINES) SP GRAVELLY SAND,LITTLE OR NO SIZE ( FINES SANDS WITH .SM SILTY SANDS,SAND-SILT MORE THAN 50% FINES MIXTURES OF COARSE FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE .SC CLAYEY SANDS,SAND-CLAY AMOUNT OF FINES) MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS,ROCK FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS INORGANIC CLAYS OF LOW TO FINELIQUID LIMIT MEDIUM PLASTICITY,GRAVELLY AND LESS THAN 50 CL CLAYS,SANDY CLAYS,SILTY GRAINED CLAYS CLAYS,LEAN CLAYS SOILS _ _ _-_ OL ORGANIC SILTS AND ORGANIC — - SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% INORGANIC SILTS,MICACEOUS OR OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR SMALLER THAN SILTY SOILS NO.200 SIEVE SIZE SILTS AND LIQUID LIMIT . INORGANIC CLAYS OF HIGH CLAYS GREATER THAN 50 CH PLASTICITY te OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,ORGANIC SILTS unevevegorsINA 'n^''vw`^r`^"v.n 1, HIGHLY ORGANIC SOILS ` i. `t,' L!, pT PEAT,HUMUS,SWAMP SOILS WITH HIGH ORGANIC CONTENTS DUAL SYMBOLS are used to indicate borderline soil classifications. The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. Earth Solutions NW,LLC TEST PIT NUMBER TP-1 Earth 2603 151st PI. NE PAGE 1 OF 1 ISO I utio n Redmond,WA 98052 AibVU L Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co., Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 420' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION --- LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION -- NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATION -- a. 0 (6 a 0° TESTS Q a 0 MATERIAL DESCRIPTION w�- a? vi g Z D (7 0 Brown silty SAND with gravel,medium dense,moist • SM :• 3.0 Brown silty SAND with gravel,dense,moist MC=10% -slightly cemented 5 SM -decrease in silt content MC=10% '.7.0 Test pit terminated at 7.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 7.0 feet. O C7 y C7 a C7 N WSJ Jq LL x Earth Solutions NW,LLC TEST PIT NUMBER TP-2 Earth 2603151st PI.NE PAGE 1 OF 1 1So I ut14)n Redmond,WA 98052 NWCCC Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 420' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION --- LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATION — w d U ci I-- w TESTS o 0 MATERIAL DESCRIPTION QZ 0 cn 0 •�•�•�• Brown silty SAND,loose to medium dense,moist(Possible Fill) iii•• SM ••••••�• • ••• - MC=12% iii Fines=21% •••••••2.5 Brown silty SAND with gravel,dense,moist -slightly cemented 5 SM -becomes gray MC=9% 6.0 Test pit terminated at 6.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 6.0 feet. vi N CO ft Earth Solutions NW,LLC TEST PIT NUMBER TP-3 Earth 2603 151st Pi.NE PAGE 1 OF 1 , So,I�u!fIiO n " Redmond,WA 98052 I�WLI E Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 425' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATION — w • 0 v ui a.Ew m TESTS v0i a.O MATERIAL DESCRIPTION — o � o z C7 0 Brown silty SAND,loose to medium dense,moist SM Brown silty SAND with gravel,dense,moist SM 5.0 -refusal on very dense till 5 MC–80/0 Test pit terminated at 5.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 5.0 feet. I- N (.5 F Z C7 a N O J J 5 a I- x m co Earth Solutions NW,LLC TEST PIT NUMBER TP-4 Earth 2603 151st PI.NE Solution Redmond,WA 98052 PAGE 1 OF 1 NWIl-c. Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 415' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION --- LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION --- NOTES Depth of Topsoil&Sod 3":field grass AFTER EXCAVATION — w a ui x w g TESTS 0 O MATERIAL DESCRIPTION o_D z c� 0 Brown silty SAND with gravel,medium dense,moist SM :' '{1.5 Grayish brown silty SAND with gravel,dense,moist - - MC=8% -slightly cemented SM 5 MC=9% ••'••••..• - - Test pit terminated at 7.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 7.0 feet. N 0 Co tti I J ll1 IL1 Earth Solutions NW,LLC TEST PIT NUMBER TP-5 • Earth 2603 151st PI.NE Solution Redmond,WA 98052 PAGE 1 OF 1 • WILL Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co., Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 405' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATION w 03 a+ TESTS O MATERIAL DESCRIPTION 2z 0 •0 Brown silty SAND with gravel, loose to medium dense,moist SM :' 1.5 Brown silty SAND with gravel,dense,moist - - - - MC=9% -slightly cemented -becomes gray 5 SM ;.• :.. 