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HomeMy WebLinkAboutNAUTICAL ST, 2162 • •1---- 7,- City of Bremerton PERMIT NUMBER: BB15 00709 Department of Community Development DATE ISSUED: 12/01/2015 I5 e ,, .I cer, r or 345-6th Street,Ste.600,Bremerton WA 98337 • SITE ADDRESS:2162 SW NAUTICAL ST LOT 12 BREMERTON l (360)473-5275 Fax:(360)473-5278 .. ASSESSOR NUMBER: 5596-000-012.0005 ZONING: RIO Name Phone Address Access Code APPLICANT: FREESTONE BAYSIDE LLC 6820 20TH ST E STE A TTGPR-YDV7N FIFE,WA 98424 OWNER: FREESTONE BAYSIDE LLC 6820 20TH ST E STE A TTGPR-YDV7N FIFE,WA 98424 CONTRACTOR: FREESTONE INC 253-896-1300 6820 20TH ST E,SUITE A EY8JB-FBVQT FIFE,WA 98424 LENDER: SUBMITTED: 11/04/2015 APPROVED: 12/01/2015 EXPIRATION: 05/29/2016 STATUS: ISSUED VALUATION: $276,991.72 Residential Building Permit w/Mechanical/Plumbing NEW SFR-BASIC 2313 NEW SFR-BASIC 2313 State Energy Code $50.00 Building Code Edition: IRC:2012 FAN p LED I'T' Mechanical Fixture Fee $120.00 ( P1 Building Permit $2,266.00 Occupancy Group: R-3/U State Surcharge $4.50 Type of Construction: V-B Plumbing Fixture Fee $137.00 Flood Zone: 50%Plan Review Fee $737.00 Setbacks: ////:(F/L/RT/RUO) Plan Review Fee $56.00 Sanitation Method: SEWER ,.,., ...._,, .,. ,,a.... . . , ,w., Number of Bedrooms: 4.00 TOTAL FEES: $3,370.50 Inspection Requests: FIRE:Fire Inspections (360)473-5386 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 conditions -this permit including all conditions of zoning,building codes,and State and Federal laws. SIGNATURE OF OWNER OR AGENT: 46. . PRINTED NAME: A 4(t6.1 rjyt G rl-1,\/1 DATE: (-)11/(5 , CONDITIONS City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction,and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. Printed by:Mountjoy,Margret on:12/01/2015 10:32 AM Page 1 of 5 City of Bremerton PERMIT NUMBER: BB15 00709 Department of Community Development DATE ISSUED: 12/01/2015 E c r rOF 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:2162 SW NAUTICAL ST LOT 12 BREMERTON (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5596-000-012-0005 ZONING: RIO Name Phone Address Access Code APPLICANT: FREESTONE BAYSIDE LLC 6820 20TH ST E STE A TTGPR-YDV7N FIFE,WA 98424 OWNER: FREESTONE BAYSIDE LLC 6820 20TH ST E STE A TTGPR-YDV7N FIFE,WA 98424 CONTRACTOR: FREESTONE INC 253-896-1300 6820 20TH ST E,SUITE A EY8JB-FBVQT FIFE,WA 98424 LENDER: SUBMITTED: 11/04/2015 APPROVED: 12/01/2015 EXPIRATION: 05/29/2016 STATUS: ISSUED / I. (DCD-01) ASBESTOS AND LEAD-BASED PAINT: 6 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- A, 4000 for information. (L1 2. (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. 3. (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. 4. (DCD-14) DCD: Approved Plans,Engineering,Site Plan,Permit,and Conditions shall remain on site and be available for inspection. Any changes to plans shall be approved before construction is performed.Architect or engineer of record shall approve the change before submitting a revision.A revision is subject to a revision fee and additional fees for plan review and inspections. /J//6 5. (DCD-04) DCD:Plan Review Requirements:The attached plan review checklist and identified corrections,along with the Energy (� Compliance Worksheet(when applicable)are part of the approved plans and must remain attached thereto.It is the responsibility of the applicant to make the corrections indicated on the plans.Once the plans are marked"APPROVED",they shall not be changed or altered without authorization from the Building Official. All proposed changes to"APPROVED"building plans that effect compliance with the City of Bremerton Building and Fire Code as adopted and amended in BMC Title 17 and Title 18,or any other City of Bremerton ordinance or regulation,must be reviewed and approved by the Department of Community Development prior to construction.Failure to comply and/or removal of attached documents will result in failure of required building inspections. Printed by:Mountjoy,Margret on:12/01/2015 10:32 AM Page 2 of 5 • • City of Bremerton PERMIT NUMBER: BB15 00709 Department of Community Development DATE ISSUED: 12/01/2015 j CITY OF 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:2162 SW NAUTICAL ST LOT 12 BREMERTON (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5596-000-012-0005 ZONING: R10 Name Phone Address Access Code APPLICANT: FREESTONE BAYSIDE LLC 6820 20TH ST E STE A TTGPR-YDV7N FIFE,WA 98424 OWNER: FREESTONE BAYSIDE LLC 6820 20TH ST E STE A TTGPR-YDV7N FIFE,WA 98424 CONTRACTOR: FREESTONE INC 253-896-1300 6820 20TH ST E,SUITE A EY8JB-FBVQT FIFE,WA 98424 LENDER: SUBMITTED: 11/04/2015 APPROVED: 12/01/2015 EXPIRATION: 05/29/2016 STATUS: ISSUED 6. (DCD-FUEL COMBUSTION AIR: IRC Section M1701.1.Solid-fuel-burning appliances shall be provided with combustion air in C APPLIANCES) accordance with the appliance manufacturer's installation instructions.Oil-fired appliances shall be provided with combustion air in accordance with NFPA 31.The requirements for combustion and dilution air for gas-fired appliances shall be in accordance with Chapter 24.Fireplaces shall comply with Section 1001. APPLIANCE LOCATIONS: IRC Section G2406.2. Fuel burning appliances shall not be installed in a sleeping room, bathroom,toilet room,or closet.Exception: direct vent appliances(see IRC Section G2406.2 for additional exceptions). PROTECTION OF APPLIANCES: IRC Section M1307.3. Appliances located in a garage or carport or any other location subject to vehicle damage shall be protected by approved barriers.Appliances having an ignition source shall be elevated so that the source of ignition is at least 18"above the floor in garages and in any room that opens to the garage.Appliances designed to be fixed in position shall be fastened or anchored in an approved method. CARBON MONOXIDE ALARMS:IRC Section 315.An approved carbon monoxide alarm listed with UL 2034 shall be installed outside of each separate sleeping area in the immediate vicinity of the bedroom.In a building where a tenancy exists, the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. MANUFACTURER'S SPECS: IRC M1307.1.The manufacturer's operating and installation instructions shall remain attached to the appliance until final inspection 6 7. (DCD-47) DCD:Reinspection Fee:All approved plans,the printed building permit,and the permit inspection placard,are required to be on-site for inspection purposes,and work to be inspected shall 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. IBJ 8. (DCD-38) Shear Wall Inspection:Due to the complexity of the shear wall nailing patterns and hold-down requirements contained within /4- the engineered lateral design,a separate shear 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-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 design. r, 9. (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. „n 10. (DCD-43) Under-floor Inspection:After the foundation is complete,and the floor system is framed,but prior to the installation of the I"l sub-floor or floor sheathing,(exposed floor framing)the under-floor area must be inspected,including all floor framing, anchor bolts,hold-downs and under-floor posts and positive connection devices. /� • IL (Custom) One-hour fire-rated construction is required for the exterior walls that are located less than 5 feet from the property line r 1 measured to the finished wall.For walls located less than 5 feet from the property line,the fire rating shall be from both sides of the wall. 12. (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 fuelgas piping system shall not be used until the final inspection has been performed and approved by a Building Inspector. //J • 13. (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. 14. (DCD-10) A separate electrical permit issued through Labor&Industries(L&I)is required for any new,modified,repair,replacement, /14 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) N 15. (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. 16. (DCD-56) Combustion Air:In buildings of unusually tight construction,or within a garage,all fuel-burning appliances,other than cooking appliances and domestic clothes dryers,shall obtain combustion air from outside in accordance with the International Mechanical Code,International Fuel Gas Code and/or the International Residential Code. Printed by:Mountjoy,Margret on:12/01/2015 10:32 AM Page 3 of 5 • • City of Bremerton PERMIT NUMBER: BB15 00709 Department of Community Development DATE ISSUED: 12/01/2015 . i r�rr OF 345-6th Street,Ste.600,Bremerton WA 98337 SITE ADDRESS:2162 SW NAUTICAL ST LOT 12 I.BREMERTON. (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5596-000-012-0005 ZONING: R10 • Name Phone Address Access Code APPLICANT: FREESTONE BAYSIDE LLC 6820 20TH ST E STE A TTGPR-YDV7N FIFE,WA 98424 OWNER: FREESTONE BAYSIDE LLC 6820 20TH STE STE A TTGPR-YDV7N FIFE,WA 98424 CONTRACTOR: FREESTONE INC 253-896-1300 6820 20TH ST E,SUITE A EY8JB-FBVQT FIFE,WA 98424 LENDER: SUBMITTED: 11/04/2015 APPROVED: 12/01/2015 EXPIRATION: 05/29/2016 STATUS: ISSUED • 17. (DCD-060) Property lines shall be properly marked.Setbacksi.are measured to the fnished wall of the structure. 6 18. (Custom)r Must comply with Title 20 of the Bremerton Municipal Code,including BMC 20.60(R-10 development standards)and /I6 conditions of the Plat(Freestone at Bayside,Plat No.BP06-00099).Per R-10 standards,maximum height is 35 feet.Per plat conditions,setbacks are:Front setback-20 feet;side setback-5 feet,except 10 feet along side yards adjacent to street frontage;rear setback-15 feet. 19. (LU9) All driveways and areas used for loading,parking,and maneuvering motorized vehicles shall have a paved surface.Two off- Pt V street parking spaces are required for every residential unit pursuant to BMC 20.48. t�J 20. (Custom) Pursuant to the mitigation agreement between Sinclair Ridge LLC and Bayside,LLC(Auditors file#200704240397), / -6 20. mitigation fee of$1,017.45 must be paid to the South Kitsap School District,and proof of payment must be submitted to the City of Bremerton before the building permit can be issued. rt 21. (Custom) Pursuant to the mitigation agreement with Kitsap County,payment of traffic mitigation fees in theamountof$1,059.00 shall li'l be paid by the owner of each lot and proof of payment submitted to City of Bremerton prior to issuance of building permit. r�/ 22. (DCD-BASIC) This permit is issued as a Basic plan that may be used on a site as a pre-reviewed residential plan in accordance with Policy C 2008-01.This plan may be used to apply for a permit to construct a single family residence on a single lot multiple times during the 2012 IRC code cycle which ends June 30,2016. S 23. (DCD-CO DET. CARBON MONOXIDE ALARMS:IRC Sectioni315.1.An approved carbon monoxide alarm(UL 2034)shall be installed (� (EXIST)) outside of each separate sleeping area in the immediate vicinity of the bedroom in dwelling units and on each level of the dwelling in accordance with the manufacturer's recommendations.In a building where a tenancy exists,the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. (14. G 24. (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! MINIMUM INSPECTIONS REQUIRED To request an inspection,please call(360)47375870 