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HomeMy WebLinkAboutFILBERT AVE, 2515 City of Bremerton PERMIT NUMBER: BF18 00013 Fire Department DATE ISSUED: 04/12/2018 911 Park Avenue.Bremerton WA 98337 SITE ADDRESS:2515 FILBERT AVE IAT 81 (360)473-5380 Fat:(360)473-5461 ASSESSOR NiVIRER: 5645-000-1)81-0002 ZONING: Name Phone Address Access(ode APPI.ICA\T': IIERDVIAN P13 AIRING LTC 360-698-4147 P.O.BOX 4044 11F1'3E-BBGWD 511,VERDAI,E,WA 98383 OWNER: TREP DEVELOPMENT 1.,1.0 360-551-2282 16000 CIRISfE.NSEN RD sTE 150 GPILK-QIW2X SEATTLE,WA 98188-2930 CONTRACTOR: IIER1131AN PLUMBING 1.1.(' 360-698-4147 P.O.BOX 4044 11Ft"3E-0 BGWD SIL.VERI)AI.E..W,1 98383 OWNER EMAIL: sumtEf"1'ED: 02121/2018 APPROVED: 04/11/2018 EXPIRATION: 10/09/21;118 S'FAIL5: ISS) ED VALUATION: $5,000.00 Fire Sprinkler Permit 13-I) RESIDENTI1.I..FIRE SPRINKLER residential lire sprinklers BID PRICE2 II(4) Plan(`heck 573 45 Technology Fee 55 65 TOT%l.FEES: 5192.10 Inspection Requests: Fire Inspections 13611)473-5385 It is the responsibility of the permit holder to see that the required inspections are nutde. Failure to obtain required inspections may result in stoppage of the stork until such time that the permit holder can susbstantiate to the City of 13remerton that the concealed work meets or exceeds code requirements. I hereby certify that]have read and examined this permit and know the sane to be true and co rest. All provisions of lass and ordinances governing this type of work svill he complied with svhether specified herein or not. The granting of a permit does not presum- o give authonts to violate or cancel provisions of am State or local lase regulating.construction or the performance of the construction SIGNATURE OR.IGF;S t: ,, ,py PRINTED f''.l)NAME: Arm i4(r'fJ i/� ' DATE: t t/ CONDITIONS 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 anti other applicable laws and regulations.Should such entry be refused,all authorizations and approvals contained in this permit shall he immediately suspended and any work performed under the permit shall immediately cease until authorized in writing by the City of Bremerton. 1Vork performed in violation of this condition shall be considered to have been performed without the approval of the City of Bremerton.The City of Bremertort's approval of this application pertains only to the City's regulatory jurisdiction,and thus compliance with('ity regulations does not necessarily ensure compliance with federal or state laws. Prnurd n_Atoumjm- Atargra nn-ri t 1"til IR 1101 A.Ai Page I of i City of Bremerton PERMIT NUMBER: 13F18 00013 Fire Department DA'Z'E ISSUED: 04/12/2018 § 911 Park Avenue,Bremerton%VA 98337 SITE ADDRESS: 2515 FILBERT AVE LOT 81 1360)473-5380 Fax:(360)473-5461 1 .3Ur\) A 13D compliant fire sprinkler system is required. 4 _ All Bathrooms required to be covered unless specifically exempt All balconies not waived during plan review are required to be covered. A fire sprinkler head is required within 4'of the top of the stove Including all spaces with lite)fired appliances No portion of the plan review or inspection process exempts the designer or installer from the specifies of Fire(.'ode or NEPA requirements A bucket test is required. (over lnspectioniltucket test is done after all other trades have completed interior work,but lust before the insulation inspection. Final Inspection:, is ONLY done when the residence is-turn-key ready"to be occupied. Al,).PERMIT DOCLMLN TS ARE REQUIRED TO REMAIN Al'111F FIRE SPRINKLER RISER[MIRING TIlE ENTIRE INSTALLATION. COPIES AREACCIi:plABLE 2 (EIRE-01) Lire Safety and Tire Protection systems shall comply with International Ftre Code(IFCI with Appendix International Building Code(IBC) National Fire Protection Association(NEPA) Bremerton Municipal Code(BMC) Bremerton Roadway Standards Bremerton Municipal Utilities Copies of ordinances can be found on the cities website at wsc'is ei.bremerton.wa us. Tu contact the Bremerton Fire Marshal's office, Mike Six at Michael.Six's,ci bremerton wa.us or 1360)473.5386 ALL INSPECTIONS ARE SCAIEDUI.II.)AND MI.'T BE St.111'DULI.D A MINIMUM OF 2 BUSINESS DAYS IN ADVANCE. All questions.to be binding,must be followed with an email re-stating the question and must include either digital photos andior drawings to show both existing conditions and proposed changeshalteraticns. I he inspector retains the tight to make requirements not addressed durin,r,plan review. In many cases the plan reviewer is not riven adequate intiirmation to address all issues. The onsite inspection allows for a true representation of the protect. All projects require a visible address during and after construction.Final fire inspection will not be signed off without a valid and usable address.Please contact the Public Works Department for address it'need be,(360)173-5337. All protects are required to have fire extinguishers unless exempt by the installation of a fire sprinkler system with quick response heads. All violations of the code and referenced documents is a5 125 tine per violation.Deviating from the approved plans is a v solation of the Fire-Building code Any revisions need to he approved by the Fire Marshal. 3 )DCD-lo) A separate electrical permit issued through I abor&Industries(I,&I)is required for any new,modified,repair,replacement, Al service,maintenance,or temporary installations.Electrical work is inspected by L&I prior to cover and the framing inspection.Contact I&I at 360-415-4000 or wwwIni wa goy I RCW 19.28) �y 4 I OCD-47) DCI) Reinspection tee:All approved plans,the printed building permit,and the permit inspection placard,are required to he xa ............... on-site for inspection purposes,and work to be inspected shall tie complete 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 riot lie granted In addition,a re- inspection fee will be charged and roust be collected by the Department ofCoutimumty Development prior to any further inspections being pe tormeil or approvals granted. (I)CI)-iP) DCI:) Validity of permit The issuance or granting of a permit shall not be construed to be a permit for,or an approval oil any > L` violation of any of the provisions of the Washington State Building code or of any other ordinance(tithe City or Bremerton Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or tither 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 front requiring the correction or errors in the construction documents and other data rhe building official is'also authorized to prevent occupancy or use of a structure where m violation of the Washington State Building code or of any other ordinances cif the City of Bretherton. Printed by Sirnrttiio).\iargrrt°iv lit t:!.22018 I I.lit AM Page 2 of City of Bremerton PERMIT NUMBER: BF18 00013 Fire Department DATE ISSUED: 04/12/2018 l} r 911 Park Avenue,Bremerton WA 98337 SITE ADDRESS:2515 FILBERT AVE LOT 81 (,r, (360)473-5380 Fax:(360)473-5461 (i. (DC'D-OI) Asl3F::STOs AND I_P:AD-13ASFD PAINF ASBESTOS:Prior to performing any renovation demolition work,Puget Sound Clean Air Agency arid Washington Department of Labor and Industries(I&I t regulations require an asbestos survey he pertormed to determine whether there are asbestus-containing materials in the work area or structure The asbestos survey must be conducted by and EPA-certified tAHFRA)building inspector(except renovation or osaaner-occupied single family residences)For inure information,please contact Clean Air Agency through their web site at wwry.pseleanair org or by phone at 8i)0-552-3565 or 206-343-881)0. 'lire I.&I web site c:m he found at www.lni wagoviTradestacensing/LieensingReq/Asbestosidefault.asp. I.EAD-BASED PAINT:A contractor or person receiving compensation who is performing renovation,repairs or painting on a residential build)ng 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 intixrnarion please contact The Department of Commerce website at:svwiv commerce wa.mrodlead,or call: (.3(5)) 586-1.EAD(532.3). CON FRACTOR:A contractors registration issued by Washington State Dept.of l,aburr&Industries is required for anyone who contracts or submits bids tiff construction work.including new construction,alterations.repairs.or anyone who consults or superintends.improves,demolishes,develops residential property for sale.or-flips"houses.Contact I.R:I at(360)415- 4000 3(a 14I5- 40!;)t)for information. 7. iDCD-50) Final Inspection Required:All building permits shall have a final inspection perlirrmed and approved by the Cityof Bremerton Department ort:'ammtutity Development prior to permit expiration.The failure to request a final inspection or failure to obtain final approval print'to expiration may require a reactivation fee,or a new permit application if more than a year has passed with no activity.T he permit expires 180 days past the date of inactivity. Required inspections:Any work required io be inspected and that is covered before such inspection Amy he required to he uncrivcred so that the inspection may he performed. Examples of inspections to be performed before covering are mechanical rough-in.plumbing rough-tit,gas piping,framing and sheetroc k nailing. 8 (DCD-14) DCD: Approved Plans.Engineering.Site Plan,Pennit,and Conditions shall remain on site and he available for inspection. Any changes to plans shall be appnwed before construction is perlonned.Architect or engineer of record shall approve the change hclbre subnuttmg a revision.A revision is subject to a revision fee and additional tees for plan review and inspections 9. (DCD-32) Changes to Plans.Any changes to plans shall be approved before construction is)eatirmed Architect or engineer of record shall approve the change before submitting a revision.A revision is subject to a revision the and additional tees(hr plan reviews and inspections. MINIMUM INSPECTIONS REQUIRED To request an inspection,please call(360)473-5385 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 FIRE-Fl,t!SI I FIRE-Fire Sprinkler Flush FIRE-ICr'DRtI FIRE-Fire Sprinkler I I)drostat)c Test FIRE-COVER FIRE-Fire Sprinkler/Fire Ararat Cover FIRE..TENTING FIRE-Tenting Inspection Ibr Fire Sprinkler Permits CROSS-CON APPROVAI, Cross Connection Approval FIRE-BUCKET FIRE-BUCKET TEST FIRE.-FINA1. FIR([-Final Inspection l',111104 11)- Straitlar.Mar}trei on n4 12'20)8 1 I:nt A\I Page 3 oaf 3 City of Bremerton PERMIT NUMBER: BB17 01008 n n Department of Community Development DATE ISSUED: 01/18/2018 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:2515 FILBERT AVE LOT 81 CITY o f I BREMERTON (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 3936-031-001-0403 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 GP1LK-QIW2X SEATTLE,WA 98188-2930 CONTRACTOR: ❑ OWNER EMAIL: SUBMITTED: 12/13/2017 APPROVED: 01/09/2018 EXPIRATION: 07/17/2018 STATUS: ISSUED VALUATION: $289,973.76 Residential Building Permit w/Mechanical/Plumbing SFR-MODEL HOME ON LOT 81 SFR-MODEL HOME ON LOT 81 Building Permit $2,368.00 Plumbing Fixture Fee $152.00 Building Code Edition: Plan Review Fee $1,539.20 Occupancy Group: �'� Technology Fee $132.17 Type of Construction: 1 , ` State Energy Code $50.00 Flood Zone: Mechanical Fixture Fee $123.40 Setbacks: ////:(F/L/RT/R/O) State Surcharge $4.50 Sanitation Method: Number of Bedrooms: TOTAL FEES: $4,369.27 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 congitio of this permit inciudisi call conditions of zoning,building codes,and State and Federal laws. SIGNATURE OF OWNER OR AGENT;-\f _et/7 /C--/C PRINTED NAME: / DATE: / 1 / F , /3 CONDITIONS Printed by:Wood,Tracey on:01/18/2018 10:11 AM Page 1 of 5 City of Bremerton PERMIT NUMBER: BB17 01008 Department of Community Development DATE ISSUED: 01/18/2018 345-6th Street,Ste.600,Bremerton WA 98337 CITY o c SITE ADDRESS:2515 FILBERT AVE LOT 81 BREMERTON (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 3936-031-001-0403 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 GP1LK-QIW2X SEATTLE,WA 98188-2930 CONTRACTOR: ❑ OWNER EMAIL: SUBMITTED: 12/13/2017 APPROVED: 01/09/2018 EXPIRATION: 07/17/2018 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. I. (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- n f� 4000 for information. 'y(\ ' J 2. (Custom) This home will not have occupancy till all Phase II infrastructure improvements are substantially installed and approved by City inspectors(except the Wildlife Corridor;this is outlined further in the East Park Phase II Bonding Agreement).This home is allowed to be built on the existing lot that is currently pending Final Plat Approval of the East Park Phase II(it will be lot 81). 3. (DCD-02) DCD:Validity of permit.The issuance or granting of a permit shall not be construed 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. 4. (DCD-47) DCD:Reinspection Fee:All approved plans,the printed building permit,and the permit inspection placard,are required to be C on-site for inspection purposes,and work to be inspected shall be complete 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. 5. (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. 6. (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. 7. (DCD-10) A separate electrical permit issued through Labor&Industries(L&I)is required for any new,modified,repair,replacement, L3\2- 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) Printed by:Wood,Tracey on:01/18/2018 10:11 AM Page 2 of 5 City of Bremerton PERMIT NUMBER: BB17 01008 Department of Community Development DATE ISSUED: 01/18/2018 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:2515 FILBERT AVE LOT 81 CITY o s BREMERTON (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 3936-031-001-0403 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 GP1LK-QIW2X SEATTLE,WA 98188-2930 CONTRACTOR: ❑ OWNER EMAIL: SUBMITTED: 12/13/2017 APPROVED: 01/09/2018 EXPIRATION: 07/17/2018 STATUS: ISSUED 8. (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. 9. (DCD-CO DET. CARBON MONOXIDE ALARMS:IRC Section 315.1.An approved carbon monoxide alarm(UL 2034)shall be installed k "�J` (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. 10. (DCD-FUEL COMBUSTION AIR: IRC Section MI701.1.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 K attached to the appliance until final inspection .R 11. (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. 12. (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 11 Mechanical Code,International Fuel Gas Code and/or the International Residential Code. r 13. (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 �1O\ removal of attached documents will result in failure of required building inspections.JJ 14. (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. 15. (DCD-060) Property lines shall be properly marked.Setbacks are measured to the fnished wall of the structure. 16. (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, Nig anchor bolts,hold-downs and under-floor posts and positive connection devices. 17. (DCD-38) Shear Wall Inspection/Braced 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 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-wallbraced 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:Wood,Tracey on:01/18/2018 10:11 AM Page 3 of 5 City of Bremerton PERMIT NUMBER: BB17 01008 I't Department of Community Development DATE ISSUED: 01/18/2018 CITY o c 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:2515 FILBERT AVE LOT 81 BREMERTON (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 3936-031-001-0403 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 GP1LK-QIW2X SEATTLE,WA 98188-2930 CONTRACTOR: C OWNER EMAIL: SUBMITTED: 12/13/2017 APPROVED: 01/09/2018 EXPIRATION: 07/17/2018 STATUS: ISSUED nv`.`` 18. (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 may be performed. Examples of inspections to be performed before covering are mechanical rough-in,plumbing rough-in,gas piping,framing,and sheetrock nailing. 