10 MC=9% _ _ .13.0 Test pit terminated at 13.0 feet below existing grade. No groundwater encountered during a excavation. Bottom of test pit at 13.0 feet. a a CA 0 0 c� Co O J x m 0 Earth Solutions NW,LLC TEST PIT NUMBER TP-6 Ea Pth 2603 151st Pi.NE PAGE 1 OF 1 'So 1 utiio n Redmond,WA 98052 Wilk Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 390' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATION -- w }� U t— wL TESTS N p 0 MATERIAL DESCRIPTION 0_ �z a cn 0 •;•;• Brown silty SAND with gravel,loose,moist(Possible Fill) .;00. • - - SM •:•:•: _ _ •'•'••2.0 Gray silty SAND,dense,moist _ _ MC=7% Fines=18% • •�.': 5 . -trace gravel SM MC=6% _ 9.0 Test pit terminated at 9.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 9.0 feet. N O WSJ x Earth Solutions NW,LLC TEST PIT NUMBER TP4 Earth 2603 151st PI.NE PAGE 1 OF 1 'So Iution_ Redmond,WA 98052 Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 370' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION -- NOTES Depth of Topsoil&Sod 6":blackberry brambles AFTER EXCAVATION w o- U v7 • a. 00 TESTS U a 00 MATERIAL DESCRIPTION o 2 z 0 0 •••••$. Brown silty SAND with gravel,medium dense,moist(Possible Fill) • ii. ..• 4��•� •.•••• • - - ••••••••• • •• •.0. - - iii• •••••• - - MC=11% ••%%• ••••••• 5S M ..... O•O O.O•• .4.. ••••••• .•. •.s�.... p;•;•; -decrease in silt content •4..+ •.. •4•.... •000 -slight caving .• i�i�i• ••%%• 10 •••••••10.0 Brown poorly graded SAND with silt and gravel,dense,moist SP- - - SM -contains cobbles MC=7% ••• • ;12.0 Test pit terminated at 12.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 12.0 feet. 8 a 0 r vi U N N O J a. t- x m w C7 Earth Solutions NW, LLC TEST PIT NUMBER TP-8 Earth 2603 151st PI.NE Solution Redmond,WA 98052 PAGE 1 OF 1 NWLLt Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 380' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil&Sod 2":field grass AFTER EXCAVATION — La }� U F- TESTS co O MATERIAL DESCRIPTION o Qz O 0 Brown silty SAND with gravel,medium dense,moist -contains cobbles -decrease in gravel content -dense _ _ MC=10% Fines=17% ` 5 SM :. MC=6% 10 Test pit terminated at 10.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 10.0 feet. LI C7 r Earth Solutions NW,LLC TEST PIT NUMBER TP-9 Earth 2603 151st PI.NE PAGE 1 OF 1 !So I utio n Redmond,WA 98052 • A WUt Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 360' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION -- NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATION — w a. F-gg w m TESTS U a 0 MATERIAL DESCRIPTION w-- a� ? �S o 2z 0 •;•••;• Brown silty SAND with gravel,loose to medium dense,moist(Fill) i T Earth Solutions NW,LLC TEST PIT NUMBER TP-10 Earth 2603 151st PI.NE PAGE 1 OF 1 `elution Redmond,WA 98052 NWr,c Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 345' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION --- NOTES Depth of Topsoil&Sod 8":field grass AFTER EXCAVATION — w >. v u? _ a-a" TESTS °O MATERIAL DESCRIPTION ui cl 2 0 p•;•;• Brown silty SAND,loose,moist(Fill) ••m. 000 - - ••.•••• SM •••••• •••�•• •00• •••••++3.0 - - Brown silty SAND,medium dense,moist,trace gravel 5 MC=9% Fines=16% " -dense SM -slightly cemented MC=8% Test pit terminated at 9.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 9.0 feet. N ' J Earth Solutions NW,LLC TEST PIT NUMBER TP-11 Earth 2603 151st PI.NE PAGE 1 OF 1 Solution_ Redmond,WA 98052 11(W,,c Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 350' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION --- NOTES Depth of Topsoil&Sod 6":field grass AFTER EXCAVATION — w o_ U vi •m TESTS v aq O MATERIAL DESCRIPTION ¢ ov 2 0 0 V) 0 Brown silty SAND with gravel,loose to medium dense,moist - - MC=9% -dense 5 -becomes gray SM 10 MC=7% 12.0 - - Test pit terminated at 12.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 12.0 feet. 0 0 N F 0 Z_ 0 a N N 0 J x CO C7 Earth Solutions NW,LLC TEST PIT NUMBER TP-12 Earth 2603 151st Pi.NE PAGE 1 OF 1 solution Redmond,WA 98052 "VI-1-4- Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co., Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 360' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATIONa. -- w aiU g TESTS MATERIAL DESCRIPTION 2 D 0 0 ••• •�• Brown silty SAND with gravel,loose,moist(Fill) SM •,•.:::� -trace construction debris Brown silty SAND with gravel,medium dense,moist -becomes gray MC=9% -dense -slightly cemented - - MC=9% ..8.5 Test pit terminated at 8.5 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 8.5 feet. o_ a ui JJ Earth Solutions NW,LLC TEST PIT NUMBER TP-13 Earth 2603 151st PI,NE PAGE 1 OF 1 ISO I uha n Redmond,WA 98052 I1f Wilt Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 370' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION -- NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATION — w wui MATERIAL DESCRIPTION CL- TESTS N g O o 2z c� U) 0 Brown silty SAND with gravel,medium dense,moist - MC=9% Fines=15% -dense -slightly cemented 5 - - SM -decrease in gravel 10 MC=10% Fines=21% Test pit terminated at 12.