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 SHEETROCK Sheetrock Nailing DRIVEWAY Paved Driveway&parking areas Printed by:Mountjoy,Margret on:12/01/2015 10:32 AM Page 4 of 5 • City of Bremerton PERMIT NUMBER: BB15 00709 . Department of Community Development DATE ISSUED: 12/01/2015 • 345-6th Street,Ste.600,Bremerton WA 98337 CITY o r SITE ADDRESS:2162 SW NAUTICAL ST LOT 12 j BREMERTON (360)473-5275 Fax:(360)473-5278 ASSESSOR NUMBER: 5596-000-012-0005 ZONING: R10 Name Phone Address Access Code APPLICANT: FREESTONE BAYSIIDE LLC 6820 20TH ST E STE A TTGPR-YDV7N FIFE,WA 98424 OWNER: FREESTONE BAYSIDE LLC 6820 20TH ST E STE A TTGPR-YDV7N FIFE,WA 98424 CONTRACTOR: FREESTONE INC 253-896-1300 6820 20TH ST E,SUITE A EY8JB-FBVQT FIFE,WA 98424 LENDER: SUBMITTED: 11/04/2015 APPROVED: 12/01/2015 EXPIRATION: 05/29/2016 STATUS: ISSUED 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 PW&U-UTILITIES PW-Final Inspection-Utilities PW&U-DWY APPROACH PW-Driveway approach final PW&U-FLDPLN FNAL PW-Floodplain Certificate Final PW&U-ROW OTHER PW-Right-of-Way Other FINAL-BUILDING • Final Inspection-Building • Printed by:Mountjoy,Margret on:12/01/2015 10:32 AM Page 5 of 5 r. , BUILDING PERMIT 2162 SW NAUTICAL ST LOT 12 INSPECTION CARD NEW SFR - BASIC 2313 CITY OF _ j . PROTECT THIS CARD FROM THE WEATHER BREMERTON Building ® Plumbing D Mechanical 0 Alarm/Sprinkler 0 jThis Placard must be posted on or near building and the Permit&"Approved" plans must be at the site. Permit # BB:15 00709 Call the following Agency Telephone Numbers for -Property lines shall be properly identified and marked before inspections: foundation footing inspection.Setbacks are measured to the Building Department Inspections: (360)473-5870 finished wall structure, Water-Public Works: (360)473-5927 -Reinspection fee may be assessed if inspection has been requested when not ready or corrections are not completed. PW-Public Works-Engineering: (360)473-5270 -Permit,approved plans,engineering,and inspection card shall Kitsap Public Health: (360)337-5235 be on site during construction or Reinspection Fee may be Fire Fire Department: (360)473-5385 assessed. L&I-Dept.of Labor and Industry: (360)415-4000 ..Lc �,' `e ✓ .. ` ` a F 4Inspection ,,APPA , . DATE§rM - - Notes e7r ,,3 H _ ,u`a. .. ,, , .c .. .£:)'' r. '44,-,m,',' k ' , y:?6? z. ,*1.,;R' f <., : ,, Foundation Footings, Property lines shall be properly A '/�� -. S identified . • [-' II- S Foundation Walls I Hold downs j1 18-t(S Plumbing Groundwork 1J Underfloor Framing Inspection/Anchor Bolts& dm 12- '-1-' - Washers/Hold Downs Shear Wall Panels/Braced Wall Panels "'"V' 1- i-(-V/F Mechanical Rough-In 4,01 (.'Z@-1 .b Plumbing Rough-In eiti4 l-2(- 1 & Gas Piping Pressure Test AVN ( -21 -16 g p`3( L&I-Electrical Cover Inspection Before Framing(State jr(si ( 2,6--l.. of Washington) - Framing Inspection(Mechanical&Plumb Rough-In, ,��s p '"O9`�"`�""'ca`- T Elect Cover Completed) ur' 1 -2&-/C L t( Insulation -Wall MA ( ---2-(i Sheetrock Nailing 603. 7.-2- (k Paved Driveway&parking areas ati ;451)— 6 Insulation-Ceiling lit 4 ',.-12 -112 Insulation-Underfloor .-255•'j4' Energy Code-Duct Testing -Provide signed affidavit to aim c� Bldg Dept U"''tb e6'1 bi 6 Energy Code-Air Leakage Test(Blower Door Test) o�.Q '4.3-f-, vac?214 L&I-Electrical Final Inspection I7j 4 -ii-1 G PW-Sewer Lateral 'D 1•a.-os-is (c .o� PW-Final Inspection-Utilities 05 i 1? -O3-1 FINAL BUILDING (360)473-5870 All of the above must be approved. Approved Final Inspection grants occupancy_for single-family residence only. Commercial structures require separate Certificate of Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING DEPARTMENT APPROVAL -_'.�``3 Page Iof2'' BUILDING PERMIT 2162 SW NAUTICAL ST LOT 12 INSPECTION CARD NEW SFR - BASIC 2313 CITY OF PROTECT THIS CARD FROM THE WEATHER BREMERTON 1 Inspection ,x �� .PP ATE ...._Notes'; �? x * 3... y ti ` ay approac Far ertl Ica e Ina N Ptd Ri§ht-ot-way utner n/ Final Inspection-Building . •?�-2 -t(- FINAL BUILDING (360)473-5870 All of the above must be approved.Approved Final Inspection grants occupancy for single-family residence only. Commercial structures require separate Certificate of Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING DEPARTMENT APPROVAL Page 2 of 2 • South Kitsap School District Receipt for Impact Fees for Residential Building Permits Contractors name: Freestone DFF Bayside, LLC 6820 20th St E. Suite A Fife, WA 98424 Ph: 253-896-1300 Contact: Malcolm Griffin 253-896-1300 This document reflects receipt of payment from the above contractor in the amount of$ 2,078.00 For payment of impact fees on the following permits at$ 1,039.00 per permit: Lot Permit Address Parcel# 8 BB15 00708 2130 Nautical St. Bremerton 98367 5596-000-008-0001 $1,039.00 12 BB15 00701 2162 Nautical St. Bremerton 98367 5596-000-012-0005 $1,039.00 Total : 52,078.00 After payment,the Contractor shall provide a copy of this receipt to the City of Bremerton Building Department. No new residential construction permits will be issued until proof of paid impact fees is received. Please note that this fee is payable by check, money order or cashier's check only. Questions regarding this fee can be directed to Leslie Foos, Director of Business Services at(360) 874-7015. For SKSD Accounting Purposes Only: Receipt# Date Check# SDSD Signature Contractor Signature bo AD— Psi I /1.5 17 )"'C C3€1.4114--- a -3796-447-"g2.7—` Leslie Foos Malcolm Griffin • 1 • Contractors name: Freestone Bayside, LLC 6820 20th St E. Suite A Fife, WA 98424 Ph: 253-896-1300 Contact: Malcolm Griffin 253-896-1300 This document reflects receipt of payment from the above contractor in the amount of$ 2,118.00 For payment of traffic impact fees on the following permits at$ 1,059.00 per permit: Lot Permit Address Parcel# 8 BB15 00708 2130 Nautical St. Bremerton 98367 5596-000-008-0001 $1,059.00 12 BB15 00701 2162 Nautical St. Bremerton 98367 5596-000-012-0005 $1,059.00 Total : 52,118.00 Check Number: J 7)... . , '. : PERMIT CENTER 88/50 0 I • PALL �r - 0 , 01. RESIDENTIAL . : LO E.., ®.Rl�EtuEIZTc>ry ' Building.Permlt Application Department of Community Development ' 345-6th Street,Suite 600 ' Bremerton *WA ' 98337-1873 ,4 (360)473-5275 ' F (360)473.5278 ' www. .bremerton.wa.us Applicant: [j Owner L www.d.bremerton.wa.us 0 Authorized Agent Site Address: d�1 l0 ct f i(.w( ,ST is 3 I To apply for a property address,contact Public Works at(360)473-5270 CONTRACTOR:Fret t:. SAis;kt, tr1-L OWNER: Fre-vcb,.,c. t .)S;1-t, (rL(, Address: 6,0-0 )-o}w. fi- E Address: (441.0 1Otu. S{-c Ci , State, Zi.:1 L al\ 9 q`) Ci , State, Zi.: F;Ft , )r q(6`t)-( License#&Exp. Date: FRET W1 GILiJZ. lltifl(to Phone#: ( )P )- %A(i- \'hnu Contact Name: Malcolm (Jr4,v Authorized Agent Name: Contact Phone#: (1h3 )- gc16-13oU Address: Email address:(natwlmy Q ffet.,Ame,Lonvh,,:rs,6am City, State,Zip: Tax 1D/Parcel#: 4�-000--00--0005 , Phone#: ( ) I] Sewer n Septic Erna' address: 'What Is the application for?(Please check) New Construction [1 Alteration f Addition I NEW SINGLE-FAMILY RESIDENCE n RESIDENTIAL REBUILD [D NEW DUPLEX n RESIDENTIAL ADDITION ENEW MANUFACTURED HOME El RESIDENTIAL REPAIR • I I NEW GARAGE/CARPORT n NEW ACCESSORY BUILDING Fl 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. (l OTHER: IS THIS PROPERTY WITHIN 200 FEET OFA SHORELINE? YES Li NO Scope of work proposed: eA-v S h( ' Square Footage: Building: 1st Floor 1 d l 1 Basement Garage: 1st Floor 313 2nd Floor 1301 Other 2nd Floor Deck(s): ).)1 Valuation Plan Review Fee Permit Fee Surcharge Total Fees CO 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 forreview 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 of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration,the applicant shall resubmit plans and pay a new plan review fee. I ilk,_..41.1.4,.. , �1''�q c, w, �f � I 0 ��-3 (S Applican s Signature (Print) Date / Rev,Oct.2008 (Continued on back) • RESIDENTIAL SITE PLAN QUESTIONNAIRE 1. Site Address: ? 6'> I�+olteitiCA Sir F11 ` y' M A C, -' ' 07, 2. Are any areas being developed on the site within 200 feet of the shoreline? Yes/ ttr .;r Y.+rmKf NOTE: If yes,please fill out a Shoreline Permit Submittal Checklist(WAC 173-ii911833 4 2015 CRITICAL AREA CHECKLIST: City of Bremerton, DCD 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' Hilly: slopes present on site of more than 15% and less than 30%. Horizontal Steep: grades of greater than 30%present on site. 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/6 RESIDENTIAL DEVELOPMENT WORKSHEET: 6. What is the amount of grading proposed(in cubic yards),not including foundation area?, Fill amount Cut amount Total grading S O G l r 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 a0 *Use this as the'second front yard setback Rear yard setback* for corner lots and through lots. Side yard setback Side yard setback **Development Coverage is defined as Maximum height IV I 'r that portion of a lot covered by impervious Development coverage** 4.17. surface areas of all structures, and Number of off-street impervious paved areas, such as parking spaces driveways and walkways. Residential Questionnaire Revision: October 2008 • 4s y; L.3 Lf1 ) J°l:1 1\LI T7 CENTER. Det. of Community Development*345—6th Street, Suite 600*Bremerton*WA*98337-I873 Iill Mechanical 112 Plumbing l Ci 1 Type of Fuel: ❑ lectric LJ Gas 0 Oil 0 Propane Occupancy: LJ Residential ❑Commercial Site Address: ),( l02 Al .c fi&i ( Sf, CONTRACTOR:Fcr cSt • S;.k. z,1,L OWNER: Fi ccs time- 13:, ;,lc, L-1---C- Address: Address:(o g� )o r�. S r F Address: goo )-0-f-`, S r City, State,Zip: F,.(-c, W A I: ).t.1, Ci , State,Zi.: i^,-ft it A q g y-�y License#: FREES. 4161kiZ Phone# )-53 ~�T�-St Contact Phone#: (x5'� ) g16,-igou Tax ID/Parcel #: 55i&-00O -0 I . -000 NO. TYPE OF EQUIPMENT NO. TYPE OF FIXTURE AIR HANDLING UNIT>10,000CFM ATMOSPHERIC VACUUM BRKR 1-5 AIR HANDLING UNIT<10,000 CFM ATMOSPHERIC VACUUM BRKR>5 5 BATH FAN AND/OR EXHAUST FAN BACKFLOW DEVICE<-2" CLASS 1 HOOD&DUCT SYSTEM BACKFLOW DEVICE>2" CLASS 2 HOOD&DUCT SYSTEM BUILDING SEWER I CLOTHES DRYER W/EXHAUST I CLOTHES WASHER COMMERCIAL FURNACE/DUCT COMMERCIAL FLOOR DRAIN COMM.FURNACE>100,000 BTUS ( DISHWASHER COMPRESSORS DRAIN PIPE/VENT PIPE ALTERATION I COOK STOVE W/EXHAUST DRINKING FOUNTAIN DUCT CHANGE W/O NEW FURNACE FLOOR DRAIN ELECTRIC FURNACE/HEAT PUMP _ FLOOR SINK/INDIRECT WASTE i EVAPORATIVE COOLER GREASE INTERCEPTOR I FIREPLACE-GAS OR GAS LOG INSERT HOSE BIBBS I FIREPLACE-WOOD,OR WOODSTOVE j INDUSTRIAL SAND/OIL INTERCEPTOR J GAS WATER HEATER&VENT LAWN SPRINKLER WI BACKFLOW DEV, I GAS PIPING ROOF DRAIN MISCELLANEOUS MECHANICAL SHAMPOO SINK W/BACKFLOW.DEVICE I NATURAL GAS FURNACE/DUCTING (Q SINK(LAV,KITCHEN,MOP OR BAR) PROPANE FIANACE/DUCTING SUMP PUMP t PROPANE TAN (Q000 GALLONS) 1 TUB AND/OR SHOWER UNIT UNIT HEA.I ER 3 WATER CLOSET AND/OR URINAL OTHER: OTHER OTHER OTHER: I MECHAN'r'ICAL FEES: I � PLUMBING FEES 1 TOTAL FEES„ i to ��3 I 7 ,./.4. ( 5 Applicants Signature Date • • • LOT AREA 4980 ROOFDRIVE PATIO&WALK& PORCH/DECK 1933 407 SETB)rKS IMPERVIOUS AREA 2340 Front: , r 47% V Side: 5-, S Rear:____46 The setback is measured from the property line to the finished exterior wall. 79.66 '1' : Q - �_ CO __ z --3-"›, �2�,1°— 2o'o •�� N V.0 .'.,:''Y-';•.