19. (DCD-91) Call before you dig: Calling 811,two business days before you begin digging,will alert utilities to come out and mark THEIR buried lines from the street to your house For FREE! 20. (Custom) Must comply with Title 20 of the Bremerton Municipal Code and the East Park Subarea Plan. 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 SHEAR WALL Shear Wall Panels/Braced Wall Panels 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:Wood,Tracey on:01/18/2018 10:11 AM Page 4 of 5 City of Bremerton PERMIT NUMBER: BB17 01008 Department of Community Development DATE ISSUED: 01/18/2018 Cr. OF 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:2515 FILBERT AVE LOT 81 BREMERTON (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 3936-031-001-0403 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 GP1LK-QIW2X SEATTLE,WA 98188-2930 CONTRACTOR: ❑ OWNER EMAIL: SUBMITTED: 12/13/2017 APPROVED: 01/09/2018 EXPIRATION: 07/17/2018 STATUS: ISSUED Printed by:Wood,Tracey on:01/18/2018 10:11 AM Page 5 of 5 PERMIT CENTS . r I RESIDENTIAL pr ., BREMERION Building Permit Application Department of Community DeN etopnrent* 345-6th Street,Suite 600 * Bremerton *W71"6'8'337-1873 (360) 473-3275 * Fax (360) 473-5278 * www.ci.bremerton.wa.us ';', 7' ''':',:',t, i WAr , a ' .(( II� /T, ir/ t,ttw ta; n •. . 'r "''' e .,•° / §`€1 Site Address: �S l 1 l L tV`e,- .3.tri �'i, LAM-- .- �/ To apply for a property address,contact Public Works at(360)473-5270 04717-. :771.-. ': yew„e•., �'yr, # ;-, #�at�v"3,Sei .'.,tm9xa; . Address: 111 - 1111119M1174lAnirrAIWINM _ s �[� Address: It♦ _ IMMEMNI License#& Ex.. Date: .M7 dG ,Zrlli(I Phone#: oke 7 J'i,G , Bremerton Business License: Authorized A.ent Name: Contact Name: Alin Address: Contact Phone •: _ 24. - WW'Cit , State,Zi•: Email address: g£14 B IMILITIMI211 Phone#: Tax ID/Parcel#: ' O I =Milli Email address: 117 1111111 Se'tic NEW SINGLE-FAMILY RESIDENCE n RESIDENTIAL REBUILD Q NEW DUPLEX n RESIDENTIAL ADDITION 0 NEW MANUFACTURED HOME n RESIDENTIAL REPAIR or ALTERATION El NEW GARAGE/CARPORT n NEW ACCESSORY BUILDING Q OTHER: Q 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 OFA SHORELINE? YES n NOI . l� `I Scope of work proposed: T)th l'I,�C(,✓ �Ivtoj�-G �j/�,,, l.11 1-1614"4— Square Footage: Building: 1st FloorQ V Basement 2nd Floor 1Q Other Garage: 1st Floor % Deck(s) Covered 2nd Floor Deck(s) Uncovered Valuation I Plan Review Fee I Permit Fee I Surcharge I 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 for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant,showing that circumstances beyond the control o the applica. .. - .revented action from being taken. No applicant shall be extended more than once. In order to renew action on an applic.. n after e.. .:._- e applicant shall resubmit plans and pay a new plan review fee. Ap. .na re //e7 f 7Print ame Date Rev.June 2016 (Continued on back) RESIDENTIAL SITE PLAN QUESTIONNAIRE e :, 1. Site Address: 025(s— b Avte, BNArPL✓L , g =� Of Q 2. Are any areas being developed on the site within 200 feet of the shoreline? Yes/ NOTE: If yes,please fill out a Shoreline Permit Submittal Checklist(WAC 173-27-180) `11 vC 0 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. )( Rolling: slopes on site generally less than 15%. Vertical Distance=20' s , Hilly: slopes present on site of more than 15% and ♦ less than 30%. Steep: grades ofgreater than 30%present on site. Horizontal Distance= 100' Other(please describe): Vertical 20 feet 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 RESIDENTIAL DEVELOPMENT WORKSHEET: 6. What is the amount of grading proposed(in cubic yards), not including foundation area?L 15 al wady Fill amount r Cut amount Total grading grad(' 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 _5' *Use this as the second front yard setback Rear yard setback* ' - for corner lots and through lots. Side yard setback Sideand setback ' **Development Coverage is defined as y byimpervious portion thatof a lot covered Maximum height 3 _______ Development coverage** surface areas of all structures, and Number of off-street impervious paved areas, such as parking spaces 2/ driveways and walkways. Residential Questionnaire Revision: October 2008 r x= 11 f PERMIT CENTER RESIDENTIAL MECHANICAL /PLUMBING l ' ✓f / Dept. of Community Development*345— 61h Street, Suite 600*Bremerton*WA*98337-104, �� Tgym-�.� 'i k + D ��/ '"' > •fi 6.c ante w\,�x\a\J • Site Address: 2serr 41[ Cj( AtAt, 13 vtt, n CONTRACTOR: '4' 64/1(/1'lUrl(/ S Zu OWNER. ,i- Ocedo &I U Address:l JO ) (ruse/( Address: (,we Chin/titres, /2-j AL/y:6 City, State, Zi.: _�� City, State, Zip: S2aj.ge1 License#tIV ( (, g3 j 5 p Phone # (2,0) 77,r' 713r Contact Phone#: (ja(o ) ?73 Tax ID/Parcel #: Bremerton Business License: AFT7a .;, ... '.: Ski .,,<.-; i ,..,te..tc'y;ra' .?"',. �; , ,@axc.•;a...... �'•,i'} ,.........e� AIR CONDITIONER/EVAP COOLER BUILDING SEWER BOILER<= 100K BTU (- CLOTHES WASHER BOILER> 100K <= 500K ( DISHWASHER I CLOTHES DRYER WITH EXHAUST DRAIN PIPE CHANGE I COOK STOVE FLOOR DRAIN /TRENCH DRAIN c/ FAN/BATH OR EXHAUST , HOSE BIBB /3 FIREPLACE GAS OR GAS LOG INSERT LAWN SPRINKLER W/BACKFLOW DEV FIREPLACE WOOD OR WOODSTOVE MISC PLUMBING FURNACE ELECTRIC/HEAT PUMP taw SINK (LAV, KITCHEN, MOP OR BAR) FURNACE LP GAS/DUCTING SUMP PUMP / FURNACE NATURAL GAS/DUCTING 3 TUB AND/OR SHOWER UNIT FURNACE OIL 3 TOILET/BIDET GASPIPE SYSTEM WATER HEATER ELECTRIC LP TANK<2000 GALLONS WATER PIPE CHANGE MISC MECHANICAL EQUIPMENT l RANGE HOOD I WATER HEATER GAS AND VENT MISC MECHANICAL Applican ature // /,07o(ir1Zj 3 / 7 Prin Dame 7 Date Rev.June 2016 Page 1 of 2 Department of Community Development 345 6th Street, Suite 600 Bremerton, WA 98337-1873 Telephone: 360-473- xi 5212 Fax: 360-473-5278 Paul.Gneicling@cr.bremerton.wa.us 6 E _ , tl .�.I6�i UehE re12 O2,;1 &.mAe�' Correction Notice 01/02/2018 RE: BS17 00010(Basic Plan for 1956 ABC) Dear Applicant, Your plans for the building permit referenced above has been reviewed. The review for this permit cannot be completed until the following corrections are made for the proposed project. This letter reflects only those items which are needed to proceed in the Building Division's review, it does not address needs of any other city division or department prior to approval of the building permit. Please review the following comments,and follow the submittal of corrections requested, the directions are noted below. The code references in the comments refer to one or more of the following codes; 2015 edition of the International Residential Code(IRC), or International Mechanical Code (1MC),or the Washington State Energy Code(WSEC), and/or Uniform Plumbing Code(UPC) unless otherwise noted. PLAN REVIEW CORRECTION COMMENTS: 1)Please provide documentation for the HVAC(Option 3a)and Water Heater(Option 5c) products showing compliance with the EF requirements for each in order to qualify for those credits. 2)On sheet A-4 detail(Typical Wall Section)please add detail showing header insulation requirement(R-10)min. 3)On sheets S-2 A,B,C please revise headers to allow for R-10 insulation required. 4)If this floor plan will be"mirrored"or flipped on any lots, "mirrored"plans will need to be included in this plan set. Building codes may be researched by appointment in the Department of Community Development office,the Sylvan Way branch of the Kitsap Regional Library, or www.iccsafe.org/contentipages/freeresources.aspx. https:'/www.neec.net'energy-codes/ http://epubs.iapmo.orgiUPC/mobile/index.html#p=1 The state amendments to the codes may be found at https://fortress.wa.gov/ga'apps/SBCC/. Please submit two sets of revised pages. Be sure the building permit number is referenced to identify the file to which all re-submitted documents belong. A building permit application is only valid for 180 days and is considered abandoned if there has , been no activity within that time frame. Please submit the revisions in a timely manner to avoid expiration of the permit. If the applicant requires more time, a written request for an extension up to 180 days may be granted if justifiable cause is given. Send requested information as well as any questions or comments regarding this review, to me by email at; Paul.Gneiding@ci.bremerton.wa.us or by telephone at(360)473-5212. Sincerely, Paul Gneiding Building Official cc: file 1 r� f _ r Permit Center Dept. of Community Development . 1' ti i�PE} , '`f 'F(F[li 345 - 6th Street, Suite 600*Bremerton*WA*98337-1873 f rG :? 1 ga ,a ���,R.' Oft ``)rE;,i R WHOLE HOUSE VENTILATION USING THE PRESCRIPTIVE METHOD IN 211 V, RC 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. 4 Option 1. le house Ventilation Using Exhaust Fans(IRC Section M1507.3.4) • CFM Exhaust Fan Flow Rating Per Table M1507.3.3(1)and multiplied by factor in Table M1507.3.3(2)(attached). Location of who a house exhaust fan(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. • 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. nOption 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. • 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 • All Ventilation supply ducts in the conditioned space shall be insulated to a minimum of R-4 nOption 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) • Fresh Air inlet:Back-draft Damper plus one of the following:(Choose one) 0 Calibrated 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. ElA 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. ElAn 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 nOption 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 M1507.3.3(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(cfm) Floor Area(ft2 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. Specified Volume Minimum Smooth Minimum Flexible Duct from Table Duct Diameter Diameter M 1507.3.3(1) 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.enercw.wsu.edu/code EAST PARK LOT NUMBER: 81 ADDRESS:2-51c) f► bort-- �v' _ , ‘4. �k r PARCEL: 39369b3V x to-1 i �,. '1� i Ili, 03 � j �I PLAN: 244�o-B ,ik, z ,df City of Bremerton, DCD I e'-1. 40'-0" III' 4S yiS of1 Ti 1 \ ,/ \* 1 ,( .\ • T l in I fi l PROPOSED I I � e r '� it w > ti'))I f • '\\\ j' STRUCTURE I it z Q Z. Q I 1,-->-'-'- 1 ,\ \ I.. • IIJ 11 ti� , \ j/ laIfl m I; I (I�w -12 W w r I ! p I ,' 41'-m" �_.<1 , 1 i yr, i ______\_______ .I ��, li�� it ,T. . 1/1.. I ,w t. I� 4 --��,�/- -- �J11 � I I II-8' iv1 SET814CKS: ° FRONT: 5' .� qv_ /AFte41 wrEu NI � I ALLEN': 41 STREET: 5' S!DE: 4' SETBACKS Front: S FIRE FAIRER: Side: _Y'--=___C RUEPPELL, INC. Rear: 2—#42-- — (253) 2 -1-8040 The setback is measured from the propertyline to the finished /' CONTRACTOR: eterior wall. KPN COMMUNITIES (253) 551-2282 -..%•,,"� „' ��* R•15'MIN. w"� • 6'MIN.FOR RESIDENTIAL `– `�' M SINGLE FAMILY LOTS 1 f I L STORM NOTES: 4'TO 6'WARFY SpALL6 FOR RESIDENTIAL SINGLE FAMILY LOTS a TO 6'QUARRY SPALLS MAY eE TIGI—ITLINE ROOF RUNOFF TO STORM ACCEPTED ArINSPECTOR'S°"CRET'a, STUB-OUT, ROUTE DRIVEWAY RUNOFF °E�L WIDTH FNGFE99 EGRE99 AREA TO ROAD STORM SYSTEM. RESIDENTIAL CONSTRUCTION ENTRANCE ROCK PAD AMMEND ALL DISTURBED SOILS -FILTER FALES MATERIAL G TO TINUDUSATTACH ROLLS WRE LLESH SIIFFORi FENlF PER SOIL AMENDMENT GUIDELINES. WE STAP E63R WIRE R6G6 TO ATTACH FABRIC i0 WRE WRE MESH wvi r FENCE Teat-ILL51pE OF°NTHE"E }_-_-. FOR FlLIER FABRIC FLIER FABRIC) I ' FILTER FABRIC MATERIAL TOTAL LOT AREA: 2,846 SF !¢e¢s�e"�iugays WASRO GRAVEL BAOffILL 0 0 fi•'g¢1¢1=1�ii '''-S'R iSIDE,c H OND LN BOTH 91DE9 OF FILLER FOUNDATION FOOTPRINT: 1,431 SF Wr :E�:::�axs 6�r ENCE FABRIC E: 0.2 8 N NE:I TRENCH -�X v F LOT COVERAGE: 5 i > - :p�i°�i,V/< / / ;4;2i:h� iii T " DRIVEWAY CONI..: ISO SF S, • i —_ LITE FILTER MATERIAL —` .,/i•V,<� I 6'MAX IN 47 TRENOH Alm �! LEAVE MIN 7'EXPOSED COV'D PORCHES/LANDINGS: 212 SF \ POSTS STANDARDEallv TOTAL IMPERVIOUS AREA: 1,883 SF FILTER FABRIC FENCE DETAIL ,. •••••••••..0...•••••••••••••••0••••••••• • m...... Y•••=••• •••••••1..M.M•••• •••••im•IMMOR N I %Ts, .4t N 1 co irti-... 141 N t.3 co V) co IA c0 %A co ulcT N ..1. vi N N t\i (4 4•1 co N N C F- ''''''''' :----•,-----.4.---„, H (n3: ___ ___ 3Avesitg. _ ..„.. 0 g it iii • mi ig IC%12 IAN Cg• It; ES II /Ir "110i! 4710 . „ . R it. l; :Fla * a I t4 ta 1 11 1 11 cir. 0 6 kg ci ,,i •..... 1 F. IIa, rs.. 40 0, 4i. Ai Itic 1...- I ' t., r, N% •% I : . .Iir'Y I-- :470 in in 1.0 in ) . I 111111111 1411 47rjskr!!17'1111r1-3") (° (° :IN irl I". _....... v \7- .--- 0A113-X,TIVIO — B-------- — ------ ' r • --— ffimmarr- —fts.•-•..mm.m.....–......... . 4 (r--411--\\-- === ' ' ' tn 01 Nt ...• 4 ...._ tzl „A ks. U, 0D 1"-. 07 044 NI' Nr Nt I- oft N 0 in •••.. ch. t's. 1 !I— .". l'A If) NI Pfl. NINNN CNI ca, to La La 3 2 ii ti g 11 CO i , 9tiy — AVAA-43G33Z-- - ----------- ------ 14 ei -,1641c1- 0 leit4tos'—‘i—cs9 – l'il 41 ii t. ,.... 0, 4t. sa 0 11 U) I 9. (0 Q 0 g Z CN 1 W T- U1 *q* :;:t.) 'Cra'IA ti.V) Ist.CY) IV) CI t.0"0 01 00 till N , #4 N t\.1 14 Ni N NA '*)--......... , \I __e________ aumweivAre' T RA- ----- . . '• illaill ,...,...„,,„,. LA \1--- . li. t.- • KI 1 *,) t() . I N. Vf‘, Al CN1 1.41 CNI i CNI .S,..1 \ , N'‘ ‘.,, N4 Pi \.11! 4 \\ \l s ___, tr) \ C.0 tiN \\ .. U tf) Ki N Z s - C\I, N4 0 I I I, g — II 14 o \ tri qZ% co •.9 II 1 1 1 5.3,..„ 11 C4 k° CD A.IL ._ . '.•4 .0,,.-- -000.°S1/ "of"--- N"- v.'. Ni ..,. H . ......_,__... 11 ,, . , ,_,---- t,"---- If .\ 41-7-1:-.7.111.140--ic\l- -:-'--1-1-- _tixt7.411:,, or:I) C' \__rr-E:t.__L_t__:::::,„: A-v-- ea.--I * Ir)4 ._, , \ .041t. (NI Av.- - Niliillik‘ • \ 4,,,I.Ni, i4 ithe aminummug .--., „. e•• 1 \ 1•••••••• in CO 3 CO cy 0 C(.1 N ma .1 It a 1-. ......" \;,•‘ '5\ ' J' .....,, f I -3 -2- 6 " e" EnviroSound Consulting Geotechnical and Environmental Consulting August 25, 2016 (*.�+ µ (* ESC 16-G068 �z ( Page No. l ; Ms. Deb Purcell - v 4 ? 2017 TREP Development, LLC. 16000 Christensen Road Ste 150 113:13441$70: Seattle, Washington 98188 Ci of Bre;nerton, DOD SEP .H`2017 Subject: Addendum Letter for • East Park-Phase II °^ �`• �' Bremerton, WA. tty of Bremerton, DCD . 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 conceals, which have not been addressed, or if we may be of additional assistance, please call our office at(360) 698-5950. EnviroSound Consulting,Inc. •3388 Byron Street NW Ste zoo • Silverdale,Washington 98383 Phone:(360)698-5950 • Fax:(360)690-5929 ESC°I 6-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. ---r---;-,-, / E . '' • x N. i I ' (' 1 -# *f �1( neerin3 Geotagist . 3 *x 1 �/ i ` � 22os b 411...vvn E. �V 1...♦.l! .._.] EnviroSound Consulting,Inc.•3388 Byron Street NW Ste 200• Silverdale,Washington 98383 Phone:(36o)698-595o • Fax:(360)698-5929 , PREPARED FOR EAST PARK, LLC CIO C.C. EDWARDS CONSTRUCTION COMPANY, INC. I 21P2317Zig i July 7, 2005 SEP 2 9 2017 City of Bremerton, DCD I / Sco Rie.: P45474.et 10.s -4, g > . VoS" of 4 C= F-“s "147. '`; 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 Ph: 425-284-3300 Fax: 425-284-2855 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 prepared, a final site layout had not been prepared. However, based on the results of our study, for preliminary design purposes, a minimum twenty-five (25) foot building setback from 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 Pl. 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 dpportuhity 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 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 y 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 NW, LLC . 