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 12.0 feet. O. JJ CO w Earth Solutions NW,LLC TEST PIT NUMBER TP-14 'Solution 2603 151st PI.NE PAGE 1 OF 1 Solution Redmond,WA 98052 Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 385' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATIONa. — w fir U w g TESTS °i O MATERIAL DESCRIPTION Q Z 0 0 Brown silty SAND with gravel,medium dense,moist -becomes gray -dense - - MC=9% SM 5 MC=10% _ _ 8.0 Test pit terminated at 8.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 8.0 feet. C7 a_ a 0 N WSJ F- en m C9 Earth Solutions NW,LLC TEST PIT NUMBER TP-15 Earth 2603 151st PI.NE Solution Redmond,WA 98052 PAGE 1 OF 1 , AIWL14- Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 395' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION -- NOTES Depth of Topsoil&Sod 3":field grass AFTER EXCAVATION — w af a TESTS a J MATERIAL DESCRIPTION a gz c7 co 0 Brown silty SAND,medium dense,moist -trace gravel MC=8% - - Fines=15% • : -dense -slightly cemented 5 SM . MC=8% 10 :'..,.':'10.0 Test pit terminated at 10.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 10.0 feet. vi n. N O m Earth Solutions NW,LLC TEST PIT NUMBER TP-16 Earth 2603 151st PI.NE PAGE 1 OF 1 iso I utio n Redmond,WA 98052 NW"( Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 405' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATION -- w °- U ui _ a TESTS J MATERIAL DESCRIPTION 0 QZ 0 0 Brown silty SAND with gravel,medium dense,moist -decrease in gravel content MC=11% :••• - - Fines=17% -dense -becomes gray 5 - - SM 10 MC=9% _ _ :' 12.0 Test pit terminated at 12.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 12.0 feet. 0 U' vi z a. a CN CN O J i m qa Earth Solutions NW,LLC TEST PIT NUMBER TP-17 Earth 2603 151st PI.NE Solution Redmond,WA 98052 PAGE 1 OF 1 - NW1it Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 400' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION --- LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION --- NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATION --- w _ F •uc 6 j g TESTS Va O MATERIAL DESCRIPTION ov o_� vi gJ 2 0 •A+ Brown silty SAND with gravel, loose to medium dense,moist(Fill) SM _ _ •00'•_1.0 Brown silty SAND with gravel, medium dense,moist - MC=14% : . : -dense -slightly cemented 5 SM 10 • 10.5 -decrease in silt content Brown poorly graded SAND with silt,dense,moist - SP- MC=8% SM •` _ .`'• `{12.0 Test pit terminated at 12.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 12.0 feet. N C7 E, m w , Earth Solutions NW,LLC TEST PIT NUMBER TP-18 Earth 2603 151st PI.NE Solution• fu� - Redmond,WA 98052 PAGE 1 OF 1 NTf,11. Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co., Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 390' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION -- NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATION — w o}}- = F—W V) 2 w cg ? TESTS p MATERIAL DESCRIPTION 2 U) 0 Brown silty SAND with gravel,medium dense,moist _ SM , 3.5 _ _ MC=12% Gray poorly graded fine to medium SAND with silt,medium dense,moist Fines=10% • 5 SP- •` - SM .,'. MC=14% •• 10 :',•••..10.0 Test pit terminated at 10.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 10.0 feet. 0 0 vi N SWJ m • Earth Solutions NW,LLC TEST PIT NUMBER TP-19 Wirth 2603151st PI.NE PAGE 1 OF 1 Solution Redmond,WA 98052 • Wilt Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 380' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION -- NOTES Depth of Topsoil&Sod 6":field grass AFTER EXCAVATION -- w EU F- 05 iK TESTS Q O MATERIAL DESCRIPTION o a-� Z 0 .44* Brown silty SAND,loose, moist(Fill) - - SM ••i'ii iii. 00� - - 2.0 Brown silty SAND,medium dense,moist '•. 5 MC=15% SM -becomes gray MC=12% 10 Fines=15% • 10.0 Test pit terminated at 10.