^'.:-.',14*tirkt* \\ / r: tv.-z-----4 -->, ,--‘, p 4, . ,. / <O a. / \ / \\\\T _ \ / N %N_ 31 N' M N \� Q �1 g s -a V. Ih 4 i it Is NOV 0 4 2015 w, City of Bremerton, DCD FLAT LOT: LESS SCALE:1"=20' THAN 2% GRADE Freestone LOT 12 - Freestone at Bayside Bayside LLG PARCEL #: 5596-000-012-0005 Dote: / 26 /15 6520 ife_20th St. A Lot Size: Project Address: 253-8.16-1300 Base Plan # 4,980 Sq. Ft. 2162 Nautical St X15oo1©c. ..., r I . . ,, ,........ ONINAWM•11•111..011111111101 r 1 i 1 1 i 1 FIELD REVISION ) FOR PLAN 2313 ir . ' '4%-t=teti, NOV 0 ii 2015 City of Bremerton, DCD BREMERTON, WASHINGTON NOTE:This stamp applies to the members and assemblies described in these calculations only and is only valid if it is a wet stamp. L L / • / 1 S' ''cL.4.'(if VIAS111 0 REVISED -'- ' reth .rtGISTY.0 1.4.'1 C.i . Date:ul.:111...-k,a...... ... .,:- WELLER CONSULTING PROJECT NO. 14-035 R2 21925 8TH PL W DATE 11/02/15 BOTH ELL WA 98021 PREPARED BY Mark Weller. P.E. (425)488-9868 (425)486-6715 FAX A.M. 1 F. . , . -iimin-----m---- ii--- i 1 f5 41 -- _ _ ... ,' : .. • , , , _. , U I i__t i _..4". i DESIGN LOADS: ii, " l'i 1 1 1 ___. FLOOR DL= 10 PSF ' ........ .flAe --- - rp, .- -- -- i LL =40 PSF JOISTS: 9 . x 1 2 HF # 2 (i. 16 0C. ..,' - ------______;___- _ NOTE:PROVIDE LUS28 HANGERS p ALL FLUSH FRAMED ENDS , HEADERS: 4 x 8 DF# 2 U.N.O. Acti _ 111111110110 - c--G, _ „ [ ravialtiii4111111.111111.0 :, ... - r— NOTE: PRC)VIDE(1) 2 X TRIMI14ER 44-4---- -.4i11101111111*- ----- -- - 1411111116113 ... ' - @ALL HEADERS U.N.0 - ...._ , -NI Ell: 5118 x 15 GLB (24FV4) RE! REM H2: 4 x 10 DF # 2 . H3 5 1/8 x 9 GLB (24FV4) BEAMS: -- - A.CCo• . - ' NOTE:PRORVIDE.(2) 2X POST . , W- ' @ALL f3EANIS U.N.O. 4N) --- .:-------- • '81: 3 /8 x 12 SIB (24F-, 4• r realm's_ _ .41 82: 8 x 12 CU: ( 4F-V4) --- ',, B3: 5 1/8 x 10 112 GLB (24F-V4) --7-01 B4: 6 3/4 x 16 1/2 GLB (24F-V4) 85 W 8 x 28 - , • B6: 5 1/8 x 10 1/2 GLB (24F-V4) 1 • _ _ 87: 5 1/8 k 12 GLIB (24F-V4) 4 B8: 5 1/8 x 9 GLB (24F-V4) 11 . sig I COLUMNS: Cl: (3) 2 x 6 I-IF # 2 --- • C2: (2) 2 x 6 HF # 2 C3: 6 x 6 P.T. W/ikC6 &AB66 4 — — C4: 4 x 4 PT. VV/AC4 & AB44 C5: (4) 2 x 4 HF#2 lowa ,INw4 iokw C6: 4x8DF # 2 , a r a ., ,4 ' 1 Li 1 111 4.70 ' 1 1 1 1 MM. 4 tO-- ' HANGERS: EIGR1: HUC410 _ _ __ ' 3." 116101 IIIIIIIIIIIIr i --immla......11 _ NOTE: PROVIDE (2) ROWS OF 1/4" x 4 1/2" SDS RG=e-1 1461-4 C+ SCREWS @ 16" 0.C. LEDGER TO RIM AT•ALL TRUSS LEDGER CONNECTIONS_ __- _. _ ..„ • .., _ . • . _ - -- NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNI3ATION FOR ALL PT. LOADS ABOVE UPPER FLOOR F 11 MING PLAN 1 : Be.OMCbeir v2014:licensed to Weller Consulting Engineers PC; Reg/t 5234-65779 PLAN_231.3 ROOF FRAMING: B1Date 1.0/3.1115„ Selection [ 8x 12 GLB`24F V8 DFIDF'., Lu X0:a Ft Lu @O 0:0 Ftv Conditions.. ::, -_ NDS 2012 Overhang Uplift @ R1 Min E3earin Area R4 (1 5 DL gefl 0:061m; g' -0.7 in' R2=.5:7 in' ) Data Beam'Span 6.0'ft' Reaction 1 LL -275# Reaction 2 LL: 2175;,#• 'Beam;Wt per'ft 9 11 #s 'Reaction 1 TL, -465# Reaction 2 TL,. 3678;# Brn WtIncluded 82# Maximum V 21.98#: Overhang:Length 3.0 ft : Ma>,;<Moment 5834'#`- ;Max.V;(Reduced) 2029.#• Total.Beach Length '9:6 ft, 'TL Max.Det1 L/240 TL Actual Dell L'/:<>-1000 OH TL Actual Deft L./612 LLMaxDefl L:/360 ,LL Actual:Dell L/<.=1000; OH LL Actual:Deft L/.>1000 ( ) { ) `TL Deflin LL Defl OH 1 L Deft OH LL Defy Attribcites Secticin in , Shear.s ins .... Actual :75.00: 37:50 -0.03:: -0:01 � 0:12: 0.:06 Critical 25.37 1:1;03 0.30. 0;20, 0;30-' 0:'20 • Status OK OK OK: OK OK OK; Ratio: 34%0; 29%} 9% 7°l0 39% 29%.... !:01;:.(.0i) Fv(psi) E'( six mil) .. .. ' -.c:'1,:-.0) ,i2),,:s . .. ._. Values; Reference Values 2400. 240` 18. r50: Adjusted Values 2.760 ;276 1:8 :650 Adjustments ` :Cv'Volume 1:000 CO Duration 1`.15 1:15 Cr.;Ftepetitive; 1.00 Ch Shear Stress N/A:: • Cm Wet Use.. ;:1.00 .. . 1:00 100 1::00 ... Rb 0.0 .., Cl Stability 1.0000 0 Le'=0 00-Ft CI<,tability @OH 1;:0000 Rb 0':00 Le=0 00;.Ft , Loads Uniform LL: 100 Uniform TL;;160 =A Uniform Ld on Backs an`: Point LL Point TL .. . Distance .. P:arUinif LL Par 04 11- 'Start End 1000' F,=:1691 (OH) 3.0; 100 K, =::160 (OH) 0 3.0. • Uniform Laad A . - K . • Pt loads: F1 .:R1',1 :465-. .R2 3678 BACKSPAN.=•6 FT Unifor , OH-.3a FT' m and artial urnform loads?a^ p re fbs;per ineal>ftt Overhanging load`distances are from R2: STRUCTURAL RUCTURAL ESIGN FOR PLAN 2313 e1 g !j, NOV 4 2015 City of Bremerton, DCD BREMERTON, WASHINGTON NOTE:This stamp applies to the members and assemblies described in these calculations only and is only valid if it is a wet stamp. 1 r .da '. 10 43µ ,. c',1 0PtAG'„AG... EPtitE& 04/25//7. WELLER CONSULTING PROJECT NO 14-035 21925 8TH PL W DATE: 06/08/15` BOTHELL, WA 98021 • PREPARED BY Mark Weller, P.E. (425)488-9868 (425)486 -6715 FAX DESIGN CRITERIA PER THE 2012 INTERNATIONAL BUILDING CODE EARTHQUAKE PER SECTION 1613 Design Per ASCE 7-10 Section 12.8 Equivalent Lateral Force Procedure Base Shear: V=Cs * W Cs=Seismic Response Coefficient W=Effective Seismic Weight Site/Project Specific Design Values: Ss= 1.55 per USGS S, =0.54 per USGS Site Class D (Default) Seismic Design Category D R=6.5 from Table 12.2-1 Risk Category II from Table 1.5-1 Ie= 1.00 from Table 1.5-2 Cs=0.1590 per Section 12.8.1.1 WIND DESIGN PER SECTION 1609 (Allowable Stress Design) Design per ASCE 7-10 Section 28.6 Design Wind Pressure: Ps=X * I,* Kz1 * PS30 where:X=Exposure Factor KZT=Topographic Factor Ie=Importance Factor PS30=Base Design Pressure Site/Project Specific Values: Basic Wind Speed= 110 mph(V„0) X= 1.00 Exposure'B” (<30') "Urban Clustered Area" KZT= 1.00 Ie= 1.00 PS30=see ASCE 7-10, Figure 28.6.1. STANDARD DESIGN INFORMATION The information described below is to be used unless otherwise noted on the plans WOOD DESIGN per Section 2301,Allowable Strength Design,AF& PA SDPWS 2008&AF&PA NDS 2012 when applicable;per 2308 Conventional Light-Frame Construction MINIMUM NAILING REQUIREMENTS per Table 2304.9.1 ANCHOR BOLTS: 5/8"0 x 10",A307 or better,w/7"min. Embedment. V= 1.6 x 860= 1376#/bolt CONCRETE DESIGN per Chapter 19&ACI 318-11 Concrete: fc=2500 psi Rebar: fy=40,000 psi MISCELLANEOUS HARDWARE SIMPSON Strong-Tie Connectors or equal SHEAR WALL SCHEDULE (SEE ANSI/AF&PA SDPWS-2008 Table 4.3A&Section 4.3.3) All shear walls to be sheathed from top plate to bottom plate. Block all panel edges. Nail spacing is for all panel edges. Space nails @ 12"o.c.along intermediate framing members. SW-6 v=350 plf 7/16"OSB,w/8d(0.131"0)common nails @ 6"o.c. Anchorage(interior walls only)to SINGLE joist or blkg below: 16d(box)@ 4"o.c. SW-4 v=560 plf 7/16"OSB, w/8d(0.131"0)common nails @ 4"o.c. Anchorage(interior walls only)to 4x(min.)BEAM or blkg below: 16d(box)@ 3"o.c. NOTE: use min 3" nominal studs @ adjoining panel edges SW-3 v=715 plf 7/16"OSB,w/8d(0.131"0)common nails @ 3"o.c. Anchorage(interior walls only)to 4x(min.)BEAM or blkg below: 16d(box)@ 2"o.c. NOTE: use min 3" nominal studs @ adjoining panel edges SW-2 v=950 plf 7/16"OSB,w/8d(0.131"0)common nails @ 2"o.c.(staggered) Anchorage(interior walls only)to 4x(min.)BEAM or blkg below: %"x 4 y2"SDS SCREWS @ 3"o.c. NOTE: use min 3" nominal studs @ adjoining panel edges The shear values above are based upon the use of 8d common nails with a full head,a shank diameter of 0.131",and a minimum penetration of 1.375". From Table 4.3A use 15/32; 8d values with a 0.93 reduction for Hem-Fir& 1.4 increase for wind. 16d @ 16"O.C. SHEAR WALL EDGE .l NAILING yam:: �i RIM JOIST tl LOCATE SHEATHING �� JOINT 0 COMMON 111 MEMBER SHEAR TRANSFER 0 EXTERIOR WALL DETAIL r . 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Lo @� O _ c\I 0) 04- 0 .�0 � rn °tSc) u, I._ co N a)Mu) F=- 1- I2 � rnM p � o Q2 II 3 ~• � , (n a aQUC!) 2 <a- 1::< II MM ON U CYC II C � � O (II W ° •-- NMCf (n (o > II > LL O O U r- > > 'd Oxy > fr > m4«- o 11 .. @)IL: . u...�.Z.._ _... �..�.. . ...>.. _>.z__ X Z z o0o1.1- 0 o. � •o_ 00 0 0 5 L` L z �G - mt44744 A l -re s - - J �4 - - totZC 0 SHEATH TRUSS, PER SW-4, L= 12', 1 0 : :;::MT:::BLE -4 I JOIST BELOW ® I I CS16 TO RIM BELOW 05 CS16 TO WALL BELOW O 0 E( In NOTE: ALL EXTERIOR WALLS & GABLE ENDS TO BE SW-6 U.N.O. UPPER FLOOR SHEAR WALLS '::::-....:1. .-'''.........i".'''...........:::'::::::::.:7 '........' -- gER I T!4D+ 1.:S '( 2vn - ®� , xQ .. ' '. . -''''' '.. -.-. .• '''.:..."'''''.:.:.:' .':'...".:::::::':':'' .....;.::-...:......:::':;.::•.:;"..i:..."' ''' 1; l': ....:.;::. .13 . • ., .• •••••„:••••,:...... •••••••.:_•-•,.... ....•„: _••••:::•_•••••••••••••: .......,.:_......„:••• . , ................:•••••••••.•......... .. • • *I Cr) ••••• •• •- - •-•..••••••••...........--... •--..- . . •'..-..„..,.,.:"...::-....':-....0..' BLOCK ROOF SHEATHING PANEL EDGES;THIS;AREA O PROVIDE 8d:@ 4"0 C ROOF SHEATHING:TO VENTED BLOCKING 1�3 BLOCK UPPER FLOOR`,SHEATHING 8� M PANEL EDGES THIS AREA ,. 3 ® PROVIDE 10d @ 4"O C UPPER ' • ,JC FLO.OR.SHEATHING:TO:BLOCKING - • .,-,'.:::::•-. .; �_ .... ,.' O5 ADD;(4)A35::BLOCKING TO WALL • v .:TOP PLATE ?' © :EXTEND GARAGE;DOOR HEADER TO . : .. :CORNER, PROVIDE,NAILING PER DETAIL C ( :A HTT5 MAY:BE USED IN LIEU OF AN STHD14RJ HOLDOWN SEE DETAIL D •''. ® ''HDQ8 SEE DETAIL E (0 �-�• �� sem; ICE NOTE. ALL EXTERIOR _PVALLS TO BE..SW=6 U.N O. .' MAIN FLOOR SHEAR::WALLS L z s f PE IA II EIS zet,' 1— — —11 5T14 iC21 Nbi 4-I O CONCRETE STEM WALL TO BE 4'-6" MIN. i I ABOVE GARAGE SLAB 0 O 3"x 3"x 1/4"PLATE WASHER SHALL EXTEND TO WITHIN 1/2"OF THE SHEATHING tit �� g 03 A HTT 5 MAY BE USED IN LIEU OF AN STHD14RJ HOLDOWN, SEE DETAIL D ® SSTB28 FOR HDQ8 ABOVE, SEE DETAIL E 2 ( I 0 ❑ Q 0 0 o ❑ NOTE: USE 5/8" 0 ANCHOR BOLTS W/3" x 3" x 1/4" WASHERS (a7 5'-0" O.C. U.N.O ® (4)5/8"A.B. REQ'D FOUNDATION PLAN WELLER CONSULTING JOB NAME PLAN 2313 W C ENGINEERS,P.C. JOB NUMBER 14-035 PREPARED BY MW DATE 5/261 14 SHEET NO.LB OF L9 21925 8TH PL W• BOTHELL,WA 98021 PH.(425)488-9868• FAX(425)486-6715 Bel(0.131)0 6"0.C. ROOF SHEATHING TRUSSES PER PLAN V SHEATH TRUSS PER 5W-4, Bd (0.131)@ 6"O.G.illpiltif. PROVIDE INTERMEDIATE / ROOF SHEATHING FRAMING A5 REQUIRED 8d (0.131) @4"O.C. RLC•_ Sd (0.131) @ 4"O.C. ►�;I2 x_A5 REQUIRED VENTED BLOCKING 1H1 @ 24"O.C. SHEAR WALL PER PLAN DETAIL A ill DETAIL B WELLER CONSULTING JOB NAME PLAN 2313 WC ENGINEERS,P.C. JOB NUMBER 14-035 PREPARED BY MW DATE 5/26/ 14 SHEET NO. 1-9 OF 1-.9 21925 8TH PL W• BOTHELL,WA 98021 PH.(425)488 -9868• FAX(425)486-6715 WINDOW/DOOR (2)2 x_HF#2 STUDS FRAMING HITS HOLDOWN / WINDOW/DOOR 5511316 / HEADER RIM JOIST W/SOLID BLOCKING PROVIDE (2) ROWS OF SILL PLATE 8d @ 2"O.C. SHEAR �• WALL TO HEADER —__— s i w a = d a 43 J 4 J G g d d E � 5 DETAIL D W Li_ 4x6DF#2 HDQB HOLDOWN 551E528 •� P.T.SILL PLATE DETAIL C ��ll ,E7 a _ - a Q o - ° dd = a DETAIL E 0 1\1r-J L � @ i 1 _ r - - P A 1 re DESIGN LOADS: ROOF DL= 15PSF LL = 25PSF 9 ENGINEERED TRUSSES BY TRUSS MANUFACTURER 01 10 NOTE:PROVIDE(2) 2 X POST A ALL HIP MASTERS & GIRDER TRUSSES U.N.O HEADERS: 4 x 8 DF # 2 U.N.O. NOTE:PROVIDE(1) 2 X TRIMMER @ ALL HEADERS U.N.O ROOF FRAMING PLAN V-2 I I Ibis I . DESIGN LOADS: I I I 1-1k1 FLOOR DL = 10 PSF fm_LL = 40 PSF r Nl _ _.. JOISTS: 2x12HF # 2 (cr� 16�, C.?