1 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 anticipated grading and associated cuts planned for the site, groundwater seepage 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 r East Park, LLC ES-0125 do 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 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 (12) inch lifts. In pavement areas, the upper twelve (12) inches of the structural fill should be 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 (OSHA/WISHA) 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 OSHA/WISHA 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 OSHA/WISHA 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 1H: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. i 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 do 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 do 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 verify that appropriate earth pressure values 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. 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ISY NiitrF 2 ',„/ I Q/ 6q r CUTTERS' RI 1 S4 1 �T,,f q Ga' /,L f, �'Jl 4,'-40- 1 .fir S ALTA VISA �' .f E y �,. S''',.,r--t, D� i, DR I$,. I 54 )1.' ' RD SE DIHE '', ; 1 SE ° 2'g �tiS ' j s S 'all ,'—} ST FI! Pnrt •t' SD / .SD 4SPRItE ED_ ,. /r.'�t . IN '_`IIEtSAH -RD GI 11 I 'Fid/ / 1 �� ppp 5 1, - T 1 al PARADISE�Fn5RVI rYCAA__L1 `I t Y\UGVs —r j1! 54' / ,W C.IR5 t /01.:11 �„SD 22DTH Sl t..y . h. // ' / ALLEY-�, • I AFBO `�7 ![ J �4j ( �� CS.,.1 I 6,/�'. / Ig LL:' 4.0„, C, SE � I % 1jf _1 a�( T,,,,," R 4 1 � A ALVI hE RD y� VES J 'IR ` `I 4 4__--_ ,.let '1vYn I wood' I ' I o / ., I it , l �� t� pu,r lw. K� ate.-?` .. NORTH >< Earth • i 0 1titlons NW[IC Solutions - NW LLC rt�i�i; 2g,Construction Monitoring Reference: I ,L,1r® ijental Sciences Pacific Northwest ''` Map 1744°. 0 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 resulting from black&white reproductions of this plate. Checked SSR Date 6/21/05 Plate 1 i 4P O "' N O ' 1 o —■— �, Q 1N o xU O o H H1�ION T k 0 O O O o N II i T —.— o ......`"C.c o r1 Z o CO 1I — ZI� 0 I { I N ` .—... -. .. _ Zu O Q ,-, , C---- -1 1 • k ■ch T a •ci F 1 m CL =—.1 {1.0 a? I— a. riT -I- 1 �. 1 .— to- - -. I _ ' # __i -1� 1I0 _1— o —■— O 1 , 1 J �J a 1 . 1— CL o a 0 00 0 0 0 • • • •• w*+t • •. • , Slope • # = �` ::18•':(Mui • m •r•r•r•r.r•rtit' • •rtid•r•r1•ti• 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. LEGEND: Surface Seal; native soil or other low permeability material. v �ti,au # rrcr r_r_r Earth f � olutions NWu c •ti•ti•ti•ti• Solutions �ti�1�ti�tir 1" Drain RockNW114 3�= acgincening,Consuuction Monitoring 1•r■r•r.r �;ti�tigL;•.• _ tLg eYiJ'QDmental5ciences FOOTING DRAIN DETAIL East Park Bremerton, Washington Drwn. GLS Date July 2005 Proj. No. 0125 Checked SSR Date 7/6/05 Plate 3 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 Earth Solutions NWLLC • SOIL CLASSIFICATION CHART SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS CLEAN .b. WELL-GRADED GRAVELS,GRAVEL- GRAVEL GRAVELS :b��� GW SND MIXTURES,LITTLE OR NO AND a�°a GRAVELLY °Qo °°Q° POORLY-GRADED GRAVELS, SOILS (LITTLE OR NO FINES) o OOo 0/ GP GRAVEL-SAND MIXTURES,LITTLE Q Q°Q S OR NO FINES 6 .COARSE ' ' ° GRAINED GRAVELS WITH ;1• 1 1 GM SILTY GRAVELS,GRAVEL-SAND- SOILS MORE THAN 50% FINES ' SILT MIXTURES OF COARSE .•� III 0'6 • FRACTION '. :• RETAINED ON NO. A�e�.I,l,��r. 4 SIEVE (APPRECIABLE ,, 4�4.�� CLAYEY GRAVELS,GRAVEL-SAND- AMOUNT OF FINES) jj��.���, GC 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, NO.200 SIEVE SOILS SIZE (LITTLE OR NO FINES) SP GRAVELLY SAND,LITTLE OR NO FINES SANDS WITH SM SILTY SANDS,SAND-SILT MORE THAN 50% FINES MIXTURES OF COARSE FRACTION • PASSING ON NO. . 7 4 SIEVE (APPRECIABLE SCCLEY 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 FINE AND LIQUID LIMITCL MEDIUM PLASTICITY,GRAVELLY GRAINED CLAYS LESS THAN 50 CLAYS,LEAN CLAYS CLAYS,SANDY CLAYS,SILTY SOILS _ _ _ _—--_ OL ORGANIC ATSALNODW ORLGAAIIC TY 1 MORE THAN 50% INORGANIC SILTS,MICACEOUS OR OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR SMALLER THAN SILTY SOILS NO.200 SIEVE SIZE1/1 SILTS AND LIQUID LIMIT CH INORGANIC CLAYS OF HIGH CLAYS LC GREATER THAN 50 PLASTICITY ti OH ORGANIC CLAYS OF MEDIUM TO ww,,,, n HIGH PLASTICITY,ORGANIC SILTS Ophst I d p L, PEAT,HUMUS,SWAMP SOILS WITH HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS LI ).0 L, s" 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 'So I utio n Redmond,WA 98052 ' Wu't 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 a� o 00 TESTS v ad O (f? MATERIAL DESCRIPTION J o 2 z D 0 U) 0 Brown silty SAND with gravel,medium dense,moist 3.0 - - Brown silty SAND with gravel,dense,moist MC=10% - -slightly cemented 5 SM :. -decrease in silt content MC=10% Test pit terminated at 7.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 7.0 feet. N a C7 N JJ 4a Earth Solutions NW,LLC TEST PIT NUMBER TP-2 Earth 2603151st PI.NE PAGE 1 OF 1 So I utI4 n Redmond,WA 98052 NWC�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 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 n. U rW _ a x W m TESTS v fa_0 MATERIAL DESCRIPTION vi ¢J w�- a0 a z 0 co 0 ••••• Brown silty SAND,loose to medium dense,moist(Possible Fill) iii• - - •iii SM ••••; Earth Solutions NW,LLC TEST PIT NUMBER TP-3 Ea Mh 2603151st PI.NE PAGE 1 OF 1 'So l utio n Redmond,WA 98052 WNNu& Telephone: 4252843300 Fax: 4252842855 CLIENT CG 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 CI. vi w m TESTS v0i o-O MATERIAL DESCRIPTION c a� z C7 0 Brown silty SAND,loose to medium dense,moist - - SM ;. Brown silty SAND with gravel,dense,moist - - - SM •• .. -refusal on very dense till 5 MC=8% .•.•5.0 Test pit terminated at 5.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 5.0 feet. 8 I- N z Z 0 a. a 0) a 0 J w5J m 1 w 111 Earth Solutions NW,LLC TEST PIT NUMBER TP-4 Earth 2603 151st PI.NE PAGE 1 OF 1 ISolution Redmond,WA 98052 Telephone: 4252843300 Fax: 4252842855 CLIENT ICC 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 — ww } 0 I-e TESTS O MATERIAL DESCRIPTION I:1 ¢z c� 0 Brown silty SAND with gravel,medium dense,moist SM :. ..•.:•. • 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. U) a N F N I- z I d U) N O JJ m J W Z W 1 Earth Solutions NW,LLC TEST PIT NUMBER TP-5 r th 2603 151st PI.NE (Solution Redmond,WA 98052 PAGE 1 OF 1 JWtt 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 I-w0 ww w g TESTS p MATERIAL DESCRIPTION : az n 0 N 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% .• .. ,i.. - - 13.0 Test pit terminated at 13.0 feet below existing grade.No groundwater encountered during 0 excavation. Bottom of test pit at 13.0 feet. 0 0 0 ai I tL U N O J 0- 2 2 Earth Solutions NW,LLC TEST PIT NUMBER TP-6 E3 rth 2603151st PI.NE PAGE 1 OF 1 Solution Redmond,WA 98052 ' NWut Telephone: 4252843300 Fax: 4252842855 CLIENT Cr C 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 I w+� w g TESTS 0 a_p MATERIAL DESCRIPTION Cn0 •••••• Brown silty SAND with gravel,loose,moist(Possible Fill) iii• SM •iii _ _ •••••_2.0 Gray silty SAND,dense,moist _ _ MC=7% Fines=18% 5 -trace gravel • 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. s vi n Earth Solutions NW,LLC TEST PIT NUMBER TP-7 • Earth 2603 151st PI.NE PAGE 1 OF 1 Solution Redmond,WA 98052 h4Y�� 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 — j LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil&Sod 6":blackberry brambles AFTER EXCAVATION -- w a- U N F iK ��m TESTS V a 0 wMATERIAL DESCRIPTION a aZ 0 0 •••e•;• Brown silty SAND with gravel,medium dense,moist(Possible Fill) • • 000• ••••••• •••••• - - •+. ••••••• - MC=11% iiii 5SM •.�.�.: •0.•.• •4.O.0 - •.���� - p;•;•; -decrease in silt content - - •�•�•�• •••• -slight caving •00• • 10 •iii 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. � C7 vi rz C, a C7 O J a F- x m C7 Earth Solutions NW,LLC TEST PIT NUMBER TP-8 Earth 2603 151st PI.NE PAGE 1 OF 1 Scil[MCI n Redmond,WA 98052 NWLL1 Telephone: 4252843300 Fax: 4252842855 CLIENT CO 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 --- w x -w U s Lij m TESTS O MATERIAL DESCRIPTION ui o o_ z o c7 U) 0 Brown silty SAND with gravel,medium dense,moist - -contains cobbles -decrease in gravel content -dense MC=10% - - Fines=17% 5 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. 0 so vi � r WyJ Earth Solutions NW,LLC TEST PIT NUMBER TP-9 Ea rth 2603 151st PI.NE PAGE 1 OF 1 ISO I utio n Redmond,WA 98052 NWLIc. 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 Co LE ill m TESTS V 1_0 MATERIAL DESCRIPTION w ITL! ° az U) 0 Q••;. Brown silty SAND with gravel,loose to medium dense,moist(Fill) O.O•• SM •O.O .;.D0; -trace debris i• ••i•••• MC=11% ••ii••• _ - ••i•••3.0 Brown silty SAND with gravel,dense,moist 5 SM - -decrease in silt content -occasional cobbles -becomes gray MC=5% -:: _ _ 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. 0 t- 0 f0 N J 5 t•• Earth Solutions NW,LLC TEST PIT NUMBER TP-10 Earth 2603 151st PI.NE PAGE 1 OF 1 So I akin Redmond,WA 98052 Nakta 1 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 — = F-Wui t.) a TESTS ° O MATERIAL DESCRIPTION a 2z 0 0 ••••••• Brown silty SAND,loose,moist(Fill) SM +:.:• •viii 4.* - - Brown silty SAND,medium dense,moist,trace gravel 5 MC=9% .`.' Fines=16% -dense - - SM -slightly cemented 9 Y 0 MC=8/° _ _ 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. II II a I F I � I � I 6- , I 0 ui C7 I J WSJ n. I m F Earth Solutions NW,LLC TEST PIT NUMBER TP-11 Ea Pth 2603 151st PI.NE PAGE 1 OF 1 Solution_ Redmond,WA 98052 AIWut 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 a� a Lu 00 TESTS a 8O MATERIAL DESCRIPTION w-- '2' vi �aJ 2 rn 0 Brown silty SAND with gravel,loose to medium dense,moist - MC=9% ••``••'. - - -dense 5 -becomes gray - SM • - - 1 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. N O C7 vi vi N WJ m JJ W C7 • Earth Solutions NW,LLC TEST PIT NUMBER TP-13 Ea rth 2603 151st PI.NE So I utio n Redmond,WA 98052 PAGE 1 OF 1 • %1V14-1€. 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 a. _ -W v) U a w TESTS O MATERIAL DESCRIPTION cri G Q Z 0 0) 0 Brown silty SAND with gravel,medium dense,moist • MC=9% - - Fines=15% -dense -slightly cemented 5 • -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. I z C7 0. a N m Earth Solutions NW,LLC TEST PIT NUMBER TP-14 • Earth 2603151st PI.NE l utio n Redmond,WA 98052 PAGE 1 OF 1 �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 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 EXCAVATION — I-W _ 1•11, 1 TESTS N �O MATERIAL DESCRIPTION illCI 2 CO 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. U1 (7 0_ a N JJ C7 Earth Solutions NW,LLC TEST PIT NUMBER TP-15 Earth 2603 151st PI.NE 1S0lution Redmond,WA 98052 PAGE 1 OF 1 f1WLLt 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 a cri a V c TESTS N ° O MATERIAL DESCRIPTION z n 0 0 Brown silty SAND,medium dense,moist -trace gravel i - 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. I to to ui z tri O Earth Solutions NW,LLC TEST PIT NUMBER TP-16 Earth 2603 151st PI.NE PAGE 1 OF 1 u MI( Telephone: Redmond,WA 98052 f,� 11I ■I( Telephone: 4252843300 Fax: 4252842855 CLIENT CC.Edwards Construction Co.,Inc. PROJECT NAME East Park PROJECT NUMBER 0125 PROJECT LOCATION Bremerton,Washington DATE STARTED 619/05 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 _ ~W � I w= a? TESTS O MATERIAL DESCRIPTION CI a z D L) cn 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 z CD a U) N J x Earth Solutions NW,LLC TEST PIT NUMBER TP-17 Earth 2603 151st PI.NE Solution Redmond,WA 98052 PAGE 1 OF 1 NWtit 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 --- if) -- W w iG g TESTS vi J MATERIAL DESCRIPTION ❑ Qz U, 0 •�•�•;• Brown silty SAND with gravel,loose to medium dense,moist(Fill) SM •O•••• _ **SS1.0 Brown silty SAND with gravel, medium dense,moist - - MC=14% -dense -slightly cemented 5 SM 10 • decrease in silt content • _ Brown poorly graded SAND with silt,dense,moist SP- .. MC=8% SM :•.':' ' _ _ Test pit terminated at 12.0 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 12.0 feet. U vi c7 N - m l4 Earth Solutions NW, LLC TEST PIT NUMBER TP-18 Earth 2603 151st PI.NE 'Solution Redmond,WA 98052 PAGE 1 OF 1 ' Witt 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 -- ww a m U a� ,� g TESTS O MATERIAL DESCRIPTION 0 a. 2 CO 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 N 0 O C7 U) 2 a_ a N O J W5J a x m J w w z w Earth Solutions NW,LLC TEST PIT NUMBER TP-19 Earth 2603151st PI.NE Solution Redmond,WA 98052 PAGE 1 OF 1 NWm, 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 -- a. �w v? _ w+G a j TESTS a 0 MATERIAL DESCRIPTION O QZ D 0 �;�•�, Brown silty SAND,loose, moist(Fill) .:•:. - - SM •44, - - ••••••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 a C7 ui N a m Earth Solutions NW, LLC Wirth 2603151stPl.NE TEST PIT NUMBER TP-20 'So I utio n Redmond,WA 98052 PAGE 1 OF 1 NW«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 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 — w 0 F.- I-w 6• _ w m TESTS 0 MATERIAL DESCRIPTION Qz co 0 :4+ Brown silty SAND with gravel,medium dense,moist(Fill) O.O.• •0•• SM V*i •:•:•: •.• -trace debris &•iii 2.5 Gray silty SAND,medium dense,moist _ _ MC=14% -trace gravel Fines=30% 5 SM . -dense 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. 0 N F O N 1- _z 0 a. a c., to N O J J a U m (7 Earth Solutions NW,LLC TEST PIT NUMBER TP-21 • Earth 2603151st PI.NE 'Solution Redmond,WA 98052 PAGE 1 OF 1 1101/itc 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 N U I- w g TESTS O MATERIAL DESCRIPTION Z D (9 0 ;•p;• Brown silty SAND with gravel,loose to medium dense,moist(Fill) iii• SM •iii •:•:•: -occasional rubble •••� •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. fD F- Z_ C7 m Earth Solutions NW,LLC TEST PIT NUMBER TP-22 rth 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 0 F w rn = w TESTS o o.8 MATERIAL DESCRIPTION azC7 0 Brown silty SAND with gravel,medium dense,moist 5 MC=14% - - SM MC=9% Fines=15% 10 MC=10% •••• v:• _ _ 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 t0 C7 a_ a 0 IA N Earth Solutions NW,LLC TEST PIT NUMBER TP-23 Earth 2603 151st Pl.NE 'Solution Redmond,WA 98052 PAGE 1 OF 1 (VWuc 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 co • iK n°� TESTS v n.O MATERIAL DESCRIPTION wo�- a� CO. g 2 = 0 co 0 Brown silty SAND with gravel,medium dense,moist - - MC=6% •:.`.:: - - SM 5 -dense,becomes gray - •..;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. 2 f- O C7 a C7 N CO • APPENDIX B LABORATORY TEST RESULTS ES-0125 Earth Solutions NW,LLC Earth Solutions NW,LLC GRAIN SIZE DISTRIBUTION Eairth 2603 151st Place N.E. (Solution` Redmond,WA 98052 Wilt' Telephone: (425)284-3300 Fax: (425)284-2855 CLIENT C.C. Edwards PROJECT NAME East Park PROJECT NUMBER ES-125 PROJECT LOCATION Bremerton 1 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 1 II 1 1 1 1 1 1 I I 95 �„ — - . 1 90 85 o - - 80 " 75 \ 70 F. . 60 m 55 o: — i\ z 50 LT F- 45 ` . z w cC 40 w o. 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 u, • TP-2 2.0ft. Brown silty SAND,SM 0 II TP-6 4.0ft. Gray silty SAND,SM 8 ♦ TP-8 4.0ft. Gray silty SAND,SM 3 * TP-10 5.0ft. Gray silty SAND,SM ® TP-13 3.0ft. Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay g • TP-2 2.0ft. 19 0.405 0.134 13.4 65.4 21.2 6 th 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 GRAIN SIZE DISTRIBUTION Lira' 2603 151st Place N.E. ISOIEIlio)tl. Redmond,WA 98052 a NWiu 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 3• 1/2 • 3 • 6 810 1416 20 30 40 50 60 100 140 200 100 I I — I I I 95 ,.% 90 1.4 85 • 80 14 75 70 ' 65 w • 60 11:h\L , >- 55 m ce Z 50 z• 45 Lu • 40 Lu o- 35 30 — - 25 20 o 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 u, • TP-13 12.0ft. Gray silty SAND, SM 0 I TP-15 3.0ft. Gray silty SAND, SM ♦ TP-16 3.0ft. Gray silty SAND, SM * TP-18 4.0ft. Gray poorly graded SAND with silt,SP-SM 1.43 3.36 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 t m 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 0 TP-19 10.0ft. 9.5 0.342 0.185 0.4 84.4 15.2 I Earth Solutions NW, LLC GRAIN SIZE DISTRIBUTION Earth 2603 151st Place N.E. _ ISolUtrl .• Redmond,WA 98052 ��VIJ{ )1K. 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 1 I I- I I II I— I I I 95 90 . 