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 10.0 feet. 0 C 9 - C9 a. CO 111 , Earth Solutions NW, LLC TEST PIT NUMBER TP-20 Earth 2603151st PI.NE So I utlo n- Redmond,WA 98052 PAGE 1 OF 1 IVWttc. Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 365' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil&Sod 6":field grass AFTER EXCAVATION — u r = FW U I— E g TESTS p MATERIAL DESCRIPTION 0 2i D (7 rn 0 •p••; Brown silty SAND with gravel,medium dense,moist(Fill) 000 SM �•���� •••••• -trace debris ••• • O•••••2.5 : `;: Gray silty SAND,medium dense,moist _ _ MC=14% - -trace gravel Fines=30% 5 SM �. -dense - 9.0 Gray SILT,dense,moist 10 ML MC=24% _ _ 11.0 Test pit terminated at 11.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 11.0 feet. 8 y F- Z 0 a 0 C N 0 J x C L Earth Solutions NW,LLC TEST PIT NUMBER TP-21 Earth 2603151st PI.NE Solution Redmond,WA 98052 PAGE 1 OF 1 • NW' Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co., Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 350' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil&Sod 6":field grass AFTER EXCAVATION — w }� U og TESTS O MATERIAL DESCRIPTION a � ui0 ***;* Brown silty SAND with gravel,loose to medium dense,moist(Fill) .,.�•O SMO:❖• •••••• -occasional rubble - - ••••O •iii 2.5 Brown silty SAND,medium dense,moist - - MC=14% SM 5 _ _ MC=7% Brown poorly graded SAND,medium dense,moist Fines=4% SP 10 MC=5% 12.0 Test pit terminated at 12.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 12.0 feet. a O N N C a O U) z Z_ a a 0 N O J JJ a m J W 2 W C7 Earth Solutions NW,LLC TEST PIT NUMBER TP-22 rjh 2603151st PI.NE Solution Redmond,WA 98052 PAGE 1 OF 1 NW' Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 260' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATION — w W V• _U oa j TESTS j MATERIAL DESCRIPTION Z t7 0 Brown silty SAND with gravel,medium dense,moist MC=14% - - SM :. MC=9% Fines=15% 10 : •:,:;. MC=10% _ _ _ 12.0 Test pit terminated at 12.0 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 12.0 feet. 0 0 � I 'a t7 N Earth Solutions NW,LLC TEST PIT NUMBER TP-23 Earth 2603 151st PI.NE PAGE 1 OF 1 Solution Redmond,WA 98052 u� Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 295' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION -- NOTES Depth of Topsoil&Sod 4":field grass AFTER EXCAVATION -- w °- fv ui a w°° TESTS U• °-O MATERIAL DESCRIPTION 2z D 0 CO0 Brown silty SAND with gravel,medium dense,moist - - - MC=6% SM 5 -dense,becomes gray Z. 8.0 Gray poorly graded SAND with silt,medium dense,moist 10 SP- SM MC=5% • 12.0 Test pit terminated at 12.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 12.0 feet. R Vl F- Z a. tri C9 N O J a I to to w z w Earth Solutions NW,LLC TEST PIT NUMBER TP-24 Earth 2603151st PI.NE Solution Redmond,WA 98052 PAGE 1 OF 1 MW,1c_ Telephone: 4252843300 Fax: 4252842855 CLIENT CC Edwards Construction Co., Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 6/9/05 COMPLETED 6/9/05 GROUND ELEVATION 310' TEST PIT SIZE EXCAVATION CONTRACTOR RV Associates GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil&Sod 3":field grass AFTER EXCAVATION -- w a >-O U •W M TESTS ai ct.p MATERIAL DESCRIPTION 0- Q Z C7 0 v.* Brown silty SAND with gravel,medium dense,moist(Fill) ••� - - SM ••••• •• ••• •����� ♦•♦ 2.0 Brown silty SAND,medium dense,moist • -trace gravel -dense 5 MC=8% -becomes gray Fines=17% - - SM • 10 MC=8% - - `. 12.0 Test pit terminated at 12.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 12.0 feet. f0 O N - 111 Ul APPENDIX B LABORATORY TEST RESULTS ES-0125 Earth Solutions NW,LLC Earth Solutions NW, LLC GRAIN SIZE DISTRIBUTION Earth 2603 151st Place N.E. - , (Solution- Redmond,WA 98052 NWra.c• Telephone: (425)284-3300 Fax: (425)284-2855 CLIENT C.C. Edwards PROJECT NAME East Park PROJECT NUMBER ES-125 PROJECT LOCATION Bremerton U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 ' . 1/23/8 3 4 6 810 1416 20 30 40 50 60 100 140 200 100 I II i t II I I I I 95 \„ 85 O 80 _ \4IIII 75 y \ 65 - _ O 60 •.; >- 55 l Z50 t I- 45 - . z w o• 40 - . w n 35 30 - + - 25 \ 0 20 15 . - - 10 5 0 . 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Classification LL PL PI Cc Cu ,,, • TP-2 2.0ft. Brown silty SAND,SM I TP-6 4.0ft. Gray silty SAND,SM za la A TP-8 4.0ft. Gray silty SAND,SM 3 * TP-10 5.0ft. Gray silty SAND, SM O TP-13 3.0ft. Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • TP-2 2.0ft. 19 0.405 0.134 13.4 65.4 21.2 ch m TP-6 4.0ft. 19 0.446 0.166 11.7 70.6 17.7 w ♦ TP-8 4.0ft. 19 0.525 0.164 12.7 70.4 16.8 N Z * TP-10 5.0ft. 19 0.517 0.127 13.2 70.9 15.9 g ® TP-13 3.0ft. 37.5 0.746 0.188 22.6 62.4 15.0 Earth Solutions NW, LLC Earth 2603 151st Place N.E. GRAIN SIZE DISTRIBUTION 1SOAIw11tIOrl. Redmond,WA 98052 ISI Iit Telephone: (425)284-3300 Fax: (425)284-2855 CLIENT C.C. Edwards PROJECT NAME East Park PROJECT NUMBER ES-125 PROJECT LOCATION Bremerton U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 5 1 1/2 • 3 , 6 810 1416 20 30 40 50 60 100 140 200 100 I Ite 11 I I I 95 149111190 III ,.Na5 It ao 75 114 70 1— 65 60 iii m 55 I ' i w 50 z u.- 1— 45 z w 40 w 0 35 Ii 30 2520 I 15 I 1 1.ST2 l i I 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Classification LL PL PI Cc Cu . • TP-13 12.0ft. Gray silty SAND, SM 0 I TP-15 3.0ft. Gray silty SAND, SM 8 ♦ TP-16 3.0ft. Gray silty SAND, SM 3 * TP-18 4.0ft. Gray poorly graded SAND with silt,SP-SM 1.43 3.36 S' O TP-19 10.0ft. Gray silty SAND, SM El Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • TP-13 12.0ft. 19 0.321 0.151 6.5 72.5 21.0 th I TP-15 3.0ft. 19 0.505 0.18 11.1 74.2 14.7 W • TP-16 3.0ft. 37.5 1.53 0.195 25.5 57.4 17.1 N Z * TP-18 4.0ft. 4.75 0.25 0.163 0.0 89.8 10.2 - g O TP-19 10.0ft. 9.5 0.342 0.185 0.4 84.4 15.2 Earth Solutions NW,LLC GRAIN SIZE DISTRIBUTION Earth 2603 151st Place N.E. _ I JLJJ4)f1 Redmond,WA 98052 MV,ic. Telephone: (425)284-3300 Fax: (425)284-2855 CLIENT C.C. Edwards PROJECT NAME East Park PROJECT NUMBER ES-125 PROJECT LOCATION Bremerton U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS 1 HYDROMETER 6 4 3 2 ' 1 1/23/8 3 4 6 810 1416 20 30 40 50 60 100 140 200 100 1 I H I - I I fl I I I I 95 - 85 - 80 . _ - . - - 75 H 65 >- 55 m r:G \ w 50 . . z i I-- 45 z w ° 40 w a. 35 30 . 25 20 15 10 - ' 5 . 0 r 100 10 1 - 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Classification LL PL PI Cc Cu , • TP-20 4.0ft. Gray silty SAND, SM 0 N I TP-21 7.0ft. Brown poorly graded SAND,SP 0.67 4.85 8 ♦ TP-22 9.0ft. Gray silty SAND,SM * TP-24 5.0ft. Gray silty SAND,SM 0) il Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • TP-20 4.0ft. 37.5 0.299 0.077 13.8 56.7 29.5 I TP-21 7.0ft. 19 0.815 0.303 0.168 7.6 88.5 4.0 W ♦ TP-22 9.0ft. 19 0.485 0.183 13.0 72.3 14.7 N Z * TP-24 5.0ft. 19 0.344 0.154 8.5 74.1 17.4 0 REPORT DISTRIBUTION ES-0125 1 Copy East Park, LLC 1601 — 114th Avenue Southeast Bellevue, Washington 98004 Attn: Mr. Jack Willing 2 Copies C.C. Edwards Construction Company, Inc. P.O. Box 1600 Orting, Washington 98360 Attn. Mr. Jim Holland 1 Copy West Sound Engineering, Inc. 217 Wilkins Drive Southwest Port Orchard, Washington 98366 Attn. Mr. Craig Baldwin Earth Solutions NW,LLC `. Earth • .Solutions NW May 21, 2006 Earth Solutions NVQ LLL ES-0125.02 •Geotechnical Engineering •Construction Monitoring •Environmental Sciences East Park, LLC 1601 — 114th Avenue Southeast Suite 110 Bellevue, Washington 98004 Attention: Mr. Jack Willing Subject: Geotechnical Assessment Slope Setbacks East Park Bremerton, Washington Reference: Mithun Architects Preliminary Plat Layout East Park, Bremerton Dated April 7, 2006 Earth Solutions NW, LLC Geotechnical Engineering Study ES-0125, dated July 7, 2005 Dear Mr. Willing: Earth Solutions NW (ESNW) has prepared this assessment of the slope areas bordering the proposed residential development along the west side of the property. The purpose of this assessment was to evaluate the building lot layout and siting of the residential structures relative to the existing slope areas. As part of preparing this assessment, the undersigned visited the East Park property on April 28, 2006 to observe the slope areas. Alan Biggs of West Sound Engineering and Dick Bruskrud of Mithun Partners were also onsite during the site visit, and assisted in the site walk and assessment of the slope areas. 