___O.C. NOTE:PROVIDE LUS28 HANGERS an lil____. _ __ _ ALL FLUSH FRAMED ENDS _ -1ZU ag HEADERS: 4 x 8 DF #2 11.N.0. (-M, �+� c-� NOTE:PROVIDE(1) 2 X TRIMMER �� - _�I - -----"Il @ ALL HEADERS U.N.O -Ill -_ !I H1: 5 1/8 x 15 GLB (24F-V4) T u H2: 4x 10DF# 2 _ Ii H3: 5 1/8 x 9 GLB (24F-V4) ' BEAMS: c__C, NOTE:PROVIDE(2) 2 X POST @ ALL BEAMS U.N.O. B1: 31/8x12 GLB (24F-V4) I B2: 3 1/8:x 12 GLB (24F-V4) _ P_ B3: 5 1/8 x 10 1/2 GLB (24F-V4) '-�` B4: 6 3/4 x 16 1/2 GLB (24F-V4) I — B5: W8x28 B6: 5 1/8 x 10 1/2 GLB (24F-V4) I B7: 5 1/8 x 12 GLB (24F-V4) Ir cS 1 B8: 5 1/8 x 9 GLB (24F-V4) COLUMNS: , I Cl: (3) 2x6HF # 2 , i C2: (2) 2x6HF # 2 11 C3: 6 x 6 P.T. W/AC6 & AB66 _ __ .i'I — — C4: 4 x 4 P.T.W/AC4& AB44 __ (4) 2x4HF #2 _-- C5: `' � C6: 4x8DF # 2 �'k 1 HANGERS: 2 H I 4 HGR1: HUC410 NOTE: PROVIDE (2) ROWS OF 1/4" x 4 1/2" SDS ' 1 1- -I C, , SCREWS @ 16" O.C. LEDGER TO RIM AT ALL TRUSS LEDGER CONNECTIONS NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE UPPER. FLOOR FRAMING PLAN IV 3 -- • '_ �1 i7 li sI xI i� ,E (!) T. DESIGN LOADS: • t FLOOR DL = 10 PSF LL =40 PSF i.j ., JOISTS: 2x10HF# 2(a) 16" O.C. ' ` NOTE:PROVIDE LUS210 HANGERS (a7 ;. ALL FLUSH FRAMED ENDS c)- _. _ ,a BEAMS: 4 x 8 DF #2 U.N.O. C 1i NOTE:PROVIDE 4 x 4 POST ;:,i "r @ ALL BEAMS U.N.O. Li A .t: PROVIDE 4 x 6 POST @ ALL BEAM SPLICES U.N.O. v � _ — — COLUMNS: C6: 4x8DF# 2 !}• I �" li4,.' i a .. _ NOTE: PROVIDE SOLID FRAMING 1 .d. I ' s IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE -y i il Io LT__ 0-1 o MAIN FLOOR FE.MING PLAN WELLER CONSULTING ENGINEERJOB NAME PLAN 2313 S, P.C. JOB NUMBER 14-035 PREPARED 13Y MW DATE 5/26/ 14 SHEET NO.V4- OF 21925 8TH PL W• BOTHELL, WA 98021 PH.(425)488 -9868 • FAX(425)486-6715 3/8" 0 CARRIAGE BOLTS @ 32" O.G. // EACH SIDE OF THE WEB (2) 2x4 HF # 2 TOP PLATE AS REQUIRED V► i (TO MATCH FLANGE WIDTH) _T___ DE AL SI 3/8" 0 CARRIAGE BOLTS 32" O.G. EACH SIDE OF THE WEB 2x4 HF # 2 TOP PLATE AS REQUIRED 2" FOR RIM (TO MATCH FLANGE WIDTH) Ilif JOIST OR HDR PER PLAN _ 11111 STEEL BEAM PER PLAN �=�1 I 34" 0 x 6" LAG BOLT EACH SIDE OF WEB WALL OR POST PER PLAN DETAII 52 V5 BeamChek v2014 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 ROOF FRAMING TYPICAL HEADER Date:5/24/14 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2.012 Min Bearing Area R1=2.9 in2 R2=2.9 in2 (1.5) DL Defl= 0.04 in Data Beam Span 5.5 ft Reaction 1 LL 1136# Reaction 2 LL 1136# Beam Wt per ft 6.17# Reaction 1 TL 1832# Reaction 2 TL 1832# Bm Wt Included 34# Maximum V 1832# Max Moment 2519'# Max V(Reduced) 1429# TL Max Deft L/240 TL Actual Defl L/720 LL Max Defl L/360 LL Actual Defl L/X1000 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl Actual 30.66 25.38 0.09 0.05 Critical 22.47 10.36 0.28 0.18 Status OK OK OK OK Ratio 73% 41% 33% 26% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:413 Uniform TL: 660 =A Uniform Load A 0 0 R1 = 1832 R2= 1832 SPAN=5.5 FT Uniform and partial uniform loads are lbs per lineal ft. • v, BeamChek v2014 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING TYPICAL JOIST Date: 5/24/14 Selection 2x 12 HF#2 @ 16 in oc Lu=0.0 Ft Conditions NDS 2012, Repetitive Use Min Bearing Area R1= 1.3 in2 R2= 1.3 in2 (1.5)DL Defl= 0.13 in Data Beam Span 16.0 ft Reaction 1 LL 427# Reaction 2 LL 427# Beam Wt per ft 0# Reaction 1 TL 533# Reaction 2 TL 533# Bm Wt Included 0# Maximum V 533# Max Moment 2133'# Max V(Reduced) 471 # TL Max Defl L/240 TL Actual Defl L/411 LL Max Defl L/360 LL Actual Defl L/566 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl Actual 31.64 16.88 0.47 0.34 Critical 26.19 4.71 0.80 0.53 Status OK OK OK OK Ratio 83% 28% 58% 64% Fb(psi) Fv(psi) E (psi x mil) Fel_(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 978 150 1.3 405 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:53 Uniform TL: 67 =A Uniform Load A R1 =533 R2=533 SPAN= 16 FT Uniform and partial uniform loads are lbs per lineal ft. • • . __ v 7 BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING TYPICAL HEADER Date:5/24/14 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.8 in2 R2=2.8 in2 (1.5) DL Defl= <0,01 in. Data Beam Span 3.0 ft Reaction 1 LL 1100# Reaction 2 LL 1100# Bearn Wt per ft 6.17# Reaction 1 TL 1719# Reaction 2 TL 1719# Bm Wt Included 18# Maximum V 1719# Max Moment 1289'# Max V(Reduced) 1027# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(int) TL Defl(in) LL Defl Actual 30.66 25.38 0.01 <0.01 Critical 11.50 7.44 0.15 0.10 Status OK OK OK •OK Ratio 38% 29% 9% 8% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:413 Uniform TL: 660 =A Par Unif LL Par Unif TL Start End 320 H=400 0 3.0 I =80 0 3.0 • H Uniform Load A R1 = 1719 R2= 1719 SPAN=3 FT Uniform and partial uniform loads are lbs per lineal ft. • V8 BeamChek v2014 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING H1 Date: 5/24/14 Selection 5-118x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 10.7 in2 R2=7.8 in2 (1.5)DL Defl= 0.23 in Recom Camber=0.35 in Data Beam Span 16.5 ft Reaction 1 LL 4352# Reaction 2 LL 3566# Beam Wt per ft 18.68# Reaction 1 TL 6929# Reaction 2 TL 5091 # Bm Wt Included 308# Maximum V 6929# Max Moment 23415'# Max V(Reduced) 6806# TL Max Defl L/240 TL Actual Defl L/354 LL Max Defl L/360 LL Actual Defl L/610 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 192.19 76.88 0.56 0.32 Critical 101.80 36.99 0.83 0.55 Status OK OK OK OK Ratio 53% 48% 68% 59% Fb(psi) Fv(psi) E(psi x mil) Fc k (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads- Uniform LL:50 Uniform TL: 80 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2193 B=4022 2.5 300 H=375 2.5 16.5 50 I =80 2.5 16.5 H Uniform Load A Pt loads: B 7\ R1 =6929 R2=5091 SPAN = 16.5 FT Uniform and partial uniform loads are lbs per lineal ft. v't BeamChek v2014 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING H2 Date: 5/24/14 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.8 in2 R2=4.8 in2 (1.5)DL Defl= 0.03 in Data Beam Span 5.5 ft Reaction 1 LL 1906# Reaction 2 LL 1906# Beam Wt per ft 7.87# Reaction 1 TL 3019# Reaction 2 TL 3019# Bm Wt Included 43# Maximum V 3019# Max Moment 4151 '# Max V(Reduced) 2173# TL Max Defl L/240 TL Actual Defl L/892 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 49.91 32.38 0.07 0.04 Critical 40.11 15.75 0.28 0.18 Status OK OK OK OK Ratio 80% 49% 27% 22% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:413 Uniform TL: 660 =A Par Unif LL Par Unif TL Start End 280 H=350 0 5.5 1 =80 0 5.5 H Uniform Load A 0 0 R1 =3019 R2=3019 SPAN=5.5 FT Uniform and partial uniform loads are lbs per lineal ft. Vc BeamChek v2014 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING H3 Date: 5/24/14 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R11=6.2 in2 R2=7.9 in2 (1.5) DL Defl= 0.11 in Recom Camber=0.17 in Data Beam Span 8.5 ft Reaction 1 LL 3034# Reaction 2 LL 3521 # Beam Wt per ft 11.21 # Reaction 1 TL 4058# Reaction 2 TL 5159# Bm Wt Included 95# Maximum V 5159# Max Moment 10823'# Max V(Reduced) 5151 # TL Max Defl L/240 TL Actual Defl L/338 LL Max Defl L/360 LL Actual Defl L/541 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 69.19 146.13 0.30 0.19 Critical 54.11 32.19 0.43 0.28 Status OK OK OK OK Ratio 78% 70% 71% 67% Fb(psi) Fv(psi) E(psi x mil) FcI(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2655 B=4247 6.5 600 H=750 0 6.5 I H Pt loads: Z R1 =4058 R2 =5159 SPAN=8.5 FT Uniform and partial uniform loads are lbs per lineal ft. IV(I BeamChek v2014 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B1 Date:5/24/14 Selection 3-118x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.6 in2 R2=2.6 in2 (1.5) DL Defl= 0.46 in Recom Camber=0.69 in Data Beam Span 20.0 ft Reaction 1 LL 1000# Reaction 2 LL 1000# Beam Wt per ft 9.11 # Reaction 1 TL 1691 # Reaction 2 TL 1691 # Bm Wt Included 182# Maximum V 1691 # Max Moment 8456'# Max V(Reduced) 1522# TL Max Defl L/240 TL Actual Defl L/266 LL Max Defl L/360 LL Actual Defl L/541 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 75.00 37.50 0.90 0.44 Critical 36.76 8.27 1.00 0.67 Status OK OK OK OK Ratio 49% 22% 90% 67% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 100 Uniform TL: 160 =A Uniform Load A 0 R1 = 1691 R2= 1691 SPAN =20 FT Uniform and partial uniform loads are lbs per lineal ft. _ viz BeamChek v2014 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B2 Date: 5/24/14 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.4 in2 R2= 1.8 in2 (1.5)DL Defl= <0.01 in.Recom Camber=0.01 in Data Beam Span 5.0 ft Reaction 1 LL 913# Reaction 2 LL 713# Beam Wt per ft 9.11 # Reaction 1 TL 1537# Reaction 2 TL 1199# Bm Wt Included 46# Maximum V 1537# Max Moment 2658'# Max V(Reduced) 1328# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) IL Defl(in) LL Defl Actual 75.00 37.50 0.02 <0.01 Critical 11.56 7.22 0.25 0.17 Status OK OK OK OK Ratio 15% 19% 6% 4% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 125 Uniform TL: 200 =A Point LL Point TL Distance 1000 B= 1691 2.0 Uniform Load A Pt loads: 0 � 0 R1 = 1537 R2= 1199 SPAN=5 FT Uniform and partial uniform loads are lbs per lineal ft. • V/3 BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B2 Date: 5/24/14 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.5 in2 R2=2.5 in2 (1.5) DL Defl= 0.09 in Recom Camber=0.14 in Data Beam Span 12.0 ft Reaction 1 LL 978# Reaction 2 LL 978# Beam Wt per ft 9.11 # Reaction 1 TL 1615# Reaction 2 TL 1615# Bm Wt Included 109# Maximum V 1615# Max Moment 4844'# Max V(Reduced) 1346# TL Max Dell L/240 TL Actual Defl L/777 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 75.00 37.50 0.19 0.09 Critical 21.06 7.31 0.60 0.40 Status OK OK OK OK Ratio 28% 20% • 31% 23% Fb(psi) Fv(psi) E (psi x mil) Ec1(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 163 Uniform TL: 260 =A Uniform Load A z R1 = 1615 R2= 1615 SPAN= 12 FT Uniform and partial uniform loads are lbs per lineal ft. • BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B3 Date: 5/24/14 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=7.1 in2 R2=6.2 in2 (1.5) DL Defl= 0.35 in Recom Camber=0.52 in Data Beam Span 13.0 ft Reaction 1 LL 2577# Reaction 2 LL 2193# Beam Wt per ft 13.08# Reaction 1 TL 4638# Reaction 2 TL 4022# Bm Wt Included 170# Maximum V 4638# Max Moment 14473'# Max V(Reduced) 3987# IL Max Defl L/240 TL Actual Defl L/247 LL Max Defl L/360 LL Actual Defl L/546 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl Actual 94.17 53.81 0.63 0.29 Critical 62.93 21.67 0.65 0.43 Status OK OK OK OK Ratio 67% 40% 97% 66% Fb(psi) Fv(psi) E(psi x mil) Ec i(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm VVet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Par Unif LL Par Unif TL Start End 375 H=600 0 8.0 250 I =400 8.0 13.0 40 J = 130 0 13.0 J H 0 0 R1 =4638 R2=4022 SPAN= 13 FT Uniform and partial uniform loads are lbs per lineal ft. • � 1 • • VIS BeamChek v2014 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B4 Date:5/24/14 Selection 6-3/4x 16-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 12.0 in2 R2=9.3 in2 (1.5) DL Defl= 0.27 in Recom Camber=0.41 in Data Beam Span 20.0 ft Reaction 1 LL 5126# Reaction 2 LL 4411 # Beam Wt per ft 27.06# Reaction 1 TL 7811 # Reaction 2 TL 6068# Bm Wt Included 541 # Maximum V 7811 # Max Moment 34965'# Max V(Reduced) 7533# TL Max Defl L/240 TL Actual Defl L 1349 LL Max Defl L/360 LL Actual Defl L/579 Attributes Section(in3) Shear(in2) TL Defl(in) LL Deft Actual 306.28 111.38 0.69 0.41 Critical 184.62 47.08 1.00 0.67 Status OK OK OK OK Ratio 60% 42% 69% 62% Fb(psi) Fv(psi) E (psi x mil) FcI.