85 14 I 80 75 70 • i- s 65 60 \ I m 55 W 50 z LL t- 45 z w 40 w n. 35 30 . '\\ia,.,_.:. , 25 20 15 10 -- 5 0 t 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 I TP-21 7.0ft. Brown poorly graded SAND,SP 0.67 4.85 ♦ TP-22 9.0ft. Gray silty SAND,SM g * TP-24 5.0ft. Gray silty SAND,SM Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • TP-20 4.0ft. 37.50.299 0.077 13.8 56.7 29.5 - m 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 Z * TP-24 5.0ft. 19 0.344 0.154 8.5 74.1 17.4 1 0 '4. Earth Solutions NW • May 21, 2006 Earth Solutions NW 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 with prior grading activities were also encountered. The fill soils were consistent with the 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 preliminary specified a twenty-five foot 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 -i 10 l• 4 CO 'Z' 42. / V 4 Y...., ,i£�,` ol 40 '� %8It e , Raymond A. Coglas, P.E. ,,L Principal Attachment : Slope Exhibit • 'Z ra " Cc: Mithun Architects Attn. Mr. Dick Bruskrud West Sound Engineering, Inc. Attn. Mr. Alan Biggs Earth Solutions NW,LLC ' . 4. g� o�g W. C a rsI 33 r - goy. d y _ ♦G }- . o. ` ! f'ate',4'#/:,;,..;-1.6,, , , s \ , r _� - 11\Ofirai •jy F ----%:[7::: _ _ \ V ' � ;'-ocy, io:,4.‘ ,1 IN,,‘,,,, ,'tt__.; • i,-.) T V‘:'.4e- .7-\''' \''' \'--'' \-\'' ''-'--rel-il _o_.-715-4:1 1 f.Z I tell 1 III • ! 1 ilia- I e %v:k ' TaiSTI jai;ireI' Iri O O O �z \ 4O .� ❑ ISS] 1 1-1,417 .1� ,�1 - ■ -o v v i ,,■ �LJT I - -! ,�,..—i- - �. 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'- . „ ,. `tc-/ •1 Z / / .- -__..--13 . z.41 ; 60/Fki ‘`:Ik\;;17)1%' t•• 1 r/ R,,,p.,. - 9. ,-. t.. -,:,,, ii.__Li.,...) ,to--, / • . ,..r,',0, ,ip-ii?.- i . . . . .: , , , ,4,..:119,,\‘,, ,s 7- - . 0„, !..• 'II:;#;'' I'; 1' II t// ;',..','''.:',•:::',11P4i,P.;, 'ss, ..\_::•\;,-#11/t ii • ,„1014,,,, •,....:-....... ,• ‘. •,, `ss 1,r-ii I '.41.. s-,',',‘:46.4f1,-'-.:•5q:.7%,)!,\%.,1,.,„,‘ \•:‘;,,Iiiil I •1 •75 *I 4 ••n•levs.lit'"1-:-:-:,'-''''''rtyPtsi\I,XV 1 . I• I . , • ',Lk\'.'‘.( s•s•s\s \\4, 1Y, I 1 I . I E5- 12-S-°z ,Pa_ri< -r -t (0/08/000 JOB NO. e5-12S.0't- CLIENT E itt- Park LLC. TEST PIT NO. , , DATES (p 1M& BY Se-W_ ELEVATION t-380 ' ''p- /0 / CONTRACTOR cc- ��wu.rd s SHEET of 2 c SURFACE CONDITIONS rasS c S E v a 5 NOTE: DEPTH OF TOPSOIL&SOD 'y" 0_ $M crow .511* z1erid/0Li b_. rq/Ll.Iy /we fU me4.iu•,,,tedt.r.ei �_ r+'?ni st 2- 30 _ 3 4- 5 �� erPQSU'1 1 _d•1 1J�' ."'Y 6-- 8.D 8 _ sm _L r ht-be ,Ti_?' , A iii 4,raic/.4 ,v,n kd, Asvmosai *nee)7tS 'nixed i.M c3t) 10--- 1/,V 1,1 wet 124- i 3--- 4-- 5- 6-- 7- 9— ()— Test 9— a— Test Pit terminated at__1L_ feet below existing grade. NO) roundwater(table/seepage)encountered at feet during excavation. Earth Solutions NWLLc �a s 'j ark tL TEST PIT NO. JO8 NO. >wS- 125.02. CLIENT t G DATE We/O(v BY St K ELEVATION ti00 -rP- /02 CONTRACTOR CC Edward! SHEET/ of / Last Pa K c SURFACE CONDITIONS Ick �a SS EE Ea N �� � ���' 111 , NOTE: DEPTH OF TOPSOIL&SOD 0 s01 C-,r si L.�c�.. _w�t1i •��!�1y m� ' _least.__ �— se.; mnc'st • 3.a 3- 4 5— . 6- 8— O- 1- 2- 3- 4- 5- 6- 7- 8- 9- 0 Test Pit terminated at 7.5 feet below existing grade.(NO) t roundwater(table I seepage)encountered at feet during excavation. Earth Solutions NWuc JOB NO. �$- I Z9.O •'L CLIENT G�a.s t Park L. G TEST PIT NO. DATE b!410(p BY se�� I ELEVATION t t/d0 7P- lO 3 CONTRACTOR C C ffetiA.)a.r dS SHEET / of i I;QSe Pate-14 1 o.r 2 -1 U SURFACE CONDITIONS 4/Ald 9 ra S'S Di c S S g .d,° DU NOTE: DEPTH OF TOPSOIL&SODi °_ S M _a t-awn Asa .s41cd6._4c#Ji1 t_142a sc. ,Eo r,eth u,, 1,_.._ d'.nse, re)c1st; 410 2- 3--- 14.0 4--' Sm &ral 3114e ,5a-nd t iid1 gravel;_gory demo-) /io/th . 5- 6— 7 SV�/1 LI GTow7.CP i 1Sn�/ 2 7�.cJ r+r1nD� Qe/' cS[.✓�� 9– o 5 _ 6 7 8 • _ 0 Test Pit terminated at 0. 5- feet below existing grad .(N roundwater(table/seepage)encountered at feet durin vation. Earth Solutions NWLLc JOB NO. G5,125.02 CLIENT East Park. L-L- L TEST PIT NO. , DATE (p/O 0/O BY 5 L K l ELEVATION 14°3 ' 7P-/O y CONTRACTORec ad W 4+-r d s SHEET / of _ east Par K- a. a SURFACE CONDITIONS °� �';<tei rec. S EE Ea. ' � w• Na► E NOTE: DEPTH OF TOPSOIL&SOD 5" a_ 5n1 _tcr�btkfLoin_ _ Ei� Ty-awe-4 , M4Mcdiiv , deig 1— Oi�t� fS Ca �.r . ra.bwn_St t. t 3-- p y, 4 mL- _8.Luz_jr.a.q..and t rotd iktro_dear_e_;_moli t 5- 6- 7- 8_ ID.() ►0 rnar'�Ck 12-- 4- 5- 6- 7- -4 9- 0 Test Pit terminated at Lr• S feet below existing grade. NO) 4 roundwater(table/seepage)encountered at feet during excavation. Earth Solutions NWu.c JOB NO. E$.-125.02 CLIENT East 1.4 TEST PIT NO. DATE 6)/610!o BY S'CK ELEVATION t 34,4/ ' r°- lo5 CONTRACTOR CC Ea Wards SHEET I of 1 • E 41.66 Parr k fi s SURFACE CONDITIONS E IIo. 8 A dal 9 ra$S" o m � v7 V c 1 E •4 = _ NOTE: DEPTH OF TOPSOIL&SOD 8 sm 3$mar silhe sa n with sput l t nt to meifr'v dente, Moist • 3 3,5 4 5 U s • vsAycl'rat �, o &E e,0 - 8 9 D sP _pada_;sa tri_w _9r.. re<l.;_c se___ io 11,0 I.1 12 3 5 - 6 7 8 0 Test Pit terminated at—IL– feet below existing grade (NO Groundwater(table I seepage)encountered at feet during excavation. Earth Solutions NWuc JOB NO. e 5 -I Z$pt._ CLIENT EaS6 Part, LL t_. TEST PIT NO. DATE (o /$/a 0 BY 5E/L- ELEVATION ?f'370 • 772/0 4 CONTRACTOR GC dward s SHEET/ of east Pur M- e c SURFACE CONDITIONS 111 E E E Q N Q+. U -elc/'9Y4f1 4did Sa./4./ co 22 'V b E NOTE: DEPTH OF TOPSOIL&SOD 5 0_ 5m _Bren._siL sari_wi ,_ ,D.[ 43 1-- 2 ■.. 3- 4- 5- 6- 7-- 8- 9 56- 78--- �.. 0- 1- 2- 3_2- 3_ ■.. 4--- 5- 7- 8-- 9-0 Test Pit terminated at q 0 feet below existing grade 0) roundwater(table/seepage)encountered at feet during excavation. Earth Solutions NWuc JOB NO. E S-1 Zoj.O Z, CLIENT 2A.✓16 L.c. TEST PIT NO. DATE 6/5/0(o BY 5 6 k ELEVATION 36 o CONTRACTOR C C ELIA)a. dS SHEET / of / Cas& Pitt c SURFACE CONDITIONS EE En. Tn a... U ,,¢mef, t N ,� iR g S NOTE: DEPTH OF TOPSOIL&SOD 8 ■.. I - ra-wn s 'sand d with-. J,40Qt4..±42 ■ ' - -. • 5 IIII 6 ■ csi d - p so�.c. er- • .. ■• 5 m am_ _sand._ .errad►g;_tr. i r ritni!'t i.--- n7 St 1111 8 ■ ..14v1cri t.1Ably diedctsumiJt ■fir o millirzram 110 4,4441 ■rte c �.� 5 � ■�■�■ • 7 I . 111111111 . I ■ 0 Test Pit terminated at ---. feet below existing grade(D Groundwater(table/seepage) encountered at feet during excavation. • Earth Solutions NWuc JOB NO. Gs5 - /Z5.6 G, CLIENT E--"as't TEST PIT NO. DATE b/& /o(- BY a'EC, ELEVATION TP- 'a d CONTRACTOR c ( cwGc..-d.r SHEET / of/ East Par L c SURFACE CONDITIONS a..0 a.do U w Add 9ru.rs E E a N3� 10 J S M NOTE: DEPTH OF TOPSOIL&SOD_64_ 0 sM Bruton silly_ l.�r g_ 4'hu►c c M 1 111rnD%Ji" ■ ■.� 3 ■ ■�. 4 ■ �'m Cera r' si'/ , sin d w -1, 4 ip.ue% U ri.z 1dif; ■.. B I • • 1•3 • 6 C rr� , : •0 Test Pit terminated at--*&5-- feet below existing grad=46 Groundwater(table I seepage)encountered at feet during e cavation. Earth Solutions NWiic JOB NO. es - i ZS.OL CLIENT East Pa-4 LLC TEST PIT NO. DATE (p(5 /0 to BY SC1L. ELEVATION t 36,0' TA/ ay CONTRACTOR C C. LGCwaitaiS SHEET / of/ eas6- Pare-e. - ?' . v� SURFACE CONDITIONS a�re 81 i �.4- 1 f''t'�Id y ra r `01 'c Si v E -o. g 6 NOTE: DEPTH OF TOPSOIL&SOD 0^S _13-36Wil sLL L sant[wi 1rg, l,� r,c4 -� dl, yl,L . v'LL. 1__ Ail 3-- 3'S 4- 5-- 6-- 7 9-- 0-- 1- 2 3 -, — 4- - 5 6- 8- 9— Test Pit terminated at 8. 0 feet below existing grad . (NO) roundwater(table/seepage)encountered at • feet during excavation. Earth Solutions NWL4c JOB NO. e5 -126. 0 "o►- CLIENT Ea SI- Park GL-C TEST PIT NO. DATE Co/e f. lP BY S k ELEVATION t 3 39 / '7-P- I/ CONTRACTOR CC EciWardS SHEET / of / .5 SURFACE CONDITIONS a� a N U w A:c/d gra tt c v E a D NOTE: DEPTH OF TOPSOIL&SOD y Oma, Sinrt,Ni! r111_IQ461_gC ")._011 !'2 C �- --_ 1-- • a•0 2-- 3-- 4— 5— ,i f ' ._.Ld 4'LLt a..o4 ho v.?i!.1) G(pst ar 6--- Ce_&Cia 9-- 0— , 1- 2- 3- 4- 5 6 7- 8-- 9— D_Test Pit terminated at 8. O feet below existing grad<F6)(NO) roundwater(table I seepage)encountered at feet during excavation. Earth Solutions NWLLc JOB NO. e$:425,62,, CLIENT Last' Pecr4 TEST PIT NO. DATE to/6/0(p BY 5G k ELEVATION 2 g 3' TP- 11 l 'CONTRACTOR rdS SHEET 1of I east Par- SURFACE CONDITIONS � to b !�3 �+'tl�!G�'rRSJ c c. £ a� Said/bi.tab ear,.b � 1 E E E c S ! 5c Ztcti bio„^ 51 c -n E v w NOTE: DEPTH OF TOPSOIL&SOD 0 2--1 nn nl S 3--- 3 .5 4- 5— tio. U • 6— 7 1 ._..et+4441-1 8- 9-- 0- 1-- 3- 4- 5— • 6- 7- 9 0— Test Pit terminated at feet below existing grad((NO )oundwater(table I seepage)encountered at feet during excavation. Earth Solutions NWuc JOB NO. e 5- 12 5.0 v CLIENT Cast "r TEST PIT NO. DATE (o j P�lO(o BY 6a IC. ELEVATION +.25$ ` 77A' CONTRACTOR cc (.. ckward S SHEET / of I G—Ast Par4- m m �' E SURFACE CONDITIONS EE Ea N a».• Uw ,�'.4,ld grass G N .E h co OH �a E a n 8 NOTE: DEPTH OF TOPSOIL&SOD I Z 1 �.� 5w) CQh2n.Arr� . . .513Aj�. �_Wt. f474.4 ao_s� sa_ �.. I ■ . _to_ .l21'2n_Q�a.. xCcc�_ 15 7 II ■�. 8 ■ Son t ?Y e ' - dJtC�l�laliz ��- '. � 5P-s, i 0 ■ rrz�� �� c1 - G1Pe241• v►-Loi•1111 .f f - -- 1 ■�- ■ ■-- r • I 5 6 ■rte ;: ■�� . 1 • a ■ Test Pit terminated at__1 — feet below existing grad (N3Groundwater(table!seepage)encountered at feet during excavation. Earth Solutions NWuc JOB NO. ES- 12:5.0 L 1 CLIENT ear f.,u IC. (,(4. TEST PIT NO. DATE (� $f 0(v BY ,..5 'k- ELEVATION 1-2s 3 ' 7P-// 3 ` CONTRACTOR CC �GLwardS SHEET I of ) east Par)- . q, S N SURFACE CONDITIONS c ield ii i v •E -�i 8 NOTE: DEPTH OF TOPSOIL&SOD a I ' 5r1 - r _silfy__land_du i._grAi //it. .�Ca e,___ 1 II ,. 6- z..d I 3 ■ 6I . ■ e•O 8 ■ 5p Cirah pornrt `ariAwt eG( 50,nd gr d) dans,.; ',al f ■ 9 I 5rn _C-Lr _salt..Srdr l cx rte+Cavi a•�.. ri Qi,t.t_--- �. s o ■ - i- �- T ■ ■ ■ ■ ■ 3 ■ ■ ri 5 m ■ III ll III8 ■ . ■ . - ■ Q -- Test Pit terminated at • 5 feet below existing grade6NONoundwater(table/seepage)encountered at feet during excavation. Earth Solutions NWuc JOB NO.g5 _125,Da CLIENT Cast Park L.L TEST PIT NO. DATE Cal e10 BY 5Gk- ELEVATION x`328 ' CONTRACTOR cc Lc(,w -G{s SHEET / of ease PCLIV k-- • E E E a N pa a SURFACE CONDITIONS blaalahrrybrin(7�es c a v. 8 NOTE: DEPTH OF TOPSOIL&SOD 36 OT _7y,p_doi:t 1- 2— • Ro -_2— Ra tJ f 5 P -161 -p.c r,_,,_j-r (-4d With .�Y�311�1 wi__ 4 ett r144 r`'o r✓ --r s M -arr4,se6__zLJ, .._sandLw_IdA.� ;�1�;..cildiS 4 JM.0L11' :i • 7— g•g, , 8_ /0, 5 _ 1 II--�....�. 2---- 3—4- 5- 6- 7_ 8- 9- 0^ Test Pit terminated at__L<__. feet below existing grade. (0Groundwater(tabl seepage encountered at 9,5 feet during excavation. Earth Solutions NWuc JOB NO. e5,125.02 CLIENT C44'6 F ic GL e- TEST PIT NO. DATE to/Sid Co BY a-ek, ELEVATION !350 ' '7p_ //5- M 'CONTRACTOR e.0 ,t va.rdS SHEETS of a7-4.1b• 1)4.,- tC ED. c SURFACE CONDITIONS rpi c v E 'o 8 NOTE: DEPTH OF TOPSOIL&SOD 3 0_`T5 1— 2-- 3 r''cc,e 01 �,rb 9J 3.5 _ m L _Zrau.,r_ Lk!,.no utdii.sdr_ &IA1s.&t wftLt•44/ 4- 5- 6-- &tame:a a 41t r� 8~ e.0 �.., 10---..- -- 11- 2-- 4- 5- 6— 7 8- 9--- 0 Test Pit terminated at l 0 feet below existing g -.P.„- (NO) •undwater(table I seepage)encountered at feet dun . .= ation. Earth Solutions NWiic ' '' ---'''''''-i,::::1; ENGINEER1A(G ;y I ; v'�,, - fl _ t E._` l STRUCTURAL CALCULATIONS for the PROPOSED RUEPPELL HOME DESIGN PLAN 2446-B December 6, 2017 Client: Trep Development, LLC Site: East Park- Lot 81 Kitsap County, WA Calculated by: Eric L. Rice, PE ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 it., ... A I‘JE 4. Phone: (206) 200-8764 ,r, 7, /.)/`v '',i , � Email: elreng33@gmail.com �' il (�/ ('c S 114 T� �`'y,, i , /2 /, 'r ELR Engineering Project: Plan 2446-ABC 1915 Dayton Ave NE Job No. Figured by: ELR Renton,WA 98056 Checked by: Date: 11/14/2017 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 2446-ABC for Trep Development, LLC. Our structural engineering information is shown in these calculations and on the submitted S-sheets. The information in this report conforms to the 2015 International Building Code as amended by the local jurisdiction. These calculations are valid only for the building site stated on the cover sheet of these calculations. Questions should be addressed to the undersigned. Eric L. Rice, PE ELR Engineering r N m C Wom\ �� \ N o L, >zz J W NN III 0 a � Q ,-- III LD _J Q LD =W IJ 7' 111111111 z (3o w O / 1— L-o N j=� UzO \� 77 <~ 0 W W QN Cl_ Q •O 1 W LU N ›CL \ .„ � O O m'-`-' MU \ ` LL z Qd - r NN w 0 L o H- o o W L,- Q DC LU _ _ CL Q cn O L ~- _ „8-,9 ' / „0l-,L GENERA' STRUCTURAL NOTES (Unless noted otherwise on plans and details) CODES AND SPECIFICATIONS 1 . International Building Code (IBC) - 2.015 edition with local jurisdiction amendments as applicable 2. 'ASCE/SEil 7-10 - Minimum Design Loads for Buildings and Other Structures with Supplement No. 1 3. ANSI AWC NDS-2015/AWC SPDWS 2015/AWC WFCM 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. ACI 318-14 - Building Code Requirements for Structural Concrete 5. AISC 360-10/341 -10 - Specification for Structural Steel B uildings/Seismic Provisions for Structural Steel Buildings 6. AWS D1 .4/D1 .4M-2011/Structural Welding Code 7. TMS 402-2013/ACI 530-13/ASCE 5-13 - Building Code 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(GCp,) = ± 0.18 2. Seismic - Risk category = II, Seismic importance factor (le) = 1 .00, Site Class = D, SS = 1 .626, Si = 0.682, Sps = 1 .084, Sri, = 0.682, Seismic Design Category = D, Basic seismic-force-resisting system = A.15 per ASC E 7-10 Table 12.2-1 , Seismic response coefficient (CS) = 0.167(orthogonal 1) & 0.167(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 ±TRUCTURAI OB SERVATION 1 . Structural observation is required only when specifically designated as being required by the registered design professional or the building official. 5011 CONSTRUCTION 1 . Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM 01557). 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. REINFORCED CONCRETE 1 . f'c = 3000 psi(*) at 28 days. Min 5-/ 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. REINFORCING STEEL 1 . C oncrete reinforcement shall be detailed, fabricated and placed in accordance with AC I 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 Cover 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 WAI I S 1 . Concrete floor slabs to be poured and cured and floor framing above shall be complete before backfilling behind retaining walls. TIMB 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 studgrade or btr at 24" (max) oc — 10'-0" maximum stud length 9 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, FASTFNFRS AND PRFSSURF TREATED 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 Building Code. 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 9.080 Copper Naphthenate (CuN) 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 holdowri 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) ACQ (Alkaline Copper Quat) Greater than 0.40 MCQ (Micronized Copper Quat) Greater than 0.34 CA—B (Copper Azole) Greater than 0.21 CA—C & MCA (Copper Azole & Azole Biocide) Greater than 0.15 OCA—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 SBX/DOT and zinc borate preservative treated wood in an 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. 11 .All bolts in wood members shall conform to ASTM A3O7. 