2881 152nd Avenue NE • Redmond,WA 98052 •(425)284-3300 • FAX(425)284-2855 •Toll Free(866)336-8710 East Park, LLC ES-0125.02 May 21, 2006 Page 2 Site History The East Park property was previously developed with residential structures and related roadway infrastructure associated with a U.S. Navy housing complex. The current topography throughout the proposed development areas reflects historic grading activities that were completed for the previous development. In general, the prior grading consisted of a series of cuts and shallow fills, resulting in a terraced topography that gradually descends to the south. Relatively recent subsurface exploration performed at the site identifies glacial till deposits throughout the majority of the site. This deposit can generally be characterized as non-sorted silt, sand and gravel deposits in a compact or dense condition at depth. Areas of fill associated were also encountered. The fill soils were consistent with the activities . prior grading . with native soil deposits, and were likely generated onsite from cuts associated with prior grading activities. Slope Areas The slope areas of the site were observed with respect to the anticipated future siting of the proposed residential structures. The attached Slope Exhibit was utilized during our site visit to identify areas where further geotechnical assessment was needed. In general, the slope areas along the westerly margins of the development areas were observed to be stable. Based on past grading associated with the previous Navy housing, the slopes appear to have been relatively unaltered since that original construction. Fill areas associated with the previous grading activity are present at some locations along the top of the slope. These areas were observed for signs of instability or past slide activity. The fill areas were also probed with a steel rod along the base and at the top of the fill. In general, the fill areas exhibit good stability and are generally in a dense or compact condition. Areas of severe erosion or indications of soil creep were not observed along the slopes. Based on our observations, the slopes along the west side of the development can be characterized as stable. With respect to the proposed residential development, several of the building sites may be located as close as ten feet to the top of areas currently designated as 40 percent slope. In our opinion, these building sites are feasible from a geotechnical standpoint for the following reasons: • The slope areas have demonstrated a history of good stability, and were observed to be stable during our April 28, 2006 site visit. • The proposed grading of the building sites that will be located along the top of the slope will not include filling and added weight along the top of the slope. Earth Solutions NW,LLC - East Park, LLC ES-0125.02 May 21, 2006 Page 3 • The proposed construction will incorporate daylight basements requiring some cuts along the top of slope, effectively unloading and reducing the weight along the slope. Conclusions Based on our observations and review of the attached Slope Exhibit, the proposed building layout with respect to the slope areas is feasible from a geotechnical standpoint. In addition to the west slopes, we also observed an area of slope along the southeast of the site. These areas were also observed to be stable. The referenced geotechnical engineering study specified a twenty-five foot preliminary setback from the slope areas. However, based on further assessment and review of the attached Slope Exhibit, the building sites that require a minimum ten foot setback from the top of the existing slope are feasible from a geotechnical standpoint. Additional assessment of the slope areas, the proposed daylight basement construction, and the minimal fill placement proposed along the slope is the basis for this conclusion. The geotechnical engineer should observe the site grading and foundation subgrade areas during construction to verify soil conditions. Supplement recommendations may be made by the geotechnical engineer during construction, as appropriate. We trust this geotechnical assessment meets your current needs. If you have any questions, or if additional information is required, please call. Sincerely, EARTH SOLUTIONS NW, LLC T .4#'' 1- .•Al 'C.) '4' Slim ,,—,,,.._ s ...4 de , , ,-*„,_ -e...", 0.. - 14....-•-o may, �.>y t() , '' 'eV. t Raymond A. Coglas, P.E. iyAL Principal Attachment : Slope Exhibit Cc: Mithun Architects Attn. Mr. Dick Bruskrud West Sound Engineering, Inc. Attn. Mr. Alan Biggs Earth Solutions NW,LLC Ij S V O v.a w A v+ C • tig y T 3 3 --i 2. • . S C • r� . ;" it, v >33a " L.T ' ww _n n e+ � � - a '"1,- 4,i.iitc.i.k.1",.--,,=:;•-•,- CdL1 -14 • f N �® � � , ,off ,���. � � 1, 1.��f�. 1.,,. __,,, ,-ta, ,1 il.-. i„. p� '�� s�� �� • � VI Vf LA ,! A Di 1 1 O O O +• \ '''1['(:)-1 t ,0 Di a i m l j`o-,� 1 1 m w m ` -� os •�ii ' I'❑ E, F� t gild �, wp .Y40' .. M �� SII _ - ,` E sr ., i r 1 .p rpt 1 i , /.1_ I J I ...Ato , .