(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2273 240 1.8 650 Adjustments Cv Volume 0.947 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le =0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2577 B=4638 4.0 140 H= 175 0 20.0 260 I =325 4.0 20.0 H Pt loads: B R1 =7811 R2=6068 SPAN=20 FT Uniform and partial uniform loads are lbs per lineal ft. __ 1\ Pic BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B5 Date:5/24/14 Selection W 8x 28 36 ksi Wide Flange Steel Lateral Support: Lc=6.9 ft max. Conditions Actual Size is 6-1/2 x 8 in. Min Bearing Length R1=0.9 in. R2=0.9 in. (1.0) DL Defl= 0.13 in Recom Camber=0.20 in Data Beam Span 17.5 ft Reaction 1 LL 5250# Reaction 2 LL 5250# Beam Wt per ft 28.0# Reaction 1 TL 6808# Reaction 2 TL 6808# Bm Wt Included 490# Maximum V 6808# Max Moment 29783'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/364 LL Max Defl L/360 LL Actual Defl L/472 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 24.30 2.30 0.58 0.44 Critical 15.04 0.47 0.88 0.58 Status OK OK OK OK Ratio 62% 21% 66% 76% Fb(psi) Fv(psi) E(psi x mil) Values Ref. Value Fy 36000 36000 29.0 Adjusted Values 23760 14400 29.0 Adjustments YP Factor, Lc 0.66 0.40 Loads Uniform LL:600 Uniform TL: 750 =A Uniform Load A R1 =6808 R2 =6808 SPAN= 17.5 FT Uniform and partial uniform loads are lbs per lineal ft. x/11 BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B6 Date: 5/24/14 Selection 5-118x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.5 in2 R2=3.5 in2 (1.5)DL Defl= 0.40 in Recom Camber=0.60 in Data Beam Span 16.0 ft Reaction 1 LL 1024# Reaction 2 LL 1024# Beam Wt per ft 13.08 # Reaction 1 TL 2265# Reaction 2 TL 2265# Bm Wt Included 209# Maximum V 2265# Max Moment 9058'# Max V(Reduced) 2017# TL Max Deft L/240 TL Actual Defl L/313 LL Max Defl L/360 LL Actual Defl L/891 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 94.17 53.81 0.61 0.22 Critical 45.29 12.61 0.80 0.53 Status OK OK OK OK Ratio 48% 23% 77% 40% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:88 Uniform TL: 140 =A Par Unif LL Par Unif TL Start End 40 H =50 0 16.0 I =80 0 16.0 H Uniform Load A R1 =2265 R2=2265 SPAN= 16 FT Uniform and partial uniform loads are lbs per lineal ft. IV re BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B7 Date: 5/24/14 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 10.9 in2 R2=9.0 in2 (1.5)DL Defl= 0.27 in Recom Camber=0.40 in Data Beam Span 12.0 ft Reaction 1 LL 4398# Reaction 2 LL 3373# Beam Wt per ft 14.94 # Reaction 1 TL 7098# Reaction 2 TL 5846# Bm Wt Included 179# Maximum V 7098# Max Moment 21814'# Max V(Reduced) 5943# TL Max Defl L/240 TL Actual Defl L/270 LL Max Defl L/360 LL Actual Defl L/539 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 123.00 61.50 0.53 0.27 Critical 109.07 37.15 0.60 0.40 Status OK OK OK OK Ratio 89% 60% 89% 67% Fb(psi) Fv(psi) E(psi x mil) Fcl.(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1024 B=2265 9.0 320 H=400 0 9.0 413 1=660 0 9.0 J =80 0 9.0 50 K=80 9.0 12.0 K J H Pt loads: T3- Z\Z\ R1 =7098 R2=5846 SPAN= 12 FT Uniform and partial uniform loads are lbs per lineal ft. iV'41 BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B8 Date: 5/24/14 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.9 in2 R2= 1.9 in2 (1.5) DL Defl= 0.25 in Recom Camber=0.37 in Data Beam Span 16.0 ft Reaction 1 LL 704# Reaction 2 LL 704# Beam Wt per ft 11.21 # Reaction 1 IL 1210# Reaction 2 TL 1210# Bm Wt Included 179# Maximum V 1210# Max Moment 4839'# Max V(Reduced) 1096# TL Max Defl L/240 TL Actual Defl L/400 LL Max Defl L/360 LL Actual Defl L/831 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 69.19 46.13 0.48 0.23 Critical 24.19 6.85 0.80 0.53 Status OK OK OK OK Ratio 35% 15% 60% 43% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:88 Uniform TL: 140 =A • Uniform Load A R1 = 1210 R2= 1210 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. • BeamChek v2014 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 MAIN FLOOR FRAMING TYPICAL JOIST Date: 5/24/14 Selection 2x 10 HF#2 @ 16 in oc Lu=0.0 Ft Conditions NDS 2012, Repetitive Use Min Bearing Area R1= 1.2 in2 R2= 1.2 in2 (1.5)DL Defl= 0.15 in Data Beam Span 14.5 ft Reaction 1 LL 387# Reaction 2 LL 387# Beam Wt per ft 0# Reaction 1 TL 483# Reaction 2 TL 483# Bm Wt Included 0# Maximum V 483# Max Moment 1752'# Max V(Reduced) 432# TL Max Defl L/240 TL Actual Defl L/307 LL Max Defl L/360 LL Actual Defl L/423 Attributes Section(in3) Shear in TL Defl(in) LL Defl Actual 21.39 13.88 0.57 0.41 Critical 19.55 4.32 0.73 0.48 Status OK OK OK OK Ratio 91% 31% 78% 85% Fb(psi) Fv(psi) E(psi x mil) Fol.(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1075 150 1.3 405 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 53 Uniform TL: 67 =A Uniform Load A R1 =483 R2=483 SPAN= 14.5 FT Uniform and partial uniform loads are lbs per lineal ft. • Vi BeamChek v2014 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 MAIN FLOOR FRAMING TYPICAL BEAM Date: 5/24/14 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.0 in2 R2=3.0 in2 (1.5) DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500# Beam Wt per ft 6.17# Reaction 1 TL 1890# Reaction 2 TL 1890# Bm Wt Included 31 # Maximum V 1890# Max Moment 2363'# Max V(Reduced) 1434# TL Max Defl L/240 TL Actual Defl L/911 LL Max Deft L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Deft Actual 30.66 25.38 0.07 0.05 Critical 24.24 11.95 0.25 0.17 Status OK OK OK OK Ratio 79% 47% 26% 28% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:600 Uniform TL: 750 =A Uniform Load A 0 R1 = 1890 R2= 1890 SPAN=5 FT Uniform and partial uniform loads are lbs per lineal ft. Window, Skylight and Door ScheduleRill ;5 's� 'aa z'5_ ; Project Information Contact Inforn�ti'on{_ s Fr•ees#one Bayside Plan 231• 3 Freestone mpanies 6820 20(7 StiElFife;.4001 98424 �p E "- ate`. N `I _ _ E 253 8t 11300 :14-,,,,-,-, � h REE SB: F 1`E' �, g R� E.,t�� "�ykt 'atA A �`.EE:i,�H... E ?.t.,E',�. ', .°Y-.. ''': matcolfn.9� freestonetcampan�es cam .. ,.. .,..ir . �APi�tl r EMeigl ton, ©pp Ref. U-factor Qt. Feet "°h Feet "`h Area UA Exempt Swinging Door(24 sq.ft. max.) 1� 2 17.8 0.00 Exem t Glazed Fenestration 15 s ft. max. di 0.0 0.00 ftv- Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet "°h FeetI"0h Area UA .�.. ,..FGEn#ry;claor s :. IECC, 1`6 1,. ,.nzg3 :,E . 6 „ , 20.0 3.20 GIz��now EaraneEnt; ,=E; 403,::4`Q._30t° 2 2., .5�k 20.0 6.00 1r5:4':"'!:!::, " �.E 2GIz«Slmyl,Low�E,AargiineEntry : NERC 0�3Q "_�;� 1m s 7 a, 1�� 7.7 2.30 2 G12 Wmyl ow E Aargone Entry 7 NFRC '0,..,,'''..::::%.,--6,1111& Q 2`"``` 2„r ! 6 ! 24.0 7.20 �� E 2 GIz Vinyl L ow E Aargc�ne Family, ,� NFRG'0 30 , 2 6,.., ,,, 5 66.0 19.80 2 GIz�l�l nyl Law E Aargorr- ®in S C S ,' NFRC 0 34 1 8 " %" •,'6,1b . 64.0 19.20 2,GIzVtnyl Low EAar aneEDin s „ NFRC.0 30 6.: ,.74 5 ,. s .,. .. , _. 33 0 9 90 �. 2 GIzVinylLowEAargoneMbatii _, NFRoG 0.30 „ 1 , 4e: 4, , h 16.0 4.80 v Vin I.LowE AargoneMBath NFRC 0 3Q f .. !2.''",E 4 8.0 2.40 0.00 2 Glz,.., y, tos 2 GIz Vint'! Loiv E lAargone MBR;' _ NFRC 0 3O1 1: 5 � 6 16„ 4 , 22.5 6.75 � ' 2Glzilinjrk LawEAargorie,Open • ` ` NFRC° Q 30 :,,,, 1� 3 13 „ , 9.0 2.70 2 Glz=V4nytow E AargoneGper �y�� NERC';,. 30e 2 16.0 4.80 Miw.,..d,s ,,;'x E , �' 7@h +¢;¢m-fln ,`, ,,,,,, aEt.,,,,, �,t, n,N.. ,,..!.,:42.44t6'41.Glz/myl.t_ow E f�rgo loft N FRC 0 3Q ;,, 1' , 4 .u 5 20.0 6.00 2 GIzz U yl Low E A•argorae HaII�Bath : NERC 4x30 1: 0.00 �.. , , , �. »,, ,,.. � .a ,.,. »,:,::::::„.-%+:6•6,!„, .,mss.. 1 „:;:,--• 4.0 1.20 2 GIz,Vinyl L`ow E.Aargone,Lndry t L � E€ � NFRC 0 30�,� �1�t4q2 � 4 � :-::= 8.0 2.40 . ., 2GIzUinylLow fiargone Brs 'NFRG 0,30 ! 5.,;w... . 4 � . 60 0 18 00 EF'� �" -:.tea. y ,, ; 5,� s 2GIz�rnylLowE„Aar one Deni NE•RC 0 34 E , .; 1 5t' 27.5 8.25 2 GIzVinylLo�EAarconeFP[c �€ NERC Q 3Q 2 2 2 8.0 2.40 � .aa��-aE: „_�.._.:�. ,. �sLK�.�;..�s�'*�... ._ :.... . ,�,°a;��ur<.�. .a,:n,S.1. ti,� w' _ �i�`�+:�x.K€..71�i..e�; r,� SE.t.., a4:>: ,11,15R,61 ,:�,., E ..,. .,_ .. wig" 0.0 0.0 0.00 EE \..�. .}qJ,,, ay.�.. t .t E..... ,' _:a.:S,1...a... 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Qom.,, x ,.. v._ ._._ .€ ,. . z. \ 0.0n 0.00 r E EEE EMA` \ ,..,,,,,.,,,,to cea : b" ::,40 2$ r!v AP\:x.. .� x.. ..,.'`a .tt n »C- .. .x�.. •vak[E:aw rs`u faxwa..x...... .k�.:3 3485, in awsw,Ee.� E rs 0.0 0.00 ,, '9T5 r E *'S+�n:" " x:, c 'i i z Fi!, •s�*�, �' .. "x�� .- .r�,�. .a ,.,.. .,, .. _za3�i3 �..� 0.0 0.00 Sum of Vertical Fenestration Area and UA 433.7 127.30 Vertical Fenestration Area Weighted U=UA/Area 0.29 Overhead Glazing (Skylights) Component Width Height Description Ref. U-factor Qt. Feet "0h Feet "�h Area UA .�.....:,--*,,,,41,::-0..1z,--- ,£bc. Eu..Y•"+t<.,++.,k :a�>m.m ,, xk � ..z. `�..�• y^:; £�S_<'.. � � N v ��°se. 0.00 0.0 E & _ 41..,i,,,,4,.,-,...,,,v €E�`6 e hN5#` E M1 :. .� ,y"«E ESE ✓e �'' i 4444,446 W � � E�" � ,�=�3��t.pE � �� ,��� 0 0 0 00 Ems., ......4,A,,-,-, .,, . E �•' ' r�5.h . 0.0 0.00 ....: ..� say:,E . ,,,. � . . . .. ... � € 0.0 0.00 �� F .E�. .. € E. � ,. � x ..W- 0.0 0.00 .��s ,". ' SE' .. ��' �E y as *:�' .r.. ' r nam. , .. �. .,.,.,E.... iii, , an ,JA 0.0 0.00 Sum of Overhead Glazing Area and UA 1.1 0.0 0.00 Overhead Glazing Area Weighted U= Area 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 451.4 127.30 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code(WSEC)and ACCA Manuals J and S.This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing(window)and door portion of this calculator assumed'the installed glazing arid door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section, some values will be calculated for you.If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at(360)956-2042 for assistance. Project Information Contact Information F•reestorje,4Plan 2313 Bayside ,,.. ;Y• " p"'�`` �' :; ...,.,��,�< ,�M ., FreestoneCom anies5820,`20thSt�E,Fi#e�WA98424, , ,�� �� E ��' �>_� e��,_: r'._�„�,� 253 89fa,1300 � "� e's ._ .� ,..�Tiga ....... .. �.�,:tiTIZSte212:-' Rcolmi@freestonecarnpanies com Heating System Type: C) Forced Air Furnace 0 Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Design Temperature Instructions — Design Temperature Difference(AT) 41 Bremerton j ; AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) ` .2,33 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) .84 19,522 Glazing and Doors U-Factor X Area = UA Instructions 0.30 r404VIVr. 135.42 Insulation Attic U-Factor X Area = UA Instructions R49 0.026 1,302`,: 33.85 Single Rafter or Joist Vaulted Ceilings U-Factor Area UA instructions Select R-Value •, No selection s `" mleesearome 1 . Above Grade Walls(see Figure 1) U-Factor Area UA • instructions 21 '", 0.056 `' 2,31/ 129.75 Floors U-Factor Area UA Instructions ' R-30 0.029 ; 1,379114; 39.99 Below Grade Walls(see Figure 1) U-Factor Area UA Instructions Select R-value . • No selection :a, Slab Below Grade(see Fraure n F-Factor Length UA instructions SelectconddiomngNo selection *_ e_r Slab on Grade(see Flaws 1) F-Factor Len•th UA Instructions No selection ,,,L:1. rig Select R-Value k ' Location of Ducts Duct Leakage Coefficient Unconditioned Space 1.10 Sum of UA 339.02 Envelope Heat Load 13,900 Btu/Hour Figure 1. Sum ofuAXAT Air Leakage Heat Load 8,644 Btu/Hour VolumeX 0.6XATX.018 Abeve Grade Building Design Heat Load 22,544 Btu/Hour - '"Qe"«•, Air Leakage+Envelope Heat Loss '" Building and Duct Heat Load 24,798 Btu/Hour Ducts in unconditioned space:Sum of Building Heat Loss X 1.10 Ducts in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 34,718 Btu/Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump (07/01/13) ' Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Fre%tan Baysrde;Plan#23 3 v Freestone 6s 20 2{?th St E F fe WAq 98424 h Wr Z i k , 253 8g6 1300 x �*.