12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood. ANC HORACF 1 . All anchor bolts and holdown bolts embedded in concrete or masonry shall be A3O7 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 16d common 0.162 3-1/2 SHFARWAI 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 0.131 " diameter x 2.5" nails @ 6" OC edges/12" 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 0.131 " 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 7/16" 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. B locking of interior edges is not required unless noted otherwise on the plans. BUILT—UP WOOD 00111MNS 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 TRUSSFS 1 . Trusses shall be designed, fabricated, and installed in accordance with the "Design Specifications for Light Metal Plate Connected 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. PARAI I FI STRAND I UMPFR (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, 5=1 .8E6 psi for columns. J AMINATFD VFNFFR I UMR FR (I VL) 1 . Laminated veneer lumber shall be Doug Fir meeting the requirements of ASTM D2559 - Fb=2600 psi, E=2.DE6 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. J AMINATED STRAND 1 UMBFR (LSL) 1 . Laminated strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2325 psi, 5=1 .55E6 psi for beams and Fb=1 700 psi, E=1 .356 psi for beams/columns and Fb=1900 psi, E=1 .356 psi for planks. GI UFD I AMINATED WOOD MFMB FRS (GIB) 1 . Glued laminated wood beams shall be Douglas Fir, kiln-dried, stress grade combination 24F-V4 (Fb=2400 psi, 5=1 .8E6 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 1-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 453-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'm = 1 500 psi, using Type "S" mortar, f'c = 1 800 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". CFNFRAI 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. C ontractor 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. r ., ^. . .. 13 0 � � C Co MY- .-1w CM Il Y1 Y. COY. Mw Oy. 0w m tA•- O O- n- M- 0t� M- m 0 No 4". O� a Q g 4. vs N 0. N S M O, 0' 10 ti 00 O. N 6 Qt O. �vOi ro m 1 rt .i V U C _ N C O O C.E 1^ ' in Y- CO 11 N Y- M w t0 Y- to Y- .y Y. 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O Y R O r0 Quo Quo Quo o rp o r0 C) os O r0 '13 jJ 0 L N,.1..."5 O C O c JE' c .� u. a maa'3 2t c v-17i;T=1. 5 y o E'o a °O '� � � a 'O '� d a n N c � O' �= ++ O c O 3� E > ro v' En m no t rT„a, E a, v 0 3 C E N fo p o u ay.0 o y 1O , c m o'm CU m .0 N IV .--I .-I .-r .-r .-, r, N N b v.,, u N C g, cv • n 3 ti N E ,, 1a i m,c+ U Z y C c 'o C of L 3 00 a5J x!0 x a(N0 3 CC M.N 2 N v/ E N �j =V 0.-5 O I--'.-, a x C L.c''a)a O sL+ O w mL V72- co-ob., o c Ea. cp'o 0 3 g'., @ = -0-o`oL yL MIN Ot a rn -0o ONO: LoO O c qn C m c° m VI co cco co , m ya O O �y c 0 0 N c�0,o'n 7.7,3 E,F, S c c,.,° 0 u)0 vD0 q)0 ,.10., 0 � 0 iO0 m0 � to c n � E �, nn � c o � N O in ........ \ _\ \ \ \ \ to\ \-- cr., O . 3 N O N O .'L O.Q.En O r0 r0 a•u m Z n d n f\ n d n d �1 J Z IO — V'C r'V L C O` N"O 4 C L L O y a) a 3 ¢ ¢ 013..3=a 0=<(J) -v,rn-J> rn> fa Ini = Ra= `0 iO 3 3 3 3 3 3 atU =i V) f a 3 3 O N n"Cr V„° N N 0 �C� ��..C°c ELR Engineering g g 1915 Dayton Ave NE Rentoh,WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Vertical Calculations r s FRT " JOB SUMMARY REPORT 1 VOE 2446-ABC.4te Oit A, Member Name' Results Current Solution Comments 1 Passed 1 Piece(s)4 x 6 Douglas Fir-Larch No.2 2 Passed 1 Piece(s)4 x 6 Douglas Fir-Larch No.2 i2"A Member Name Results Current Solution Comments 1 Passed 1 Piece(s)2 x 12 Hem-Fir No.2 @ 16"OC 2 Passed 1 Piece(s)2 x 12 Hem-Fir No.2 @ 16"OC 3 Passed 1 Piece(s)5 1/2"x 12"24F-V4 DF Glulam 4 Passed 1 Piece(s)5 1/2"x 12"24F-V4 DF Glulam 5 Passed 1 Piece(s)5 1/2"x 15"24F-V4 DF Glulam 6 Passed 1 Piece(s)3 1/2"x 12"24F-V4 DF Glulam 7 Passed 1 Piece(s)3 1/2"x 12"24F-V4 DF Glulam 8 Passed 1 Piece(s)6 3/4"x 12"24F-V4 DF Glulam 9 Passed 1 Piece(s)4 x 10 Douglas Fir-Larch No.2 10 Passed 1 Piece(s)4 x 8 Douglas Fir-Larch No.2 11 Passed 1 Piece(s)4 x 10 Douglas Fir-Larch No.2 12 Passed 1 Piece(s)4 x 8 Douglas Fir-Larch No.2 13 Passed 1 Piece(s)6 x 10 Douglas Fir-Larch No.2 14 Passed 1 Piece(s)6 x 10 Douglas Fir-Larch No.2 O3::FtooriA Member Name: Results Current Solution • Comments 1 Passed 1 Piece(s)4 x 8 Douglas Fir-Larch No.2 2 Passed 1 Piece(s)4 x 10 Douglas Fir-Larch No.2 3 Passed 1 Piece(s)4 x 8 Douglas Fir-Larch No.2 'O4: !t y T r. Member Name -Results:.:..Y.-..:l! .Ctiftent.Solution -Comments 2 Passed 1 Piece(s)4 x 8 Douglas Fir-Larch No.2 3 Passed 1 Piece(s)4 x 8 Douglas Fir-Larch No.2 4 Passed 1 Piece(s)4 x 8 Douglas Fir-Larch No.2 Member Name Resul#s Current Solution Comments 15 Passed 1 Piece(s)6 x 12 Douglas Fir-Larch No.2 16 Passed 1 Piece(s)4 x 8 Douglas Fir-Larch No.2 Forte Sdkware OFerator; Job Notes 11/14/2017 3:02:39 PM E is ice 24 -ABC �.� Forte v5.3, Design Engine:V7.0.0.5 LR EnGineorinq East park 2446-ABC.4re (206)200.8764 etrengs3@gmaii,rom Page 1 of 25 digix- I F O R TE ' MEMBER REPORT Roof-A, 1 PASSED 1 piece(s)4 x 6 Douglas Fir-Larch No. 2 Overall Length:4'3" 014 vY..-:...�... ,s «. d _•f�va•'�s< �.,,.._�.. - r, �u x. €-... ..� F:,.•.�od.0 weak.._ S�., ._,,. 0 4' 4' 'r 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual Q Location Allowed - Result LOP Load:Combination(Pattern) System:Wall Member Reaction(lbs) 1611 @ 0 3281(1.50") Passed(49%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 1169 @ 7" 2657 Passed(44%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 1712 @ 2'1 1/2" 1979 Passed(87%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.045 0 2'1 1/2" 0.142 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.072 0 2'1 1/2" 0.213 Passed(L/711) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and it(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'3"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing loads to Supports(its) Supports Total Available Required Dead Snow Total Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 611 1001 1612 None 2-Trimmer-HF 1.50" 1.50" 1.50" 611 1001 1612 None Tributary Dead Show Loads Location(Side) Width (O.90) (1.15) Comments . 0-Self Weight(PLF) 0 to 4'3 N/A 4.9 1-Uniform(PSF) 0 to 4'3" 18'10" 15.0 25.0 Snow Weyerhaeuser werce3 (Z})SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. YYYY 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 11/14/2017 3:02:39 PM Eric Rice 2446-ABC Forte v5.3, Design Engine V7.0.0.5 ELR Engineering East park 24466-ABC.4fe (200)200-88764 el eng33(clignaii.coin Page 2 of 25 I F O R T E MEMBER REPORT Roof-B,2 PASSED 1 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length:8'3" • • Q ..,d.,ir., ,. .:ham ... . ,,.e.-.,E�. rc , - „a w.fi ,. .; 8' o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawingis Conceptual PPo ) P Design Results Actual Ol.Lecaticas Allowed Result Ulf toad:Contbinatfon(pattern) System:Wall Member Reaction(lbs) 934 @ 0 3281(1.50") Passed(28%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 769 @ 8 3/4" 3502 Passed(22%) 1.15 1.0 D+1.0 5(All Spans) Building Use:Residential Moment(Ft-lbs) 1926 @ 4'1 1/2" 3438 Passed(56%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.081 @ 4'1 1/2" 0.275 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.133 @ 4'1 1/2" 0.313 Passed(L/746) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(5/16"). •Top Edge Bracing(Lu):Top compression edge must be braced at 8'3"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Beating_ to Subverts(lbs) Supports 'Total Available Requited Dead Snow Total Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 367 567 934 None 2-Trimmer-HF 1.50" 1.50" 1.50" 367 567 934 None mail* Dead Snow Loads Location(Side) Width (190) (1,15) Comments 0-Self Weight(PLF) 0 to 8'3" N/A 6.4 1-Uniform(PSF) 0 to 8'3" 5'6" 15.0 25.0 Snow Weyerhaeuser Sate 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 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 Panda 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 11/14/2017 3:02.39 PM Eric Hine 2446-ABC — Forte v5.3,Design Engine:V7.0.0.5 OLE Engineering East park 2446-ABC.4te I (206)200-8764 elreng33©gmaii.nom Page 21 of 25 aFORTEMEMBER REPORT Roof-B,3 PASSED 1 piece(s) 4x 8 Douglas Fir-Larch No. 2 Overall Length:5'3" • All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Desigtt Results Actual @ Location Result LDF Load: ombinat8on(Patten) System:Wall Member Reaction(lbs) 2064 @ 0 3281(1.50") Passed(63%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 1491 @ 8 3/4" 3502 Passed(43%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 2709 @ 2'7 1/2" 3438 Passed(79%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.047 @ 2'7 1/2" 0.175 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.076 @ 2'7 1/2" 0.262 Passed(L/833) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(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. Bearing Loads to Supports(IIs) Supports Total Available' Required Dead Snow Total' Accessories -Trimmer-HF 1.50" 1.50" 1.50" 785 1280 2065 None 2-Trimmer-HF 1.50" 1.50" 1.50" 785 1280 2065 None Dead., Snowy Loads Location(Side) Width (0.90)' (1.15) Comments 0-Self Weight(PLF) 0 to 5'3" N/A 6.4 1-Uniform(PSF) 0 to 5'3" 19'6" 15.0 25.0 Snow Weyerhaeuser ( )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 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-Ilbrary. The product application,input design loads,dimensions and support information have been provided by RHD Forte Software Operator Job Notes 11/14/2017 3:02:39 PM Eric Rice 2446-ABC Forte v5 3, Design Engine:V7.0.0.5 ELR Engineering East park 2446-ABC.4te (206)200-8764 elreng33-gIgmail.con' Page 22 of 25 FOF MEMBER REPORT Roof-B,4 PASSED R 1 piece(s)4 x 8 Douglas Fir-Larch No. 2 Overall Length:7'9" fiak 7 6" a o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Alumna- Actual 0 Location Mowed:, Result LOP -Loads Combination(Pattern) System:Wall Member Reaction(lbs) 722 @ 0 3281(1.50") Passed(22%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 586 @ 8 3/4" 3502 Passed(17%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 1400 @ 3'10 1/2" 3438 Passed(41%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.051 @ 3'10 1/2" 0.258 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.085 @ 3'10 1/2" 0.313 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and T_(5/16"). •Top Edge Bracing(Lu):Top compression edge must be braced at 7'9"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 7'9"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing ':Loads to Supports(Ibs) Supports Toial Available Required Dead. , Show Total Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 286 436 722 None 2-Trimmer-HF 1.50" 1.50" 1.50" 286 436 722 None 7ribut8ry Dead, snout' Loads , Location(Side) Width (0.98) (1.15) Comments 0-Self Weight(PLF) 0 to 7'9" N/A 6.4 1-Uniform(PSF) 0 to 7'9" 4'6" 15.0 25.0 Snow jf�, Weyerhaeuser Notes (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. 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 11/14/2017 3:02:39 PM Eric Rice 2446-ABC Forte v5.3, Design Engine:V7.0.0.5 EeR Engineering East park 2446-ABC.4te (206)200-8714 elreng33QgmaiLcorn I Page 23 of 25 -I F R T c °' MEMBER REPORT Floor-2-A, 1 PASSED 0 ` 1 piece(s) 2 x 12 Hem-Fir No. 2 @ 16'r OC Overall Length: 16' �s -,42.`..�`��„k�+�e`er f ^�•� �' � 'y� �., .�� .3+. .,� M� „y� at4i 'a -xag x Sa ''`"sit"^ sr " '�' U ,. �r ,. �. ,� - �. ,air,. :a€ ;r�r. .,.,d': .Y, u p 11 11 11 14 2 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results aussio-Lounion Monied Result IDF Load:Combination(Pati►) = System:Floor Member Reaction(lbs) 1713 @ 13'9 1/4" 3341(5.50") Passed(51%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Joist Shear(lbs) 1232 @ 14'11 1/4" 1941 Passed(63%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) -2570 @ 13'9 1/4" 2964 Passed(87%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.124 @ 16' 0.200 Passed(2L/432) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.194 0 16' 0.223 Passed(2L/276) -- 1.0 D+1.0 S(All Spans) TJ-Pro'"Rating N/A N/A -- -- -- • Deflection criteria:LL(1/360)and TL(1/240). •Overhang deflection criteria:LL(0.2")and 11(21/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 12'8"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 3'6"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 deck and joist was considered in analysis. Bearing i Loads to Supports(lbs) Supports, Total Available .Required Dead Liver Snow `Total Accessories , 1-Hanger on 11 1/4"GLB beam 5.50" Hanger, 1.50" 29 379 -108 408/-108 See note 1 2-Stud wall-HF 5.50" 5.50" 2.82" 750 484 800 2034 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. Connector:S inpson Strlan Tie Connectol Support Model , Seat Length Top Nails Face Nails Member Nails Accessories 1-Face Mount Hanger LU210 1.50" N/A 10-10d common 6-10d x 1-1/2 Dead. Hooruve w Loads Location(Side) Spacing (0.90)_ , (1.001 (145) =Comments 1-Uniform(PSF) 0 to 16' 16" 12.0 40.0 Residential-Living Areas 2-Point(PLF) 15'10 1/4" 16" 81.0 - - 3-Point(PLF) 15'10 1/4" 16" 282.0 - 471.0 4-Point(PLF) 15'10 1/4" 16" 29.0 - 48.0 Weyerhaeuser Notes 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 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 11/14/2017 3:02:39 PM Eri Rice 2446 ACC Forte v5.3,Design Engine:V7.0.0.5 ELR Engineering East park 2446-ABC.4te (206)200-8764 elreng33gmail,;am Page 4 of 25 MEMBER REPORT Floor-2-A, 2 PASSED R a� 1 piece(s) 2 x 12 Hem-Fir No. 2 @ 16,r OC Overall Length: 17'6" • } 1T6" 1 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 01.0cdt(on Allowed Result LDF load:Combination(Pattern) System:Floor Member Reaction(lbs) 598 @ 4 1/2" 2430(4.00") Passed(25%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 510 @ 1'4 3/4" 1688 Passed(30%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2432 @ 8'9" 2577 Passed(94%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.408 @ 8'9" 0.558 Passed(L/492) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.531 @ 8'9" 0.837 Passed(L/379) -- 1.0 D+1.0 L(All Spans) TJ-Pro'm Rating N/A N/A -- -- -- • Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 2'8"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 17 5"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 deck and joist was considered in analysis. Bearing: Loads to Supports(ata) Supports Total Available Required Dead, Floor T Total Accessories 1-Stud wall-HF 5.50" 4.00" 1.50" 140 467 607 1 1/2"Rim Board 2-Stud wall-HF 5.50" 5.50" 1.50" 140 467 607 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. Dead • Floor five Loads Location(Side) Spacing (O.90) (LOQ) (inflations 1-Uniform(PSF) 0 to 17'6" 16" 12.0 40.0 Residential-Living Areas /� 9lieyerhaeuserNotes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1111 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 RHO Forte Software Operator Job Notes 11/14/2017 3:02:39 PM Eric Rice zaps-ABC Forte v5.3, Design Engine:V7.0.0.5 ELR Engineering East park I 2446-ABC.4te (206)200-8764 elreng33@gnlait.corn ( Page 5 of 25 ! F O R T E ` MEMBER REPORT Floor-2-A,3 PASSED 1 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam Overall Length: 16'9" vOrr` " a s, .4 16'3" X" E 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual 'Design Results Actual allocation Allowed+ Result LOP Load:Combination(Pattern) System:Wall Member Reaction(lbs) 3701 @ 1 1/2" 10725(3.00") Passed(35%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(lbs) 2970 @ 1'3" 11660 Passed(25%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 14187 @ 8'4 1/2" 26400 Passed(54%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.263 @ 8'4 1/2" 0.550 Passed(L/752) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.517 @ 8'4 1/2" 0.825 Passed(L/383) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 16'9"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'9"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=16'6". •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. Bearing Loads to Supports ibs) StippOttS . Tota!m Available Required bead sr v T;qt Accessories 1-Trimmer-HF 3.00" 3.00" 1.50" 1816 1675 837 4328 None 2-Trimmer-HF 3.00" 3.00" 1.50" 1816 1675 837 4328 None Tributary Dead Floor thee snow toads iosabon(Side) maul (0.90) (1.00) (1.15) Cwnmeais 0-Self Weight(PLF) 0 to 16'9" N/A 16.0 1-Uniform(PSF) 0 to 16'9" 5' 12.0 40.0 - Residential-Living Areas 2-Uniform(PSF) 0 to 16'9" 8'1" 10.0 - - 3-Uniform(PSF) 0 to 16'9" 4' 15.0 - 25.0 Weyerhaeuser Notes 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 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 11/14/2017 3:02:39 PM Forte v5.3.Design Engine:V7.0.0.5 Eric Rice 2446 ABC ELR Engineering East park 2446-ABC.4te (206)200-6764 elreng33@gmail.corn Page 6 of 25 - I ` MEMBER REPORT Floor-2-A,4 PASSEDtORTE 1 piece(s) 5 1/2,r x 12" 24F-V4 DF Glulam Overall Length:8'6" 4. sof ^ '�✓S" �i .