� L �� r ,.. • • I ' Rill iii1 ilA 1.){ir f_.— ay; c' 1V ( I ., : ',. s g T. otOVo�Pw a ▪ 23E7,'3.0....7-1 ▪ 000� w ^ � ., c -7---'''''''''—': ';',----7----*----7---,-________________ .. .___ ‘__,__ ''. 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DATE (4,J8/041 BY 5 !L ELEVATION 380 -re- 10 / CONTRACTOR CC c wu.rd SHEET of F,�S 1:Ct,r JC. m 5 SURFACE CONDITIONS °' rasS E E a E CO D c� NOTE: DEPTH OF TOPSOIL&SOD '1 i E 4_ sm brown .5,1 .E.Z4V241•4_1A1_Salai gi; huge it r,eettafrn re2.ret 2- 3.U 3--- 4— �� ani•-) l.by 6-- 7— S.0 r- 9 0-)otfled, eaftesizil r tS Art 2rEd "iii M c'5,0 M— il,V . I'I we-t 12- 4- 5- 6-- 7 8 9- 0— Test Pit terminated at—11._ feet below existing grade. NO) roundwater(table!seepage)encountered at feet during excavation. Earth Solutions NW.Lc • CLIENT i1 a st 'ParK f�C TEST PIT NO. . JOB NO. iwS- 1 zs,o Z DATE We/O(v BY St K ELEVATION WOO ' TP- /02- CONTRACTOR C C ['Cf&a rdS SHEET/ of / Last Pa,r k- ;� c SURFACE CONDITIONS r I g -s§ NOTE: DEPTH OF TOPSOIL&SOD 0 sf C:i ra.y,_ _wLM. 21 edt _ase__ de-e7 re, erusist ■�� 5 • • : m .�. 0 •. 1■ • • ■fir • , I 5 ■ 1111 6 C Test Pit terminated at 7.5 feet below existing grade.(NO) t roundwater(table/seepage)encountered at feet during excavation. Earth Solutions NWuc CLIENT east t Park L.. C TEST PIT NO. JOB NO. ��- IZ,'S.0 .` DATE 614/069 BY 456/C I ELEVATION t t/d0 ' 7'°- 10 3 CONTRACTOR cc Eat.w a.r ds SHEET / of / c ((�� SURFACE CONDITIONS ����Q9l Tli SJ S-8 g ., ' NOTE: DEPTH OF TOPSOIL&SOD G/ a■ c rr1 n _8.001,911;.111 2 111 rrr� ■ . 111c sty) r�. �. Gen e-� ti , 4 r.� 5 � ■-. 7 : _ . , c .i 6n_a a & ./ - M2 -) lot et- si.Arefii . : ■rro : •�-r 7 : ■ter 8 : 111 Test Pit terminated at • $ feet below existing grad IN-. roundwater(table/seepage)encountered at feet durin vation. Earth Solutions NWL c JOB NO. G��125,02 CLIENT East Park c. TEST PIT NO. DATE to/O a/egg BY 5 K ( ELEVATION t go 3 7P-/D q CONTRACTOR e C act 1,04i.r ds SHEET / of e a s Par k.- d c SURFACE CONDITIONS t-4f S a.0 a f, n U �� ��<��( j co E , i0 __ NOTE: DEPTH OF TOPSOIL&SOD 5 5m _ld�bt.kt'11lcon_.fit: _ Edi l�`�t CQ,i /''�ctl�44,-yr dew, /rios'6 '; it !l ■•- 2 I m c Car Tim-num St Ltd media _dah4� IIII ■rte 4 , f t ■ y, o r"1- _8.Luzr_jr ..wri ith . ordik _cte -a-mo-�- ■ 7-41s ' sP _ar ' n_*aatty_6rddedl end_kti.,�`.�_ tit e . 10.0 - 101 ,mo►�tt ■.� , 1-t 11111 i 4 8 r 0 Test Pit terminated atL 5— feet below existing grade. NO) 4.roundwater(table/seepage)encountered at feet during excavation. Earth Solutions NWLLc i JOB NO. ES- 125.02 CLIENT East 7X LL TEST PIT NO. DATE we/0 to BY SeK. ELEVATION r 3&'4 ' Ti°- /U CONTRACTOR Cc Ea WQ•rGI*S SHEET ( of f • E 4.66 Par k 2 c SURFACE CONDITIONS E i E. o. 8 m gala' 9 ra s S, o aL ao N S c E .! n tS NOTE: DEPTH OF TOPSOIL&SOD 8 0_ sm $rte•, x•fry Sara With • r vt tO mep'r't�w+ d&Ale] 1— of s t 2- 3 5,5 33,5 4-- 5-- /o,U 6 7 vQi►y d e rise lrien of s 9• Q 9-- 10-- 11,0 l� 3 4--- 5-- - 6— 7 . 8 9— °— Test —Test Pit terminated at_II__ feet below existing grade (NO Groundwater(table/seepage)encountered at feet during excavation. Earth Solutions NWLLc • JOB NO. a 5 -►Z$OL CLIENT EaS6 Pa t LL.L TEST PIT NO. DATE /S/00 BY 3E/L ELEVATION '`370 ' • Tia-/D CONTRACTOR C C Edward s SHEET/ of/ East Pax/4- c SURFACE CONDITIONS EE E . n N °3 A•elc/srr4.rt r../ zet/4./ } 'c b E NOTE: DEPTH OF TOPSOIL&SOD 5 a_ 5m _Brown._alL slaed_urii ,_{ r rte.)f o1 ,;Jill — 2 -- Sm _Caul_,si, .r_cJ_LQ. .G.r�tdl�,�y_Y�t�_cL� �°,i- i"I f 3 4— 5 (oD 6— 7 6--- 9 vii clam S4 0 1- 2— • 3 5-- 6-- 7 8 — V Test Pit terminated at q 0 feet below existing grade 0) roundwater(table!seepage)encountered at feet during excavation. Earth Solutions Mice • JOB NO. E$-•I 2.4,0 I, CLIENT 6.4.% PA„V LLL TEST PIT NO. DATE 6/5 10 BY 5 6 K. ELEVATION }36 SI CONTRACTOR C C GA,rdS SHEET / of / t a c& a t' SURFACE CONDITIONS c/ 7rr4.0 8 c E ,�.� 8 NOTE: DEPTH OF TOPSOIL&SOD 8 sinro- r9 �..�n s sax,d 0 swL creunhl;1,oQS_4 1— cl.u.�.�., ctstwn s C.; 2--- 3-- 4- 5- 6—_ -60e s oi' Ca.1 e,►-- sazat_�+. !i .;m. ear deArti.__- -- srn __$•�t�k2 sxs _�'��fr��vr. Cyxartt)t L thlutr. +'J1 9— ilea?) B to i h/A1 10— 1l e-41 slay .5'AL" l aid tlt 9 eitAA l;v 1- _r44144.1 `'fd__ I 12- 3- 4- 5— •-- 8--- -- -1 9--- a— Test Pit terminated at—11-- feet below existing grade CD Groundwater(table/seepage) encountered at feet during excavation. Earth Solutions NWuc • JOB NO. C$ 42:5.0 5.0 4. CLIENT Bast Pet./14- L.