� ........ ...,����� �.�x�I?�nles�com ��,., alc ImgC�?freestoneeom This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Valued U-Factord Fenestration U-Factor° n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC°'e n/a n/a Ceiling 49' 0.026 Wood Frame Wallg'" 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 30g 0.029 Below Grade Wall 10/15/21 int+TB 0.042 Slab°R-Value&Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses,as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 01.Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. 02.Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3, including additions over 750 square feet. 03. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope la 0.5 1b Efficient Building Envelope 1 b 1.0 1 c Efficient Building Envelope 1 c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 0 ::< 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 [] . 3a High Efficiency HVAC 3a 0.5 [1..'.: :< 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 :' 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 ;:i1:: 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 :_ 1.5 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 2.00 *Please refer to Table R406.2 for complete option descriptions http://www.energv.wsu.edu/Documents/2012%20Res%20Energv.pdf Table R402.1.1 Footnotes For SI: 1 foot .=304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. `"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Basement wall insulation is not required in warm-humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. - .:::::.:',;::1:;::::::'iH'-i1:.:".:-::::".:::::.::':•:::•±..:' . t FREESTONE i: 8820 20th .8A84 Etastt Sidta A:.2.:...*Permit;Center.. .:. Fns.WA ss4za Dept: of Community Development a S ii1.:::.:.i.'....„:.'•-.„.*- 345 6th Street; Suite 600`Bremerton'WA*983'37-1873 WHOLE HOUSE VENTILATION USING THE PRESCRIPTIVE METHOD IN 011 IRC::::::.".'. Purpose We;have alll`heard about office and school buildings which cause people to become ill If improperly ventilated,our homesjcan 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:to such a way as to provide uswith a method to:get.the stale air:out and., fresh air rn . 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 9 Option 1 Whole house Ventilation Using Exhaust•Fans(IRC Section M1507:3 4) • 11' •CFM Exhaus•t Fan Fl•ow Rating•:Per Table.M1507 3.3(1)and multiplied by factorin•Table Mi 507 3 3(2)(attached) Location of :< whole 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 Ma 507.3;3(2) ' Fan Controls'24 hour clock timercapable of continuous operation with manual acid automatic control;8 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(2000).:.:::.-.:.:..::::.:.:..:.:.•':.:::.:.:.. At the time of:final inspection the automatic:control shall be set to•operate the whole-house fan according to the schedule used toi • calculate the.whole-house fan sizing .I' Outdoor air shall be distributed to each habitable room by individual outdoor air inlets with contrble and secure o nisi ng each space located at feast 10 feet from appliance ducts and;loolla cated away from:where.objecti nable odors least 4 sq in of opening fumes and vapors arengfor :,.,..,..:,..........•:...:::: : Option 2 .Whole house Ventilation Integrated• with a Forced Air.Heating System(IRC Section•M15)7 35) • > inch Fresh air duct connected to the furnace return plenum sized Per Section M 1507 3 3 ..i:;.•:::'-;::integ rated forced air ventilation systems shall have an outdoor air inlet.duct connecting a terminal element on the outside:of the buildin9 to the return air plenum.of the forced-air system ata point:within 4 feet upstream•or the.air handier: •:> The outdoor air inlet:duct connection to the;return airstream shall be located upstream of the forced-air system blower and shall not be .. connected directly into a furnace cabinet to:prevent;thermalshock to:the heat exchanger • The;system will be equipped with a:motorized damper;connected to the automatic:ventilation control a*':: .„iii.:ecified in Section M1 07 The required•flow rate shall be verified by field testing with:a flow hood or a Flow measuring station p 5 .3 2 • ' Outdoor Air inlets shall be'screened or otherwise protected from;entry byleaves or.other material and;located ' • ' All Ventilation Supply ducts iri 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 airrstream sized Per Table M1507 6 2 (attached) • Fresh Air inlet Back draft:Damper plus one.of.t.e following,.(Choose one) Calibrated manual volume damper instalred and set to meet the measured flow rates in Table 1507:3 3(1) (attached)by'fie.ld testing with a pressure gauge and/or following manufacturer's installation instructions A manual volume damper installed and m set to eet m the ead flow:rates specified in Table M1507 3 3(1)by field testing with a ....1..1.•..:'''....1...1.'.:...';'' :';'''':::::6•••:•••flow hood or flow:measuring stationi. An automatic flow regulating device sized`to the specified•flow rate in Table Mt 507:33(1)which provides constant flow over a pressure range of.0.20 to 0.60 inches water gauge Outdoor.Air inlets:shall be screened or otherwise protected from entry by leaves or other material and located • :>:' All Ventilation supply ducts in the conditioned space shall be insulated to.a minimum of R 4 Option 4 Whole house Ventilation Using a Heat Recovery Ventilation:System • All duct work in heat recovery system shall beat least 6:inches in diameter;; • . Balancing dampers shall be installed.on the inlet and.exhaust side • Flow measurement gads shall be installed on the Supplyand return. •i 'System minimum flow rating shall npf.be less than specified in:Table M 1.507 3 3(11. • Outdoor air inlets shall be screenedlor otherwise protected from entryby leaves or other material and located • Ventilation Supply.Duds n the conditioned space upstream of the heat exchanger..- hall,sbe insulated to a minimum of R-4 FREESTONE 6820 20th Street East Suite A Fife,WA 98424 General Requirements . . - - 4 de -------> At the time of final inspection, the automatic control time shall be set to operate the whole h se 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) '— Number of Bedrooms Floor Area(ft') 0-1 2-3 4-5 6-7 >7 <1500 30 45 60 75 90 1501—3000 45 60 X 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%x 100% Factor 4 3 2 1.5 1.3 1.0 Table M1507.3.6.2 Prescriptive Supply Fan Duct Sizin Supply Fan Tested CFM at 0.40"w.g. ___g_______i Specified Volume i Minimum Smooth Minimum Flexible Duct from Table Duct Diameter Diameter M1507.3,3(1) 50-90 cfm 4 inch 5 inch 90-150 cfm 5 inch 6 inch 150-250 cfm 6 inch 7 inch L 250-400 cfm t 7 inch L 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,energy.wsu.edu/code H a a tin'.g a n d Air t o n ditto o n i n g 4703— 116"'Street E, Tacoma, WA 98446 253-537-0655/253-539-3861 Fax VENTILATION AIR REPORT To Whom It May Concern: 2-3 bed 1501-3000sf requires 60cfm minimum continuous operation per Table M1507.3.3(1), 2012 IRC Intermittent Whole House Ventilation Integrated with a Forced-Air System -M1507.3.3(2), 2012 IRC 4hr cycle: 3hr ON— 1 hr OFF 75%run time: 60cfm x 1.3 = outside air set at 78cfm • Karen Kliemann Kliemann Brothers Heating 253-537-0655 O:/WSEC Code DocsNentllation Air Report\Fan Size—4-5 bed 1501-3000-75cfm Printed 8/19/14 Associated Earth Sciences, Inc. L I Y Serving the Pacific Northwest Since 1981 December 10, 2012 OVed Project No. KE120343A �. " Date (s Scott Griffin, Freestone Companies do Hatton Godat Pantier 3910 Martin Way, Suite B Olympia, Washington.98506 Attention: Mr. Jeff Pantier, F.E. raj Ifs a � Subject: Limited Geotechnical Engineering Study JUN 1 S 20 16 Bayside at Sinclair Ridge Bremerton, Washington City of Bremerton, ECD Dear Mr. Pantier: Associated Earth Sciences, Inc. (AESI) is pleased to present our limited geotechnical engineering study for the Bayside at Sinclair Ridge project in Bremerton, Washington. This study has been prepared for the exclusive use of Scott Griffin, Freestone Companies and their agents, for specific application to this project. Our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time our study was prepared. No other warranty, express or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to Freestone Companies. The report is limited in that AESI only.evaluated, specific areas of concern within Divisions I and II of the subject plat. It should be noted that the recommendations presented in this report for geotechnical issues within Division I and Division II may be implemented independently. The suitability Of Division I does not depend'on the geotechnical issues in Division II being addressed. As noted herein, site soils are considered moisture-sensitive; recommended earthwork should be conducted during the drier summer months. INTRODUCTION As shown on Figure 1, "Vicinity Map," the subject property is located on the west side of Anderson Hill Road approximately '1 mile north of SW Clifton Road in Bremerton, Kitsap County, Washington. The project site consists of an approximately 56-acre area that has been partially developed with lots, roads, utilities and storm water management ponds for a single-family residential subdivision, Kirkland Everett a Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.com Bayside at Sinclair Ridge Bremerton, Washington Limited Geotechnical Engineering Study We understand that the property is being purchased by Freestone Companies. We anticipate that the proposed structures would be of wood-frame construction with conventional spread footing foundations with relatively light loading conditions. The primary purpose of this study was to evaluate the existing site soil conditions and to confirm that earthwork activities have been performed in accordance with the recommendations presented in the "Preliminary Geotechnical Report" dated May 22, 2006 by Terra Associates, Inc. (Terra) for the project. As such, AESI completed a series of backhoe exploration pits and borings at the site. LITERATURE REVIEW The following documents and plans were reviewed as part of our study. These documents were provided for our use by Hatton Godat Pantier and made available to AESI. Plans: 6 Overall Roadway and Grading Plan, Sheets C-3.00- C-3.06 and Sheet C-3.21 Dated December 21, 2006 (latest revision March 27, 2007) byPacLand. Reports and Correspondence: e Preliminary Geotechnical Report, Bayside, Anderson Hill Road, Bremerton, Washington Dated May 22, 2006 by Terra. • Hydrogeologic Evaluation, Bayside, Anderson Hill Road, Bremerton, Washington Dated July 14, 2006 by Terra. • Addendum to Preliminary Geotechnical Report- Geologic Hazard Areas, Bayside, Anderson Hill Road, Bremerton, Washington Dated July 15, 2006 by Terra. • Design Memorandum regarding L224-1 Bayside Detention Ponds Dated March 24, 2007 by