� affAt3 8' r; 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results - Actual 0 Location Allowed Result LOF :Load:Condtinalion(Pattern). System:Wall Member Reaction(lbs) 5528 @ 1 1/2" 10725(3.00") Passed(52%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(lbs) 3902 @ 1'3" 13409 Passed(29%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 11067 @ 4'3" 30360 Passed(36%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.053 @ 4'3" 0.275 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.095 @ 4'3" 0.412 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 8'6"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 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. Bearing Loads to Supports(lbs) SuPPorts Total Available Required Dead itve Snow Total Aceessories 1-Trimmer-HF 3.00" 3.00" 1.55" 2459 1543 2550 6552 None 2-Trimmer-HF 3.00" 3.00" 1.55" 2459 1543 2550 6552 None Tributary Dead Floor Live Snow Coady Location(Side) Width (0.90) (1.00) (3,15) . Comments 0-Self Weight(PLF) 0 to 8'6" N/A 16.0 1-Uniform(PLF) 0 to 8'6" N/A 562.5 363.0 600.0 Linked from:1, Support 2 Weyerhaeuser Notes ([)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will 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 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 > 11/1412017 3:02:39 PM — — Forte v5.3.Design Engine:V7.0.0.5 Eric Rice 2446 ABC ELR Engineering East park 2446-ABC.4fe (206)200-8764 elreng336gmaii.coin Page 7 of 25 C 0 R MEMBER REPORT Floor-2-A, 5 PASSED r T E 1 piece(s) 5 1/2,r x 15" 24F-V4 DF Glulam Overall Length:20' 0 A c' A .�� :'� ,„3ca�-a�t t a r r r E All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results' Actual 1ocatIont, Allowed Result LDP Load:Condonation(Pattern) System:Floor Member Reaction(lbs) 5401 @ 4" 19663(5.50") Passed(27%) -- 1.0 D+1.0 L(AII Spans) Member Type:Drop Beam Shear(lbs) 4478 @ 1'8 1/2" 14575 Passed(31%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 25232 @ 10' 40388 Passed(62%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.452 @ 10' 0.644 Passed(L/514) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.610 @ 10' 0.967 Passed(L/381) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 20'o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length L=19'4". •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. Bearing; toads to Supports(lbs) Supports Total Available Required Dead 'Live Total Accessories 1-Column-HF 5.50" 5.50" 1.51" 1401 4000 5401 Blocking 2-Column-HF 5.50" 5.50" 1.51" 1401 4000 5401 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. rY Dead Floor Live LCr dis Location(Side) Width (0.90) 0.00). Comments 0-Self Weight(PLF) 0 to 20' N/A 20.0 1-Uniform(PSF) 0 to 20' Residential-Living (Top) 10' 12.0 40.0 Areas it ey rlliaeu r ()SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. ��11 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 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 11/14/2017 3:02:39 PM Forte v5.3,Design Engine:V7.0.0.5 Eric Rice 24413-ABC ELR Engineering East park 2446-ABC,4fe (206)200-8764 elreng33Lgmaii.corn Page 8 of 25 FORTE MEMBER REPORT Floor-2-A, 6 PASSED 1 piece(s) 3 1/2"x 12" 24F-V4 DF Glulam Overall Length: 12'10" • s3 z� x Y n o t ¥%7su A �5 T��^ra 9,1 s t _ I '1 12'10' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results ' Actual 0 Location Allowed Result IAF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 3377 @ 3 1/2" 3413(1.50") Passed(99%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 2860 @ 1'3 1/2" 7420 Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 11026 @ 6'6 3/8" 16800 Passed(66%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Deft.(in) 0.246 @ 6'5 5/8" 0.410 Passed(L/599) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.326 @ 6'5 5/8" 0.615 Passed(L/452) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(11240). •Top Edge Bracing(Lu):Top compression edge must be braced at 12'7"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 12'7"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=12'3 1/2". •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. Bearing Loads to-Supports(Use) Supports Tatal Available Required bead Total Accessories 1-Hanger on 12"LVL beam 3.50" Hanger- 1.50" 862 2663 3525 See note 1 2-Column-HF 4.50" 4.50" 1.52" 850 2615 3465 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. Connector:Simpson Str Tie Connectors - Support Model Seat Length. Top Nal Face Nails Member Rails Accessories 12-SDS self-drilling 6-SDS self-drilling wood 1-Face Mount Hanger HUCQ410-SDS2.5 3.00" N/A wood screw 0.242 dia. screw 0.242 dia.x 2 x 2 1/2" 1/2" Terry Dead Fber Live Loads Location(Side) Width (0.90) (1.04( Comments 0-Self Weight(PLF) 3 1/2"to 12'10" N/A 10.2 1-Uniform(PSF) 0 to 7'8"(Front) 9'9" 12.0 40.0 Residential-Living Areas 2-Uniform(PSF) 7'8"to 12'10" 8'9" 12.0 40.0 Residential-Living (Front) Areas 3-P�oiint(Ib) 7'8"(Back) N/A 144 480 Weyerhaeuser dote SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 111 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 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 1'1/14/2017 3:02:39 PM Forte v5.3,Design Engine:V7.0.0.5 Enc Rice 2446-ABC ELR Engineering East park 2446-ABC.4te (206)200-8764 elreng33fggrnall.corn Page 9 of 25 F 0 R T E MEMBER REPORT Floor-2-A, 7 PASSED 1� R 1 piece(s) 3 1/2,r x 12" 24F-V4 DF Glulam Overall Length:9'6" • 1 0 a r �x �I s s' I1 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Rests Actual-,Location Allowed Result LDF toad:Combination(Pali), System:Floor Member Reaction(lbs) 2078 @ 9'3/4" 3413(1.50") Passed(61%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 2068 @ 8'3/4" 7420 Passed(28%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 7679 @ 5'4" 16800 Passed(46%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.070 @ 4'9 13/16" 0.294 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.094 @ 4'9 13/16" 0.441 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 9'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'1"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'9 314". •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. Bearing Loads to Supports(lbs) SuPPO Total Available Required Dead Total Accestories 1-Column-HF 4.50" 4.50" 1.50" 412 1127 1539 Blocking 2-Hanger on 12"LVL beam 5.25" Hanger, 1.50" 542 1536 2078 See note, •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 • 'See Connector grid below for additional information and/or requirements. Connector:Simpson Stron -Tie Connectors Support Model , Seat Length Top Hails face Nails Member Nails Accessories 12-SDS self-drilling 6-SDS self-drilling wood 2-Face Mount Hanger HUCQ410-SDS2.5 3.00" N/A wood screw 0.242 dia. screw 0.242 dia.x 1 x 1 3/4" 3/4" T but ry Read .;Flour Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 9'3/4 N/A 10.2 1-Point(lb) 5'4"(Front) N/A 862 2663 Linked from:6, Support Weyerhaeuser Notes ' • , '` i15)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 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 11/14/2017 3:02:39 PM Forte v5.3,Design Engine.V7.0.0.5 Eric Rice 2446-ABC ELR Engineering East park 2446-ABC.4te (206)200-8764 eireng33@gmaii.com Page 10 of 25 -------- -^ MEMBER REPORT Floor-2-A, 8 PASSED F 0 T E 1 piece(s) 6 3/4" x 12" 24F-V4 DF Glulam Overall Length: 16'6" • " .J`'` -i t� • r 16'6" lI All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Aesolts Actual 0 Location Allowed alit LDF Load:Combination(Patten) System:Floor Member Reaction(lbs) 4957 @ 4" 10935(4.00") Passed(45%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 5161 @ 15'1/2" 14310 Passed(36%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 20927 @ 8'10 1/4" 32400 Passed(65%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Dell.(in) 0.444 @ 8'4 11/16" 0.528 Passed(L/428) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.546 @ 8'4 7/8" 0.792 Passed(L/348) -- 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 16'5"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'5"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=15'10". •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. Seating Loads to Supports(Ws) Supports Total Available Required Dead LF fer Stow . Totai JACCOSSOrift 1-Stud wall-HF 5.50" 4.00" 1.81" 893 4131 -668 5024/-668 1 1/2"Rim Board 2-Stud wall-HF 5.50" 5.50" 2.12" 1106 4682 -668 5788/-668 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. Tri uttaty Dead Floor Live Snow Loads Location(Side) Width (0.90) (t•OO) (3.15), Comments 0-Self Weight(PLF) 1 1/2"to 16'6" N/A 19.7 1-Uniform(PSF) 0 to 12'8"(Front) 4'6" 12.0 40.0 - 2-Uniform(PSF) 12'8'to 16'6" 2' 12.0 40.0 - (Front) 3-Point(Ib) 12'8"(Front) N/A 542 1536 Linked from:7, Support 2 4-Uniform(PLF) 0 to 16'6"(Back) N/A 21.8 284.3 -81.0 Linked from:1, Support Weyerhaeuser No (!)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 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 r— Forts Software Operator Job Notes 11/14/2017 3:02:39 PM Eric Rice 2446-ABC Forte v5.3,Design Engine:V7.0.0.5 ESR Engineering East park 2446-ABC-4te (206)200-8704 iren93311tmau.ea111 Page 11 of 25 r i F 0 R T E MEMBER REPORT Floor-2-A,9 PASSED 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length:5'1" ' lr ^s+, , 1 a k " �'^ y-,,t �:` g , v, s `z,,a' ",, x.a r 4.;W x �� Z1 � is�4i ¢`3�Z ° , `r A. .7 oa`" ti o r = `v,r '' -i- `"r `fit ? 3.yr k &r .,iya".),' a `R V; )( 4'10" )1' El 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual.i•ocation Allowed Result LDF toad.Combination(Pattern) System:Wall Member Reaction(lbs) 2939 @ 0 3281(1.50") Passed(90%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(lbs) 1903 @ 10 3/4" 4468 Passed(43%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Moment(Ft-lbs) 3735 @ 2'6 1/2" 5166 Passed(72%) 1.15 1.0 D+0.75 L+0.75 5(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.026 @ 2'6 1/2" 0.169 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.047 @ 2'6 1/2" 0.254 Passed(L/999+) -- 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 5'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 5'1"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing:: Loads to Supports fibs) Supports< Total Available Required Dead r • Snow Total Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 1302 779 1403 3484 None 2-Trimmer-HF 1.50" 1.50" 1.50" 1302 779 1403 3484 None Td uftanr Dead floor live Snow t,oal :,, , ,. Location(Side) wIdui (0.90) ..f 00). t� $t). Comments. 0-Self Weight(PLF) 0 to 5'1" N/A 8.2 1-Uniform(PSF) 0 to 5'I" 7'8" 12.0 40.0 - Residential-Living Areas 2-Uniform(PSF) 0 to 5'1" 8'1" 10.0 - - 3-Uniform(PSF) 0 to 5'1" 18'10" 15.0 - 25.0 4-Uniform(PSF) 0 to 5'1" 3'3" 15.0 - 25.0 /� Weyerhaeuser Notest - j (t�S)t SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l 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 11/14/2017 3:02:39 PM Eric Rice 2446-Aar Forte v5.3, Design Engine:V7.0.0.5 ELR Engineering East park i 2446-ABC.4te (206)200-8764 eireng33c gmaii.com 1 Page 12 of 25 F A R TE MEMBER REPORT Floor-2-A, 10 PASSED V 1 G 1 piece(s)4 x 8 Douglas Fir-Larch No. 2 Overall Length:5'3" 4 ;C 444. T , 4,-m rw kA ?AV4 h, 5' r 2 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual Location Allowed Result LDF (load Combination(Pattern) System:Wall Member Reaction(lbs) 1738 @ 0 3281(1.50") Passed(53%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(lbs) 1198 @ 8 3/4" 3045 Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2176 @ 2'7 1/2" 2989 Passed(735/o) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Dell.(in) 0.036 @ 2'7 1/2" 0.175 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.064 @ 2'7 1/2" 0.262 Passed(L/990) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bradng(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. Hearing': loads to Supports Mu) SuPPorts ' Total Available Required Dead Snow Total Accessories 1-Trimmer-HE 1.50" 1.50" 1.50" 748 910 410 2068 None 2-Trimmer-HF 1.50" 1.50" 1.50" 748 910 410 2068 None Tributary Dead Floor Live Snow LQ40 Lowden(Side) Width `. (0.90) (k,00) . ..( •I.t5))., comments. .. 0-Self Weight(PLF) 0 to 5'3" N/A 6.4 1-Uniform(PSF) 0 to 5'3" 8'8" 12.0 40.0 Residential-Living Areas 2-Uniform(PSF) 0 to 5'3" 8'1" 10.0 - - 3-Uniform(PSF) 0 to 5'3" 4' 15.0 - 25.0 4-Uniform(PSF) 0 to 5'3" 2'3" 15.0 - 25.0 Weyerhaeuser NOtes ti 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 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 11/14/2017 3:02:39 PM Forte v5.3, Design Engine:V7.0.G 5 Eric Rice 2446-ABC ELR Engineering East park 2446 ABC.4te (206)200-8764 el reng33©gmail.corn Page 13 of 25 r { COR T `° MEMBER REPORT Floor-2-A, 11 PASSED 1 I- E 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length:7'9" • "M�`t ,;d�''y',' � r �' sass i9 f' ' `� . 4�. .,,,axAV—V-kq � 'r 7 6" All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results-- Actual @ Location Mowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 2324 @ 0 3281(1.50") Passed(71%) -- 1.0 D+1.0 L(All Spans) Member Type:Header Shear(lbs) 1787 @ 10 3/4" 3885 Passed(46%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 4502 @ 3'10 1/2" 4492 Passed(100%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Deft.(in) 0.076 @ 3'10 1/2" 0.258 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.132 @ 3'10 1/2" 0.387 Passed(L/706) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and ll(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 7'9"o/c unless detailed otherwise. •Applicable calculations are based on NOS. Bearing Loads to Supports(Ohs) SuPpoi Total Available Required Dead FUvr Snow Total Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 981 1343 388 2712 None 2-Trimmer-HF 1.50" 1.50" 1.50" 981 1343 388 2712 None Tributary Dead floor Live. Snow Loads.. Location(Side) Width (DSO) (i.00). (LIS) £oauneds o-Self Weight(PLF) 0 to 7'9" N/A 8.2 1-Uniform(PSF) 0 to 7'9" 8'8" 12.0 40.0 - Residential-Living Areas 2-Uniform(PSF) 0 to 7'9" 8'1" 10.0 - - 3-Uniform(PSF) 0 to 7'9" 4' 15.0 25.0 '� Weyerhaeuser (1)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �l 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 11/14/2017 3:02:39 PM Forte v5.3,Design Engine:VT0.0.5 Eric Rice 2.446-ABC g g ELR Engineering East park 2446-ABC.4te (206)200-8764 eireng33@gmail.corr Page 14 of 25 ark F O R T E MEMBER REPORT Floor-2-A, 12 PASSED 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length:2'4 1/2" 1 b 0 2, 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual O 1.0 01000 Allowed -. Result LDF toad:Combination(Pattern) System:Wail Member Reaction(lbs) 5087 @ 1 1/2" 6563(3.00") Passed(78%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 521 @ 1'7 3/4" 3502 Passed(15%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 1059 @ 4" 3438 Passed(31%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.002 @ 1'1 3/4" 0.075 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.004 @ 1'1 13/16" 0.112 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 2'5"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 2'5"o/c unless detailed otherwise. •Applicable calculations are based on NOS. Bearing Loads to supports(Ou) Supports Total Available Required Dead Snow Total-; Ams 1-Trimmer-HF 3.00" 3.00" 2.33" 1913 3174 5087 None 2-Trimmer-HF 1.50" 1.50" 1.50" 202 324 526 None TrHftttaty Dead Snow 1.0 1.05.1000(Side) Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 2'4 1/2" N/A 6.4 1-Point(Ib) 4" N/A 2099 3498 weYerlae.iser Notes 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 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 I Forte Software Operator .Job Notes s 11/14/2017 3:02:39 PM Eric Rice 2446-ABC Forte v5.3,Design Engine:V7.0.0.5 ELR Engineering East park 2445-ABC.4te (206)200-8764 elreng33t5(gmail.6,om Page 15 of 25 F O T E MEMBER REPORT Floor-2-A, 13 PASSED r RG 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 Overall Length: 16'4" { 3 - r 1 1 1 1 16'4" X All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Mowed Result LDP -Load:Conibroatlon(Pattern) System:Roof Member Reaction(lbs) 1605 @ 4" 18906(5.5(r) Passed(8%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(lbs) 1360 @ 1'3" 6810 Passed(20%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 6031 @ 8'2" 6937 Passed(87%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Deft.