-C TEST PIT NO, DATE b/$ /D(. BY (3-6‹ ELEVATION * 36 LTi- /a g CONTRACTOR CC ( cat.,A.r-d l SHEET / of/ east Pax L as N .r U SURFACE CONDITIONS PS ��9ru.rt E E a 4 - tn� `1 c i v 1 NOTE: DEPTH OF TOPSOIL 5 i‘&SOD 0 S 1 8rczon ,5��f jL '- � r tst^_''dwitiL 1 2111moist'' .�■ ��� ■ ■ 4 fin"► ay / l 1111 ■�� 6 : • r�r o • • 111 ■-. 3 ■ 5 ■ ■r. 7 : ■..1111 8 • 1110 Test Pit terminated at—g1.5.- feet below existing grad=4 Groundwater(table I seepage)encountered at feet during e cavation. Earth Solutions NWLLc a. JOB NO. e$ - 12.5,Oa. CLIENT Cast Pa„rI( LLC TEST PIT NO. DATE ('15 /0 (' BY SC 1 L ELEVATION t 36,o' TP-/ O y CONTRACTOR C C LdWa4 ($ SHEET / of/ Ease Pa.rIL S SURFACE CONDITIONS o. �. U a� P4.161q ra r f EE ,1 2- v? ;� E NOTE: DE_PTH OF TOPSOIL&SOD 0_5mrswo S4164,fan (wi 5ragv. I.td%!ru_zux.f..!►_Qdt 1— it 2 3- 3,5 4- 5- 7- 51- - 5--7s 0 9— • 0-- 1- 2-- 3- 4- 5- 6- 7- 8 - 5-- 6- 78 9- 0 Test Pit terminated at 8. 0 feet below existing grad . (NO) roundwater(table/seepage)encountered at feet during excavation. Earth Solutions NWuc JOB NO. e5 -/2-5. 0 •d- CLIENT Eas-& Park LL-C._ TEST PIT NO. A DATE (o/eme BY SE ELEVATION t 3 35 T/>- // o CONTRACTOR CC ���,ulirdS SHEET / of / east P,rX. e N SURFACE CONDITIONS w �E Ela • ' j�.r y w 4,:cidgy„rart c NI i t E 1, s _ NOTE: DEPTH OF TOPSOIL&SOD _ 6 SmSIL .S.V17. d_ � _9/441/f1ZI4 !'''d! .�___ 1-- Vii! a.D 2-- 3-- 4— --- 5— eito ,e 4 hr) 14.24 1 t 1,a.1 6--- 7— "?.. 5 _-- "?.• 58.- �. �c_64, . 9--- 0- 1--- 2- 3-- 4-- 5- 6- 7- 8- 9--- Test Pit terminated at 5. 0 feet below existing grad(NO) roundwater(table I seepage)encountered at feet during excavation. Earth Solutions NW«c JOB NO. 66,425 CLIENT L—tt & p3t4K TEST PIT NO. DATE to/6/0(0 BY SGJ:. ELEVATION $3' Tp- it I CONTRACTOR C,C wa,rctS SHEET 'of I East c SURFACE CONDITIONS beaky,b r,rstofor,....asi1 1 'c it NOTE: DEPTH OF TOPSOIL&SOD Z" 2— nn of r 3- 3 S 4- 5— tio, U 6- 8---- 9— •0- 1-- 2 - 3-- 4---- 5- 6- 7- 8- 9-- 0 Test Pit terminated at_ feet below existing grad NO) undwater(table I seepage)encountered at feet during excavation. Earth Solutions NWuc JOB NO. e 5' 125.0 L CLIENT east F r TEST PIT NO. - DATE (o`��0(o BY ��IC ELEVATION 1-255 I/ CONTRACTOR cc ele ward S SHEET / of I GGcSt PariL m �' .EV� SURFACE CONDITIONS 8 4'4,(d g ra s S I c E E E a •o a E v 1§ NOTE: DEPTH OF TOPSOIL&SOD Z h Ui 1 p .prL 1 5rn _ _ JJCQJQ ).Anri .51. S.40 d i 1.4-1444.17:1Qo�,` 2— rv�Qd,,is.,.., �.�� rrul l a Ali i 3 _ .rniYflc�l.L_ 2Ylt1�n N, O 4- 5- 6- 7- 8-- _ - 5-- 6-- 7— s _ _,k OtS__ _ _6 .alopoxi°q 5 _sP•srv, paryi " 11' x . 11 5P-Sin paryi •_.q Test Pit terminated at_1- feet below existing grad (NO)Groundwater(table/seepage)encountered at feet during excavation. Earth Solutions NWuc • JOB NO. .. t ZS 0 Z CLIENT East 7 k (rL.C, TEST PIT NO. DATE fp/$10(v 1 BY ,SC k- ELEVATION =-283 ' CONTRACTOR CC E ctwarcS SHEET I of ) ea.St earK a SURFACE CONDITIONS EE 1.a ). c.y-' v s otcA bevDn- ahc!g ld c �v E Sq NOTE: DEPTH OF TOPSOIL&SOD oZ a Sri _..va.nd _g_ait o f 411.4 2441--_ 1 112016 2 C) r . 3 4 5 6 S.08 5P Cl rI parrl sir rid , rpt d o.,�e; r',!VS f � � 9q: 5 5r� r�2� �i�. ��r ux rte+_C� T ri ai,f ---- 3 5 7 8 Test Pit terminated at , 5 feet below existing grade(NOsoundwater(table I seepage)encountered at feet during excavation. Earth Solutions NWac a JOB NO.L-5 _/15•Da. CLIENT C45"t Park i-L ` TEST PIT NO. •' DATE Ca/WO4/ BY sek- ELEVATION t3 i ' Tr—/I 14 CONTRACTOR CC (,e1.2.4>c/Ar-AS • SHEET / of ) ease. Pao- k-- . g, t P •5 N SURFACE CONDITIONS E E E a a... NQat 'rj bra. bJc5 c I S g v Sld NOTE: DEPTH OF TOPSOIL&SOD 36 il 1--- 2- 3�, Paott ltb 44,140.1 °re)o� r 4 --+S M -aral--* .._5anstwid 411- C4 4e nsg4 5-- 5.5 . :— 6.0 8— e— J p--- sem~ brown pnor-11 greLAL A ....41 ;amat. 10. 5 2--- 3— 1 4,-- 5_ 5_... 7-- 8- 9- 0— Test 8- 9- 0— Test Pit terminated at )' feet below existing grade.(t Groundwater(tabl seepage encountered at 4/.S feet during excavation. Earth Solutions NWu.c '• JOB NO. e5-12-5-0Z- CLIENT I a s # - 4 LCf- TEST PIT NO. DATE (,/$J4 6 BY 6Ek. ELEVATION t350 ' 7P- //5- CONTRACTOR CC elwa.rdS SHEET / of I L:mss k Par w 0 .2 � SURFACE CONDITIONS a.0E E E a •o m" N� g c g v E �• D S NOTE: DEPTH OF TOPSOIL&SOD 36 is 0_-rs -TQp..$oi L 1---- - 2- 4- 5- 6— . 5— g— 7-- - &t dryva VIA1 tiLt14.1 IO- !I---, 2- 4- 5- 8— • 7 8- 9—_ 0 Test Pit terminated at ID feet below existing g -• (NO) •undwater(table/seepage)encountered at feet dun • r= =tion. Earth Solutions NWu.c