Terra. ® South Pond Interceptor Drain, L224-1 Bayside, Bremerton, Washington, Figure dated March 2007. The above referenced grading plan provides information regarding site topography prior to grading and proposed grade for the development. The information obtained from the plans regarding anticipated depth of fill generally corresponds with that encountered in our exploration pits. December 10, 2012 ASSOCIATED EARTH SCIENCES, INC. Mrrpdtd-KEI2OJ4JAS-Prnj,c!ri207263'43 KPiWP Page 2 • Bayside at Sinclair Ridge Bremerton, Washington Limited Geotechnical Engineering Study SITE DESCRIPTION• Bayside at Sinclair Ridge development is an "irregularly"-shaped group of a total of 293 lots. The properties to the north, south, and east of the Bayside at Sinclair Ridge development consist generally of residential housing; the property to the west is undeveloped. The subject property has been partially graded including the establishment of roads and lots, storm water management ponds, and rockeries. The lot and road layout, site grading, and other prominent site features are shown on the "Site and Exploration Plan," Figure 2. The development is divided into two divisions; Division I (Lots 1-139) includes the eastern portion of the site, Division II (Lots 140-293) includes the western portion of the site. Two storm water management ponds have been constructed; one each in Division I and Division II. Division I (Lots 1-139) of the development appears to have been fine-graded as curbs and sidewalks have been installed and utilities stubbed out to the lots. Division II (Lots 140-293) of the development appears to have been rough-graded including the establishment of gravel- covered roads. Erosion and surficial soil disturbance was noted within both Divisions I and II roadways. Soil stockpiles were noted across Lots 34-40 and 126-130. Asphalt stockpiles were noted on Lots 30-32, on the open space area southeast of Lot 126, and on Road "A" near the Division I/Division II boundary. Several areas of surficial erosion/slumping were observed across the face of the existing westerly/northwesterly descending slope along the western edge of Lots 142-150. An isolated slump was observed on the northeasterly facing pond slope northeast of Lot 177. Vegetation across the lots in Division I had been mostly cleared prior to our site exploration. Vegetation across the lots in Division H consists generally of native grass and a moderately dense growth of Scotch broom. Based on available information, the pre-grade topography was generally rolling with a gentle grade down to the northwest with a natural northwest-trending drainage corridor within the northern portion of the site. The drainage corridor is reportedly a tributary to a larger unnamed drainage corridor that runs to the north along the western portion of the site; the confluence of the two drainage corridors is reportedly located near the northwest corner of the site. Site grading as shown on the grading plan appears to have created level terraces generally stepping down in elevation from southeast to northwest across the site. In general, the south and east portions of the terraces having been cut, exposing native soils and excavated soils having been placed as structural fill within the north and western portion of the terraces. Based on information presented on the grading plan, the deepest fill areas are located within the north/west edges of Lots 1-12, 130-135, 140-150, and 171-190. December 10, 2012 ASSOCIATED EARTH SCIENCES, INC. kiTipofd-XE120343A5-Projectst2O!O343WEUSVP Page 3 r Bayside at Sinclair Ridge Bremerton, Washington Limited Geotechnical Engineering Study SUBSURFACE EXPLORATION AESI excavated a total of 30 backhoe exploration pits at the site on September 6, 7, and 27, 2012 using an excavator provided by our client. Two exploration borings were advanced at the site on September 27, 2012 using a track-mounted drill rig subcontracted to AESI. The approximate locations of the pits and borings are shown on the "Site and Exploration Plan," Figure 2. Geotechnical conditions encountered in the exploration pits and borings were documented by a representative from our firm. Descriptions of the fill soils and natural sediments encountered at the site are provided below. Detailed descriptions of the sediments encountered are provided on the exploration logs included in Appendix A. The conclusions and recommendations presented in this report are based on the conditions encountered in the explorations completed for this study. The number, locations, and depths of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, interpolation of subsurface conditions between the field explorations is necessary. Differing subsurface conditions may be present outside of the area of the field explorations due to the random nature of deposition and the alteration of topography by past grading and/or filling. The',nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. Exploration Pits Exploration pits permitted direct, visual observation of subsurface conditions. All exploration pits were backfilled immediately after examination and logging. Selected samples recovered from the explorations were transported to our'laboratory for further visual classification and testing, as necessary. Exploration Borings The exploration borings were completed by advancing a hollow-stem auger with a track-mounted drill rig. During the drilling,process, samples 'were obtained at generally 2.5- and 5-foot-depth intervals. The borings were continuously observed and logged by an engineer from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples collected. Disturbed, but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM):D 1586. This testing and sampling method consists of driving a standard 2-inch, outside-diameter, split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free-falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to'drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within December 10, 2012 ASSOCIATED EARTH SCtENCE.S, INC. MT/rxliti-KE32034345-Pro jectst20120343tKEUVP Page 4 Bayside at Sinclair Ridge Bremerton, Washington Limited Geotechnical Engineering Study one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring logs. The samples obtained from the split-barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in Appendix A. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types. Our explorations were approximately located in the field by measuring from known site features shown on the grading plan. SUBSURFACE CONDITIONS ,Fill Fill soils (those not naturally placed) were encountered in 21 of the 30 exploration pits and in both of the exploration borings advanced at the site. The upper approximately 1 to 2 feet of the fill encountered directly below the ground surface generally consisted of loose, dry to slightly moist, light brown silty fine sand with few gravel. This material appears to have been disturbed and is not considered suitable for support of structures or pavement without remedial densification as recommended later in this report. With the exception of the fill soil encountered in exploration pit EP-27 (Lot 145/146), and between 6 and 12 feet in exploration boring EB-1 (Lots 143/144), fill soil encountered beneath the loose surficial soil was observed to be in a medium dense condition and is suitable for support of residential structures, in our opinion. As noted above, due to its relatively loose condition, the upper 1 to 2 feet of fill encountered near the surface is not considered suitable for foundation support in its existing condition. In order to evaluate the quality of the underlying fill, density tests were conducted at selected exploration pit locations using a nuclear densometer in general accordance with ASTM:1.) 6938. In addition, a laboratory Proctor analysis was conducted on a sample of the fill in general accordance with ASTM:D 1557 (modified Proctor). The results of the density tests are summarized below in Table 1, December 10, 2012 ASSOCIATED EARTH SCIENCES, INC MI/peg#-KE120343AS-•Pra rtai2012J343(1irmwp Page 5 • Bayside at Sinclair Ridge Bremerton, Washington Limited Geotechnical Engineering Study Table 1 Summary of Density Testing Results I Optimum Dry Depth Percent Moisture Density Proctor Percent Lot# Location Test# (feet) Moisture (percent) (pcf) (pcf) Proctor N Pond EP-17 DT-1 1 6.4 8.7 123.5 104.4 84.5 N Pond EP-17 DT-2 3 8.1 8.7 123.5 113.6 91.98 11/12 EP-18 DT-3 2 7.3 8.7 123.5 122.4 99.1 11/12 EP-18 DT-4 4 9,6 8.7 123.5 118.8 96.1 2/3 EP-19 DT-5 1 5.1 8.7 123,5 99.0 80.1 2/3 , EP-19 DT-6 3 9.0 8.7 123.5 123.5 100 47/48 EP-20 DT-7 2 7.38.7 123.5 118.1 95.6 47/48 EP-20 DT-8 4 12.0 r 8.7 123.5 118.2 953 133/134 EP-21 DT-9 1 8.5 - 8.7 123.5 120.2 97.3 133/134 EP-21 DT-10 3 11.2 8.7 123.5 121.7 98.5 173/174 EP-22 DT-11 2 9.6, 8.7 123.5 118.4 95.8 173/174 EP-22 DT-12 4 10.9 8.7123.5 118.2 95.7 187/188 EP-24 DT-13 1 6.4 8.7 123.5 103.2 83.5 187/188 EP-24 DT-14 3 10.4 8.7 123,5 119.5 96.7 287/292 EP-25 DT-15 2 8.9 8.7 123.5 121.3 98.2 287/292 EP-25 DT-16 4 7.8 8.7 123.5 120.4 97.4 141/142 EP-26 DT-17 1 5.0 8.7 123.5 109.2 88.4 141/142 EP-26 DT-18 3 10.5 8.7 123.5 118.5 96.1 145/146 EP-27 DT-19 2 11.4 8.7 123.5 117.4 95 145/146 EP-27 DT-20 4 12.3 8.7 123.5 122.8 99.4 150/151 EP-28 DT-21 1 9.4 8.7- 123.5 123.1 99.6 150/151 EP-28 DT-22 3 11.3 8.7 123.5 122.7 99.3 pcf-pounds per cubic feet As shown in Table 1, the density of the existing fill soils beneath the surficially disturbed zone (>1 foot depth) at our exploration pit locations meet industry standard compaction requirements (>95 percent). Based on these results, and since footings will be buried at least 18 inches for frost protection, it is our opinion that the existing fill soils (except as noted above within exploration pit EP-27 and EB-1) below the shallow disturbed zone are suitable for foundation support in their present condition. Recommendations are presented later in this report regarding remedial requirements for the surficially disturbed soils and the unsuitable fill encountered in EP 27 and EB-I. Vashon Lodgement Till Natural sediments encountered below the fill and near surface where fill was not encountered generally consisted of moist, light brown to gray, silty sand with gravel. We interpret these sediments to be representative of Vashon lodgement till.. The Vashon lodgement till consists of sediments that were deposited directly from basal, debris-laden glacial ice during the Vashon Stade of the Fraser Glaciation, approximately 12,500 to 15,000 years ago. The high relative density of the Vashon lodgement till is due to its consolidation by the massive weight of the December 10, 2012 ASSOCIATED EARTH SCIENCES, INC. A114x114-Kt12G343A5-Projrcat2O12O343SKtlWF Page 6 Bayside at Sinclair Ridge Bremerton, Washington Limited Geotechnical Engineering Study glacial ice from which they were deposited. The upper approximately I to 2 feet of till where exposed near ground surface in our exploration pits and borings was observed to be in a relatively loose condition and will require moisture-conditioning and compaction to be considered suitable for support of structures/slabs/hardscape. Geologic Mapping Review of the regional geologic map titled