(in) 0.304 @ 8'2" 0.522 Passed(L/618) -- 1.0 D+1.0 5(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.522 @ 8'2" 0.783 Passed(L/360) -- 1.0 D+1.0 S(All Spans) Member Pitch:0/12 • Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 16'4"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'4"o/c unless detailed otherwise. •Applicable calculations are based on NOS. Bearing Loads to Supports{lbs} Supports Total Available Required Read Snow Total `Accessories 1-Column-HF 5.50" 5.50" 1.50" 670 936 1606 Blocking 2-Column-HF 5.50" 5.50" 1.50" 670 936 1606 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. :tributary Dead Snow Loads Location(Side) Width' tt.BO) " (*:15) Comments 0-Self Weight(PLF) 0 to 16'4" N/A 13.2 1-Uniform(PSF) 0 to 16'4"(Top) 4'7" 15.0 25.0 Snow Weyerhaeuser Notes {tj}SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �l 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 1 1/14/2017 3:02:39 PM Eric Rice 2446-ABC Forte v5.3,Design Engine:V7.0.0.5 ELR Engineering East park 2446-ABC.4te 7206)200-6764 reng33/c/grnai.-corn Page 16 of 25 F 0R T E MEMBER REPORT Floor-2-A, 14 PASSED V [1 G 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 Overall Length: 15'8" • "6t4 �V4k. F f,35rt' , r ' L 15'8• lI All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 L©cation Mowed Result LOP Load:Combination(Pattern) System:Roof Member Reaction(lbs) 1363 @ 1 1/4" 9453(2.75") Passed(14%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(lbs) 1183 @ 1'1/4" 6810 Passed(17%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 5119 @ 7'8 5/8" 6937 Passed(74%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.242 @ 7'8 5/8" 0.508 Passed(L/756) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.418 @ 7'8 5/8" 0.761 Passed(L/437) -- 1.0 D+1.0 S(All Spans) Member Pitch:0/12 •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 15'8"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'8"o/c unless detailed otherwise, •Applicable calculations are based on NDS. Bearing !oads to Supports(Rx; SuppOrtS Total Available Required Dead . Snow Total Accessories - 1-Column-HF 2.75" 2.75" 1.50" 575 788 1363 Blocking 2-Column-HF 5.50" 5.50" 1.50" 592 811 1403 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow LoadsLcca#foit C". i` t (1.1.5) Coaim+3nis 0-Self Weight(PLF) 0 to 15'8" N/A 13.2 1-Uniform(PSF) 0 to 15'8"(Top) 4'1" 15.0 25.0 Snow Weyerhaeuser Notes (21)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 r— 11/14/2017Software Operator Job Notes 3:02:39 PM Eric Rye 2446-ABC Forte v5.3,Design Engine:V7.0.0.5 ELR Engineering East park 2446-ABC.4fe (206;2200-8764 elreng33@gmail.corn Page 17 of 25 d C O R T E MEMBER REPORT Floor-2-B, 15 PASSED 1 1� R G 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2 Overall Length:6'3" • ��� �x����s o-���r" {"c�`�w� ,�a�,���`'��* meg`4 -f' 6' X 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design ResultsActual Q Location Allowed- Result LpF Yoa4«Corni3ination(Pattern) System:Wall Member Reaction(lbs) 4408 @ 0 5156(1.50") Passed(85%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 3458 @ 1'1" 8244 Passed(42%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 9493 @ 3'1 1/2" 10166 Passed(93%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.037 @ 3'15/16" 0.208 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.063 @ 3'15/16" 0.313 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •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. Searing Loads to Supports(s) Supports Total. Available Required Dead Snow - Total" Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 1842 2566 4408 None 2-Trimmer-HF 1.50" 1.50" 1.50" 1479 1960 3439 None - Minders! Dead Snow Loads Location(Side) Width (0.90) (145) Calumets 0-Self Weight(PLF) 0 to 6'3" N/A 16.0 .. .._. 1-Point(Ib) 3'1 1/2" N/A 1614 2690 2-Uniform(PSF) 0 to 6'3" 8'1" 10.0 - 3-Uniform(PSF) 0 to 3'1 1/2" 19'6" 15.0 25.0 Snow 4-Uniform(PSF) 3'1 1/2"to 6'3" 4' 15.0 25.0 Snow //�� Weyerhaeuser,Noti s_ (Z SUSTAINABLE FORESTRY 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 am 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 11/14/2017 3:02:39 PM Eric Rice 2446-ABC Forte v5 3,Design Engine:V7.0.0.5 ELR Engineering East park 2446-ABC.4te (206)200-8764 ireng33 igmail cen Page 24 of 25 r1FOR- A R T C MEMBER REPORT Floor-2-B, 16 PASSED 1 V ` 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length:2'4 1/2" ii -61a.447 i `'>407, !at 2' j I All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual �S19i1 Results Actual 0 Location Allowed Result 1-DP Lead:Co tion(Pattern) System:Wall Member Reaction(lbs) 3045 @ 2'3" 6563(3.00") Passed(46%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 968 @ 1'6 1/4" 3502 Passed(28%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 1132 @ 1'10 1/2" 3438 Passed(33%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.003 @ 1'2 3/8" 0.075 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.005 @ 1'2 5/16" 0.112 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(1/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 2'5"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 2'5"o/c unless detailed otherwise. •Applicable calculations are based on NOS. Bearing> ' toads to Supports(itis) Supports' Total .Available; Required Dead 'Steno. total 'Act 1-Trimmer-HF 1.50" 1.50" 1.50" 431 554 985 None 2-Trimmer-HF 3.00" 3.00" 1.50" 1210 1835 3045 None Tributary Dead Snow , Loads Location(Side) Width {(1.90) (1.15) Commode 0-Self Weight(PLF) 0 to 2'4 1/2" N/A 6.4 1-Point(Ib) 1'10 1/2" N/A 1209 2014 2-Uniform(PSF) 0 to 2'4 1/2" 8'1" 10.0 - 3-Uniform(PSF) 0 to 1'10 1/2" 8' 15.0 25.0 Weyerhaeuser Notes 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 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 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 11/14/2017 3:02:39 PM ERine zeas-ABC Forte v5.3, Design Engine:V7.0.0.5 BIR Engineering East park 2446-ABC.4te (206)200-87n4 elreng33@gmail.coin Page 25 of 25 f r MEMBER REPORT Floor-I-A, 1 PASSED F O R T E ." 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length: 15' 0 .., .. . y. na,�saC.,. o ..,a `,vaS. .. . .�_. 0 it 1I it It 11 It It II It t t tl je 1'7 1/2" 5'10 1/2" 5'10 1/2" 1'7 1/2" 4 0 E E1 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual sign Results Actual Q location Allowed Rest# LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 4138 @ 7'6" 6563(3.00") Passed(63%) -- 1.0 D+1.0 L(Adj Spans) Member Type:Drop Beam Shear(lbs) 1638 @ 6'9 1/4" 3045 Passed(54%) 1.00 1.0 D+1.0 L(Adj Spans) Building Use:Residential Moment(Ft-lbs) -2336 @ 7'6" 2989 Passed(78%) 1.00 1.0 D+1.0 L(Adj Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.047 @ 4'5 15/16" 0.192 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) -0.051 @ 0 0.200 Passed(2L/826) -- 1.0 D+1.0 L(Alt Spans) • Deflection criteria:LL(L/360)and TL(1/240). •Overhang deflection criteria:LL(21/360)and TL(0.2"). •Top Edge Bracing(Lu):Top compression edge must be braced at 15'o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'o/c unless detailed otherwise. •Applicable calculations are based on NDS. 8earIng Loads to Supports(lbs) Supports Total Avaltabl a Required Dead 8 Total Accessories 1-Column-HF 3.00" 3.00" 1.50" 609 2099 2708 Blocking 2-Column-HF 3.00" 3.00" 1.89" 904 3234 4138 Blocking 3-Column-HF 3.00" 3.00" 1.50" 609 2099 2708 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributory Dead Flom'Lire Loads Loc tion(Side) Width (0.90) (1,00) _continents 0-Self Weight(PLF) 0 to 15' N/A 6.4 1-Uniform(PSF) 0 to 15'(Top) 11'3" 12.0 40.0 Residential-Living Areas Weyerhaeuser Notes - SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will 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 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 ; 11/14/2017 3:02:39 PM Eric Rice Laos ABC v Forte v5.3,Design Engine:V7.0.0.5 ELR Engineering Ess,mark 2446-ABC.4te ; (206)200-8764 elreng33,gmail.00rn Page 18 of 25 r1 F® RTE MEMBER REPORT Floor-I-A,2 PASSED 1- R 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length:34'6" 3�� � '}:>tr, a• "7= a -., '.ka) 14:k, 4- t.'" Mayr, 1i t4 11. li 11 tf II 11 it Ir. tr It 14 11 tt IQ k1 11 11 1I 11 11 r3 11 11 II 11 11 II 11 II 11 11 11 41 -1.t .1.,!, 1 14. t3 ", 1,7 1r 5'2 1/2" 5 1" X 5'2" ,, 5'3" , 5'3" ,, 5'3 1/2" f/1/2" 0 g 11 ® 0 © E All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Rests is Actual a tocat on Allowed- .Result LDF load,ComWrtitWn(Pattlet t). System:Floor Member Reaction(lbs) 5667 @ 1'9" 6563(3.00") Passed(86%) -- 1.0 D+1.0 L(Adj Spans) Member Type:Drop Beam Shear(lbs) 2727 @ 5'10 1/2" 3885 Passed(70%) 1.00 1.0 D+1.0 L(Adj Spans) Building Use:Residential Moment(Ft-lbs) -3813 @ 6'10" 4492 Passed(85%) 1.00 1.0 D+1.0 L(Adj Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.027 @ 4'1 13/16" 0.169 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) -0.032 @ 0 0.200 Passed -- 1.0 D+1.0 L(Alt Spans) (21/999+) • Deflection criteria:LL(L/360)and TL(11240). •Overhang deflection criteria:LL(21/360)and TL(0.2"). •Top Edge Bracing(Lu):Top compression edge must be braced at 34'6"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 34'6"o/c unless detailed otherwise. •Applicable calculations am based on NDS. Bearing Loads ttr stta;x+rts(168) SUPPOrls Total Available Required Dead . t Total Aciessories 1-Column-HF 3.00" 3.00" 2.59" 1563 4104 5667 Blocking 2-Column-HF 4.50" 4.50" 3.59" 2090 5768 7858 Blocking 3-Column-HF 4.50" 4.50" 3.18" 1702 5243 6945 Blocking 4-Column-HF 3.00" 3.00" 1.50" 585 2515 3100 Blocking 5-Column-HF 3.00" 3.00" 1.50" 692 2534 3226 Blocking 6-Column-HF 3.00" 3.00" 1.50" 595 2200 2795 Blocking 7-Column-HF 3.00" 3.00" 1.50" 461 1525 1986 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tibetan( Dead floor Live Loads Nation(file) Width (0.90) (100) Comments 0-Self Weight(PLF) 0 to 34'6" N/A 8.2 1•Uniform(PSF) 0 to 15'3"(Top) 10'6" 12.0 40.0 Residential-living Areas 2-Uniform(PSF) 15'3"to 19'5" 9'6" 12.0 40.0 Residential-Living (Top) Areas 3-Uniform(PSF) 0 to 11'11"(Top) 9'1" 10.0 4-Uniform(PSF) 0 to 11'11"(Top) 13' 12.0 40.0 5-Uniform(PSF) 19'5"to 24'1" 10'6" 12.0 40.0 Residential-Living (Top) Areas 6-Uniform(PSF) 24'1"to 34'6" 8'6 1/2" 12.0 40.0 Residential-Living (Top) Areas 7-Point(Ib) 11'11"(Top) N/A 412 1127 inked from:7, Support 1 Weyerhaeuser Notes `ZSJ SUSTAINABLE 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 11/14/2017 3:02:39 PM Eric Rice zeas-ABC Forte v5.3,Design Engine:V7.0.0.5 ELR Engineering East park 2446-ABC.4te (206)200-87e4 elreng33@gmaiL;A,m Page 19 of 25 , !t MEMBER REPORT Floor-1-A,3 PASSED ems] 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length: 10'4 1/4" ij,Ta e =' a a ! i 4 t t tt ti 1 I rt I tt I 44 11 Xbr 4'5 1/4" 4'3 1/2" 1 7 1/2" a o 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Athol a LOcat ort Moved' Result LDF load:CO noire on(Fanta) System:Floor Member Reaction(lbs) 4428 @ 4'5 1/4" 6563(3.00") Passed(67%) -- 1.0 D+1.0 L(Adj Spans) Member Type:Drop Beam Shear(lbs) 1629 @ 3'8 1/2" 3045 Passed(53%) 1.00 1.0 D+1.0 L(Adj Spans) Building Use:Residential Moment(Ft-lbs) -1807 @ 4'5 1/4" 2989 Passed(60%) 1.00 1.0 D+1.0 L(Adj Spans) Building Code:IBC 2015 Live Load Deft.(in) 0.034 @ 10'4 1/4" 0.200 Passed(21/999+) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.038 @ 10'4 1/4" 0.200 Passed(2U999+) -- 1.0 D+1.0 L(Alt Spans) • Deflection criteria:LL(1/360)and TL(1/240). •Overhang deflection criteria:LL(0.2")and TL(0.2"). •Top Edge Bracing(Lu):Top compression edge must be braced at 10'4"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 10'4"o/c unless detailed otherwise. •Applicable calculations are based on NDS. bearing toads to Supports(lb:* Supports Total ' Available Required Dead Total Atoessorlea 1-Column-HF 4.50" 4.50" 2.42" 1381 3919/-155 5300/-155 Blocking 2-Column-HF 3.00" 3.00" 2.02" 1295 3133 4428 Blocking 3-Column-HF 3.00" 3.00" 1.58" 1045 2420 3465 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary bead Floor live •oads LoCattam(Side) . Width (0.90) (LOO) Com mlents 0-Self Weight(PLF) 0 to 10'4 1/4" N/A 6.4 1-Uniform(PSF) 0 to 10'4 1/4" 4'6" 12.0 40.0 Residential-Living (Top) Areas 2-Uniform(PSF) 0 to 101/4" 9'1" 10.0 - 3-Uniform(PSF) 0 to 10'4 1/4" 10'6" 12.0 40.0 Residential-Living (Top) Areas 4-Point(lb) 2 1/4" Linked from:6, (Top) N/A 850 2615 Support 2 Weyerhaeuser Notes .' L.SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Y 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-librery. The product application,input design loads,dimensions and support information have been provided by RHD Farm Software Operator Job Notes 11/14/2017 3:02:39 PM E'ic Rice 2446-ABC Forte v5.3,Design Engine:V7.0.0.5 FUR Engineering East park 2446-ABC.4te (206)200-8764 alreng33@gmail.corn Page 20 of 25 ELR Engineering 1915 Dayton Aye NE Renton;WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Lateral Calculations ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton,WA 98056 Project Descr: phone:206.200.8764 email:elreng33@gmail.com Printed:14 NOV 2017,2:55PM i_ _ . ._ ELRENG-11ELR PR-1\201711-RUEP-1tMTTHOL-1kTREPDE-11EASTPA-11PLAN24-11Enercalc12446-ABCec6 ASCE Seismic Base Shear ENERCALC, •tNC,1983-2017,Buttd:10.17829,Ver:IQ.17.a29 Lic.#: KW-06010691 Licensee:ELR Engineering >Seismic load design values Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "Il":All Buildings and other structures except those listed as Category I,Ill,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: S g = 1.626 g,0.2 sec response S 1 = 0.6820 g,1.0 sec response Site Class,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 = 1.626 ASCE 7-10 Eq.11.4-1 S M1=Fv"S 1 = 1.023 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration S DSS MS2/3 = 1.084 ASCE 7-10 Eq.11.4-3 S D�S M12/3 = 0.682 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D 4SCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F"Limit: Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Eauivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 23.080 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn^x) = 0.211 sec "IL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 6.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.211 sec "Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1 SDs:Short Period Design Spectral Response = 1.084 From Eq.12.8-2, Preliminary Cs = 0.167 "R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.498 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.052 Cs:Seismic Response Coefficient = = 0.1668 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1668 from 12.8.1.1 W(see Sum Wi below) = 81.31 k Seismic Base Shear V= Cs*W = 13.56 k EtR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton,WA 98056 Project Descr: phone:206.200.8764 email:elreng33@gmail.com Printed:14 NOV 2017,2:55PM ELRENG-1ELRPR \2011--RUED-1\MTTHOL-1\TREDE1\EASTA1\PAN2-1\Eneca1\24A8 .eaASCE Seismic Base 6LENERCALC,INC,1983-2011,Buid: 0.1 .8.29, Ver:10.17.8:29 Lic.#:KW-06010691 Licensee: ELR Engineering Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= [00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hick) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 35.31 19.79 698.82 0.5866 7.95 7.95 0.00 1 46,00 10.71 492.57 0.4134 5.61 13.56 72.24 Sum Wi= 81.31 k Sum Wi*Hi = 1,191.39 k-ft Total Base Shear= 13.56 k Base Moment= 217.4 k-ft Diaphragm Farces:Seismic Design Category"B"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 2 35.31 7.95 7.95 35.31 7.95 7.66 15.31 7.95 7,95 1 46.00 5.61 13.56 81.31 7.67 9.97 19.95 9.97 9.97 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 os I*Wpx MAX Req'd Force @ Level 0.40*S os I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level 1 ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton,WA 98056 Project Descr: phone:206.200.8764 email:elreng33@gmail.com ,E Printed:14 NOV 2017,2;56PM E ASCE 7-1t}Wind Forces, Chapter 27 Pari I�RENG-ItELR_Pi2-1V017t1-RUED-1tMTFHOL-1\TREPOE-11EASTPA 11RLAN24-11Enercalo24 frABC,ec6 ENERCALC,P CNC,1983-201T,$uild:1017 8 29,Ver.1Q17_&29 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) = 46.0 ft V:Basic Wind Speed 110.0 Horizontal Dim.in East-West Direction (B or L) = 36.0 ft Kd:Directionality Factor 0.850 per ASCE 7-10 Table 26.6-1 h:Mean Roof height = 23.080 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 19.71 9.00 0.000 0.000 Lower 10.71 10.71 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 712.0 ftA2 712.0 ft^2 910.0 ftA2 910.0 ftA2 1,654.0 ftA2 4,898.0 ftA2 Aopenings ft^2 ftA2 ftA2 ftA2 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 Buildingis to be considered Enclosed when SOUTH elevation receivespositive external pressure p 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 = 0.650 psf South Wall = 0.650 psf East Wall = 0.650psf West Wall = 0.650 psf When the following walls experience leeward or sidewall pressures,the value of qh shall be(per Table 27.3.1): North Wall = 17.115 psf South Wall = 17.115 psf East Wall = 17.115psf West Wall = 17.115 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 5.00 0.575 15.13 0.575 15.13 0.575 15.13 0.575 15.13 10.00 0.575 15.13 0.575 15.13 0.575 15.13 0.575 15.13 15.00 0.575 15.13 0.575 15.13 0.575 15.13 0.575 15.13 . T ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton,WA 98056 Project Descr: phone:206.200.8764 email:.elreng33@gmail.com �+ Printed:14 NOV 2017,2,56PM ASCE 7-10 Wind Forces,'Chapter 27 Parf 6RENG-1\ELRPR-1\2017\1.RUEP-11MTTHOL-1\TREPDE-1\EASTPA-1\PPLAN24-11Enercalc\2446-A8C.ec& , ENERCALC,INC 19832017,9uiId 10.17.829,Ver10.17.8.29 Lic.#:KW-06010691 Licensee: ELR Engineering Description: >ASCE 7-10 Wind Load Determination 20.00 0.624 16.43 0.624 16.43 0.624 16.43 0.624 16.43 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 +/- 0.180 +/- 0.180 +/- 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 -0.440 -0.440 -0.50 -0.50 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 -0.250 -0.250 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 0.20 0.20 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"DirectioFK"Shear "X"Shear Mt, (ft-k) CASE 1 North Level 2 15.21'-> 19.71' 4.50 -2.78 --- -- -- -- CASE 1 North Level 1 5.35'-> 15.21' 9.86 -5.92 --- --- --- --- CASE 1 South Level 2 15.21'-> 19.71' 4.50 2.78 --- --- --- --- CASE 1 South Level 1 5.35'-> 15.21' 9.86 5.92 --- --- --- -- CASE 1 East Level 2 15.21'-> 19.71' 4.50 --- -3.73 --- --- --- CASE 1 East Level 1 5.35'-> 15.21' 9.86 --- -7.96 -- --- -- CASE 1 West Level 2 15.21'-> 19.71' 4.50 --- 3.73 --- -- --- CASE 1 West Level 1 5.35'-> 15.21' 9.86 --- 7.96 --- --- --- CASE 2 North Level 2 15.21'-> 19.71' 4.50 -2.08 --- --- 5.40 +/- 11.2 CASE 2 North Level 1 5.35'-> 15.21' 9.86 -4.44 --- --- 5.40 +/- 24.0 CASE 2 South Level 2 15.21'-> 19.71' 4.50 2.08 --- --- 5.40 +/- 11.2 CASE 2 South Level 1 5.35-> 15.21' 9.86 4.44 --- -- 5.40 +/- 24.0 CASE 2 East Level 2 15.21'-> 19.71' 4.50 --- -2.80 6.90 --- +/- 19.3 CASE 2 East Level 1 5.35'-> 15.21' 9.86 --- -5.97 6.90 --- +/- 41.2 CASE 2 West Level 2 15.21'-> 19.71' 4.50 -- 2.80 6.90 --- +/- 19.3 CASE 2 West Level 1 5.35'-> 15.21' 9.86 --- 5.97 6.90 --- +/- 41.2 CASE 3 North&East Level 2 15.21'-> 19.71' 4.50 -2.08 -2.80 --- --- -- • } ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton,WA 98056 Project Descr: phone:206.200.8764 email;elreng33(AQgmail.com Printed:14 NOV 2017,2:56PM C.ec6 ASCE 7-1Q Wind Forces, Chapter.27, Pa ENG-11ELR P4Z~S12E71711<RUEPM1tMTFNDI~ENE;RCA C,1INC,1983.2017,Buid:10.17829,Ver..110.B7.8. 9 Lic.#: KW-06010691 Licensee: ELR Engineering Description: >ASCE 7-10 Wind Load Determination CASE 3 North&East Level 1 5.35'-> 15.21' 9.86 -4.44 -5.97 -- -- -- CASE 3 North&West Level 2 15.21'-> 19.71' 4.50 -2.08 2.80 -- --- --- CASE 3 North&West Level 1 5.35'-> 15.21' 9.86 -4.44 5.97 -- --- --- CASE 3 South&West Level 2 15.21'-> 19.71' 4.50 2.08 2.80 --- --- --- CASE 3 South&West Level 1 5.35'-> 15.21' 9.86 4.44 5.97 --- --- --- CASE 3 South&East Level 2 15.21'-> 19.71' 4.50 2.08 -2.80 --- --- --- CASE 3 South&East Level 1 5.35'-> 15.21' 9.86 4.44 -5.97 --- --- --- CASE 4 North&East Level 2 15.21'-> 19.71' 4.50 -1.56 -2.10 6.90 5.40 +/- 22.9 CASE 4 North&East Level 1 5.35'-> 15.21' 9.86 -3.33 -4.48 6.90 5.40 +/- 48.9 CASE 4 North&West Level 2 15.21'-> 19.71' 4.50 -1.56 2.10 6.90 5.40 +/- 22.9 CASE 4 North&West Level 1 5.35'-> 15.21' 9.86 -3.33 4.48 6.90 5.40 +/- 48.9 CASE 4 South&West Level 2 15.21'-> 19.71' 4.50 1.56 2.10 6.90 5.40 +/- 22.9 CASE 4 South&West Level 1 5.35'-> 15.21' 9.86 3.33 4.48 6.90 5.40 +/- 48.9 CASE 4 South&East Level 2 15.21'-> 19.71' 4.50 1.56 -2.10 6.90 5.40 +/- 22.9 CASE 4 South&East Level 1 5.35'-> 15.21' 9.86 3.33 -4.48 6.90 5.40 +/- 48.9 Min per ASCE 27.4.7 North Level 2 15.21'-> 19.71' 4.50 -2.59 --- --- -- --- Min per ASCE 27.4.7 North Level 1 5.35'-> 15.21' 9.86 -5.68 --- --- --- --- Min per ASCE 27.4.7 South Level 2 15.21'-> 19.71' 4.50 2.59 -- --- --- --- Min per ASCE 27.4.7 South Level 1 5.35'-> 15.21' 9.86 5.68 --- -- --- --- Min per ASCE 27.4.7 East Level 2 15.21'-> 19.71' 4.50 -- -3.31 --- --- --- Min per ASCE 27.4.7 East Level 1 5.35'-> 15.21' 9.86 --- -7.25 --- --- --- Min per ASCE 27.4.7 West Level 2 15.21'-> 19.71' 4.50 --- 3.31 --- --- --- Min per ASCE 27.4.7 West Level 1 5.35'-> 15.21' 9.86 --- 7.25 --- --- --- Base Shear for Design Wind Load Cases North Y Values below are calculated based on a building with dimensions B x L x h as defined on the"General"tab. Wind Base Shear Components (k) West ------- --- +X Load Case Windward Wall Leeward Wall In"Y"Direction In"X"Direction Mt, (ft-k) Case 1 North South -8.70 --- --- Case 1 South North 8.70 --- --- Case 1 East West --- -11.69 --- Case 1 West East --- 11.69 --- Case 2 North South -6.52 --- +/- 35.2 Case 2 South North 6.52 --- +/- 35.2 Case 2 East West --- -8.77 +/- 60.5 Case 2 West East --- 8.77 +/- 60.5 Case 3 North&East South&West -6.52 -8.77 --- Case 3 North&West South&East -6.52 8.77 --- Case 3 South&West North&East 6.52 8.77 --- Case 3 South&East North&West 6.52 -8.77 --- Case 4 North&East South&West -4.90 -6.58 +/- 71.9 Case 4 North&West South&East 490 6.58 +/- 71.9 Case 4 South&West North&East 4.90 6.58 +/- 71.9 Case 4 South&East North&West 4.90 -6.58 +/- 71.9 e {. • ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton,WA 98056 Project Descr: phone:206.200.8764 email:,elreng33©gmail.com Printed:14 NOV 2017,2 56PM +�+ �E ENG-1\ELR_PR-1\201711-RUED-1tNITTHOI11TREPDE-1\EASTPA-11PIAN24-1\Enercale12446-ASC.eC6 ASCE 7^'i©Wind Forces, Chapter 27, R ri ENERCALC,INC.1983.2017,Build 10.17.8.29,Ver.10.17.8.29 Lic.#:KW-06010691 Licensee:ELR Engineering Description: >ASCE 7-10 Wind Load Determination Min per ASCE 27.4.7 North South -8.27 --- --- Min per ASCE 27.4.7 South North 8.27 --- --- Min per ASCE 27.4.7 East West --- -10.57 --- Min per ASCE 27.4.7 West East --- 10.57 --- e { -cj I T-1-'-1-1-111111-1, w_T._L i i l !--r-----�--T---1-,--, w1;•i--+:r.�-}_'-i i� -T.-.,._i_._ ! 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El am N��l I I 1 1 1 c I 1 - 1 1 gymwc �^Ue U g» i 1 1 a 1 i 69a gM ^g RBI' ‘‘2'''';'' ''.1'4 1 1 1 mo0 00 . 001 000 1 E 1 1 c 1 ' 4''''' N $awE MJ v4 ''1_LL _ I> 1 1 1 r 0'"1 c o c o a E ; 1 I 1 1 29 ggi :4;,' F.P gg� V-m LL> 1 1 m J ^$ ' NN- ,7,4:',`;',8 1 is is 3mnm�.,em� -13=°LLQ, " `'"'o�,em N..1''' W oum¢ 1 1 I 1 33 1 E z. ,. z '3 z c o z 8.§`L' 0..$ c c a 3;1rl EaJ z1“ i'mgoM x dg_ 0- y_ at ELR Engineering 1915 Dayton Ave NE Renton,WA 98056 206.200.8764 elreng33@gmail.com Client: Trep Development Project: 2446-ABC Date: 11/14/2017 Revised: n.a. Description: Shearwall design-FTAO per 2015 AWC-SDPWS 4.3 WALL ID: Upper story-grid A Apply Do per 12.3.3.3? Overstrength factor(Do)= N.A. N.A. <ASCE 7-1012.4.3.3 allowable stress increase when designing with overstrength factor 0.6W(lbs)= '.170. _._.._... 0.7pE(lbs)= 241 Apply Min.of Controlling V,uo(pounds). 241 <ED controls V/L(plf) 19 is ho/u 4.3.3.4.1 Apply 20/ho or h wall(ft) 8.083 L wall(ft) 13 i ho/U >2:1? Except.1? 4.3.4.2? 1.25-ho/81.17 ha(ft) 1;413 ' L1(ft,2'-0"min.) 2.75' <Pier aspect ratio= 1.64 No No No N.A. ho(ft) 45 Lol(ft) 7.5 hb(ft) 2.17 L2(ft,2'-0"min.) 2,75 '<Pier aspect ratio= 1.64 No No No N.A. Lo2(ft) 0 L3(ft,2'-0"min.) 0 <Pier aspect ratio= N.A. 1.Holdown forces:H=Vh/L H(lbs) 150 IHoldown force(lbs)= 150 2.Unit shear above+below opening va=vb(plf) 42 I Resisting uniform(plf)- 141 917 va=vb=H/(ha+hb) Resisting concentrated(lbs)= 0 0 3.Total boundary force above+below openings f- 176 x resisting= 550 First opening:01=va x(Lol) 313 'Net Holdown force(lbs(= I 0 J<0.6D+0.7pE Second opening:02=va x(Lo2) 0 lose Simpson NONE with inch thick chord(min.)or equivalent I 4.Corner forces(pounds) Check chord bearing on HF plate(405 psi max.)> 1.5 4 5.5:( I 0 psi <OK F1=01(L1)/(L1+L2) 157 Maximum horz.strap force(lbs)_ I 157 F2=01(L2)/(L1+L2) 157 Use Simpson)C522 n 156 inch long hors:strap over sheathing above/below window with flat 304 or flat(2)2x4 blocking F3=02(L2)/(L2+L3) 0 F4=02(L3)/(L2+L3) 0 5.Tributary length of opening(ft) T1=(L1°Lo1)/(L1+L2) 3.75 noir/min.of T2=(L2°Lo1)/(L1+L2) 3.75 zu/host T3=(L2°Lo2)/(L2+L3) 0.00 vitho/u 1.25-ho/811 Controlling Determine T4=(L3'Lo2)/(L2+L32) 0.00 vs„ >27 ifho/u>2 pier? cox 6.Unit shear beside opening Maximum shear in pier(plf)= va=vb 42 n.a. 42 V1=(V/L)(L1+T1)/L1 44 V1 44 No 44 <controls W6 V2=(V/L)(T2+L2+T3)/L2 44 V2 44 No 44 <controls W6 V3=(V/L)(T4+L3)/L3 0 V3 0 Check Vl*L1+V2°L2+V3'L3=V? 241 I<OK 7.Resistance to corner forces R1=V1xL1= 120 R2=V2xL2= 120 R3=V3xL3= 0 8.Difference Corner Force+Resistance R1-F1 -36 R2-F2-F3 -36 R3-F4 0 9.Unit shear in corner zones vat=(R1-F1)/L1 -13 va2=(R2-F2-F3)/L2 -13 va3=(R3-F4)/L3 0 ♦- ELR-Engineering 1915 Dayton Ave NE Renton,WA 98056 206.200.8764 elreng33@gmail.com V Client: Trep Development Project: 2446-ABC Date: 11/14/2017 Revised: n.a. Description: Shearwall design-FTAO per 2015 AWC-SDPWS 4.3 WALL ID: Lower story-grid A Apply Oo per 12.3.3.3? N Overstrength factor(0o)_ N.A. N.A:. I<ASCE 7-10 12.4.3.3 allowable stress increase when designing with overstrength factor 0.6W(lbs)= 430 0.7pE(lbs)_ 611'. Apply Min.of Controlling Vgsp(pounds)'; 611 '<comments V/L(plf) 47 Is ho/LI 4.3.3.4.1 Apply 21.I/ho or h wall(ft) 9.083 L wall(ft) 13 : ho/u >2:1? Except.1? 4.3.4.2? 1.25-ho/8U? ha(ft) 1.253 '- Li(ft,2.-0"min.) 2.75 <Pier aspect ratio= 1.82 No No No N.A. ho(ft) 5 Loi(ft) 7.5 hb(ft) 2:83 , L2(ft,2.-0"min.) 2.750 '<Pier aspect ratio= 1.82 No No No N.A. Lo2(ft) 0 L3(ft,2.-0"min.) 0 l<Pier aspect ratio= N.A. 1.Holdown forces:H=Vh/L H(lbs) 427 (Holdown force(lbs)= 427 2.Unit shear above+below opening va=vb(plf) 105 i Resisting uniform(plf)= 335 2180 va=vb=H/(ha+hb) Resisting concentrated(lbs)_ 0 0 3.Total boundary force above below openings '06 x resisting= 1308 First opening:01=va x(Lo1) 784 +Net Holdown force(lbs)= I -881 I<0.6D+0.7pE Second opening:02=va x(Lo2) 0 IUse:Simpson NONE with inch thick chord(min.)or equivalent <I 4.Corner forces(pounds) Check chord bearing on HF plate(405 psi max.)> 3 I 5.5.: I -53 psi F1=01(L1)/(L1+L2) 392 Maximum horn.strap force(lbs)= I 392 I F2=01(L2)/(L1+L2) 392 Use Simpson CS22:x 156 inch long horz.strap over sheathing above/below window with flat 3x4 or flat(2)2x4 blocking F3=02(L2)/(L2+L3) 0 F4=02(L3)/(L2+L3) 0 5.Tributary length of opening(ft) T1=(L1*Lo1)/(L1+L2) 3.75 vra,/niiin.of T2=(L2*Lo1)/(L1+L2) 3,75 21.I/hoQ T3=(L2*Lo2)/(L2+L3) 0.00 v , Isho/u 1.25-ho/81.1 Controlling oetem:Ine T4=(L3*Lo2)/(L2+L32) 0.00 ve, >2? if ho/LI>2 pier? wx 6.Unit shear beside opening Maximum shear in pier(plf)= va=vb 105 n.a. 105 V1=(V/L)(L1+T1)/L1 111 V1 111 No 111 <controls W6 V2=(V/L)(T2+L2+T3)/L2 111 V2 111 No 111 <controls W6 V3=(V/L)(T4+L3)/L3 0 V3 0 Check V1*L1+V2*L2+V3*L3=V? 611 I<OK 7.Resistance to corner forces R1=V1xL1= 305 R2=V2xL2= 305 R3=V3xL3= 0 8.Difference Corner Force+Resistance R1-F1 -87 R2-F2-F3 -87 R3-F4 0 9.Unit shear in corner zones val=(R1-F1)/L1 -31 va2=(R2-F2-F3)/L2 -31 va3=(R3-F4)/L3 0 ELT'(Enginl,f'ring 1915 Dayton Ave NE Renton,WA 98056 206.200.8764 elreng33@gmall.com L ? Client: Trep Development Project: 2446-ABC I Date: 11/14/2017 Revised: n.a. 11 Description: Shearwall design-FTAO per 2015 AWC-SDPWS 4.3 WALL ID: Lower story-grid B Apply flo per 12.3.3.3? N Overstrength factor(Do)= N.A. N.A. 1<ASCE 7-10 12.4.3.3 allowable stress increase when designing with overstrength factor 0.6W(lbs)= 2331_ > 0.7pE(Ibs)= 4572 Apply MM.of Controlling Vo5(pounds) 4572 <Encane-ass V/L(plf) 280 is ho/LI 4.3.3.4.1 Apply 2U/ha or h wall(ft) 9.083 L wall(ft) 16.33 P ho/u >2:1? Except.1? 4.3.4.2? 1.25-ho/e1.1? ha(ft) 1;253 Ll(ft,2'-0"min.) 3 <Pier aspect ratio= 1.67 No No No N.A. ho(ft) 5= Lol(ft) 10.33 I hb(ft) 2.83 - L2(ft,2'-0"min.) 3 <Pier aspect ratio= 1.67 No No No N.A. Lot(N) 0 L3(ft,2'-0"min.) 0 <Pier aspect ratio= N.A. 1.Holdown forces:H=Vh/L H(Ibs) 2543 Holdown force(lbs)= 2543 2.Unit shear above below opening va=vb(plf) 623 Resisting uniform(plf)_ 587 4792 ' va=vb=H/(ha+hb) Resisting concentrated(lbs)= 0 3.Total boundary force above+below openings 061 x resisting= 2875 First opening:01=va x(Lol) 6434 Net Holdown force(lbs)= I -333 1<0.60+0.7pE Second opening:02=va x(Lo2) 0 (Use Simpson NONE with inch thick chord(min.)or equivalent 4.Corner forces(pounds) Check chord bearing on HF plate(405 psi max.)> 3 I 5.5 I -20 psi NEM F1=01(L1)/(L1+L2) 3217 Maximum horz.strap force(Ibs)= I 3217 F2=01(L2)/(L1+L2) 3217 F3=02(L2)/(L2+L3) 0 Use Simpson C516 0195.96 inch long horn.strap over sheathing above/below window on both sides of wall with 3n/(2)2x full wall width blocking. F4=02(L3)/(L2+L3) 0 5.Tributary length of opening(ft) T1=(L1*Lo1)/(L1+L2) 5.17 v,.../min.of T2=(L2*Lo1)/(L1+L2) 5.17 2u/hoot T3=(L2*Lo2)/(L2+L3) 0.00 vYc„,e",a, is ho/u 1.2s-ho/ell controlling Determine T4=(L3*Lo2)/(L2+L32) 0.00 vim, >2? if ho/Li>2 pier? wg 6.Unit shear beside opening Maximum shear in pier(plf)= va=vb 623 n.a. 623 V1=(V/L)(L1+T1)/L1 762 V1 762 No 762 <controls 2W3 V2=(V/L)(T2+L2+T3)/L2 762 V2 762 No 762 <controls 2W3 V3=(V/L)(T4+L3)/L3 0 V3 0 Check Vl*L1+V2*L2+V3*L3=V? 4572 <08 I 7.Resistance to corner forces R1=V1xL1= 2286 R2=V2xL2= 2286 R3=V3xL3= 0 8.Difference Corner Force+Resistance R1-F1 -931 R2-F2-F3 -931 R3-F4 0 9.Unit shear in corner zones val=(R1-F1)/L1 -310 va2=(R2-F2-F3)/L2 -310 va3=(R3-F4)/L3 0 N o p a-0 N L- o L O U 0) c...1 C)7'C CO @ C ro N6.0 O.- c 0 L.. U a O� Eo0 o0a) c co C 0-Op_L O O c til Ei; O.d y C N ` f6- O C f6 r Y w N 0 0 0 O OO0 co N X C 0)1.--,8 O. CC 3 m C•) C0 00 a88Ev� O).Sc O r L N E w . 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L m3 V H Co z z J > Z Z Z m < aQ a = ' z W LU W a DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION 345 - 6TH Street, Suite 600 Bremerton, Washington 98337 CITY OF BR E M E RTO N 360-473-5275 INSPECTION REPORT Permit #: -8617 - 1 oo 8 Address: c 15 cILM21- UgSg. 0 ✓115 rTt'-�' LJTI n L T S 2011i2 N Q tc -(c 9,4r 0..) 140Vzi 7_rv]T iot- t 1.2A-V-"\ T (a 2 &n wA vu Ar 9,a►144c (..)4-1._( X129 r /? -'C'r),p rzu-t r(4.4X05_ TOr tr, 1 Once EL/Pc $evo ,A-ci (Dy f l gT- '/Ii1A:c m. p 001/1G Aitint2A1 St.AiLy-, -t- PnlvvIs f Units D 0 5LTT2 Date: 84443 Phone: ��- INSPECTOR