Preliminary Geomorphic Map of the Kitsap Peninsula, Washington, by Ralph A. Haugerud, 2009, indicates the site is underlain by till. Our interpretation of the sediments encountered at the subject site is in general agreement with the regional geologic map. Reinforced Earth Walls As a part of our study, exploration was conducted to confirm the length of geogrid placed for construction of the reinforced earth walls placed at the site. The reinforcement observed behind the walls Was in conformance with therecommendations presented on Sheet C-3.21 of the project plans for each of the walls with the exception of wall #1 (Lots 130-132), wall #4 (Lots 178-180), and wall #7 (Lots 9 and 10) where reinforcement was observed to be approximately 1 foot, 2 feet, and 4 feet (uppermost two grids only) short of required reinforcement length, respectively. Recommendations are presented later in this report to bring these walls into conformance with the recommendations on Sheet C3.21. The drainage zone behind most of the rockeries appeared to be in general conformance with the recommendations on Sheet C-2.31 with the exception that the drain rock appeared to extend to the top of the wall rather than being capped with the recommended 12-inch-thick compacted native soil zone to act as a swale for surface drainage control. Recommendations are presented later in this report to bring the observed back drains into conformance with Sheet C-3.21. Many of the rockeries contained rocks with seams and potential fracture surfaces. Vertical stacking of rocks rather than the more stable offset stacking was noted in several of the rockeries. Several of the rocks along the top of the rockery along the north side of Lot 171 were observed to be poorly seated on the lower rocks; one of the upper rocks had fallen from the top of the wall and was observed on the slope below the wall. Rockery rocks are discussed later in this report. Ground Water Ground water seepage was not encountered during our exploration. It is common in areas underlain by lodgement till for seepage to seasonally accumulate at or near the till surface. `Phis type of seepage, known as interflow, occurs when surface water percolates down through the surficial sediments and becomes perched atop the underlying, lower-permeability unweathered till sediments. It should be recognized that the occurrence and level of ground water seepage may vary in response to such factors as changes in season, amount of December 10, 2012 ASSOCIATED EARTH SCIENCES, INC_ U /paid-KEI2343AS-Pro,=cr#2012O34 lKEilVP Page 7 Bayside at Sinclair Ridge Bremerton, Washington Limited Geotechnical Engineering Study precipitation, and site use. Accordingly, it is possible that accumulation of more widespread interflow, or other ground water seepage, may periodically occur at the site. CONCLUSIONS AND RECOMMENDATIONS It should be noted that the existing fill and till soils encountered at the site have a relatively high fines content and are considered to be moisture-sensitive. Remedial earthwork, including slope repairs, recommended herein should be conducted during the drier, summer months. It is important that all of our exploration pits be located in the field and their locations marked on construction site plans. This may best be accomplished by surveying the locations. Prior to construction, the very loose backfill in each exploration pit where encountered within building areas below the planned foundation elevation must be removed and replaced with compacted structural fill, as described below. If this is not done, pavements, floors, foundations, or other structural elements, concrete slab work or pavements placed upon the loosely filled explorations may experience settlement and consolidation of the fill over a period of time. Although the locations of our explorations are approximately shown on Figure 2, the exact locations must be marked in the field and on construction plans to aid the contractor in accomplishing the backfill removal and structural fill placement in these areas. Surficial Soils Slab/Hardscape Areas The upper approximately 1 to 2 feet of soil encountered in both fill and native soil areas in our exploration pits and borings was observed to be in a relatively loose condition and will require moisture-conditioning and compaction as described below under "Structural Fill" to be considered suitable for support of structuresislabs/hardscape. Fill Slopes Several areas of surficial erosion/slumping were observed across the face of the existing westerly/northwesterly descending slope along the western edge of Lots 142-150. The loose debris from the erosion/slumping should be removed from the slope face and a suitable bench created for placement of recommended quarry spalls. A layer of filter fabric should be placed across the prepared slope area to confine the exposed soil followed by placement of 2-inch to 4-inch quarry spalls over the fabric to bring the surface of the area to match the surrounding surface. To reduce the potential for erosion/slumping, fill slope surfaces should be scarified, moisture-conditioned, as necessary, and track-rolled to achieve compaction. Roadways Where erosion has occurred within the roadway areas, loose soil should be removed to expose firm, non-yielding soil. These areas should be brought to grade with structural fill. December 10, ZUl2AS,_��`__. _ — — ASSOCIATED EARTH SCIENCES, INC_ 4i7/pcltd-KE12O34143-P gfgctif2Qf2U.343MT.IFwp Page 8 r z ` Bayside at Sinclair Ridge Bremerton, Washington Limited Geotechnical Engineering Study Storm Water Management Pond Slopes The interior side slope along the west side of the lower pond (easterly adjacent to Road "G") and the interior side slopes along the north, south, and west sides of the upper pond (west of Lots 9-11) appear to have been built at a 2H:1V (Horizontal:Vertical) gradient. As indicated in the "Design Memorandum" dated March 24, 2007 by Terra, these slopes will be susceptible to sloughing where exposed to fluctuating levels of stored water. In our opinion, the potential for sloughing can be eliminated or significantly reduced by covering the 2H:1V interior side slopes of the ponds with a rock revetment consisting of a 12-inch-thick layer of 4- to 6-inch- diameter quarry spalls that extends from the toe of the slope to an elevation 12 inches above the maximum water level. A geotextile separation layer consisting of Mirafi 140N (or equivalent) should be placed between the soil surface and the rock to reduce the potential of soil loss through the rock due to piping. Reinforced Earth Walls The results of our observations during exploration indicate that the grid lengths within reinforced earth wall #1, wall #4, and #7 do not meet lengths recommended on Sheet C3.21 of the referenced plans. In order for these walls to be in conformance with the recommendations, the upper 2 feet of the wall and retained soil should be removed. The project civil engineer should be allowed to evaluate the proposed soil removal and provide recommendations for surficial drainage. After removal of the upper 2 feet of rockery, the remaining soil behind the rockery should be sloped at a gradient no steeper than 211:1 V from the top of the rockery to the top of the slope. Where exposed at ground surface, the drainage rock behind the rockeries should be removed to a depth of 12 inches and replaced with a 12-inch-thick compacted native soil blanket as recommended on Sheet C-3.21 of the referenced plans. Many of the rockeries contained rocks with seams and potential fracture surfaces. Vertical stacking of rocks rather than the more stable offset stacking was noted in several of the rockeries. Several of the rocks along the top of the rockery along the north side of Lot 171 were observed to be poorly seated on the lower rocks; one of the upper rocks had fallen from the top of the wall and was observed on the slope below the wall. As rockeries are not considered retaining structures hut rather erosion protection, they should be considered a long-term maintenance issue. Repairs should be anticipated over the life of the rockeries, Foundations Surficial soils encountered within the upper 1 to 2 feet of the existing ground surface were generally observed to be disturbed and in a relatively loose condition and are therefore not considered suitable for support of slabs or foundations. Where encountered within footing or slab areas (including driveway areas) the loose, disturbed soil should be moisture-conditioned as necessary and compacted as discussed below under "Structural Fill." The existing fill observed below the surficial, 'disturbed" soil ((except as noted in EP-27 and EB-1, Lots 142- December 10, 2012 ASSOCIATED EARTH SCIENCES, INC MTtpdd-A112034145-?roje r rt?ot2UJ43tKE Uri Page 9 Bayside at Sinclair Ridge 8 Bremerton, Washington Limited Geotechnical Engineering Study 147) appears to be in a firm and unyielding condition, compacted to industry standard, and suitable for the support of residential foundations as described below. Spread Footing Foundations With the exception of structures on Lots 142 through 147, spread footings may be used for building support when founded directly on structural fill, and/or native soil sediments as described above. Any new or recompacted structural fill placed below foundation areas as part of the new construction should consist of inorganic soil, free of deleterious materials, placed in maximum loose lift thicknesses of 8 inches with each lift compacted to at least 95 percent of the modified Proctor maximum dry density, as determined by ASTM:D 1557. New structural fill associated with the new construction placed below footing areas should extend laterally beyond the footing edges a distance equal to or greater than the thickness of the fill. Existing disturbed soils encountered in footing excavations should be compacted to at least 95 percent of the modified Proctor maximum dry density prior to footing placement. For footings founded either directly upon structural fill or native soils, as described above, we recommend that an allowable bearing pressure of 2,000 pounds per square foot (psf) be used for design purposes, including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings for the proposed buildings should be buried a minimum of 18 inches into the surrounding soil for frost protection. No minimum burial depth is required for interior footings; however, all footings must penetrate to the prescribed stratum, and no footings should be founded in or above loose soils. II The area bounded by Iines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area that hats not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.5H:1 V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus footings should not be placed near the edges of steps or cuts in the bearing soils. Anticipated settlement of footings founded as described above should be on the order of 1 inch or less. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. Slab-on-Grade Floor Support Slab-on-grade floors may be constructed either directly on the competent, undisturbed, native sediments, or on structural fill. Existing disturbed soils encountered within slab areas should be moisture-conditioned as necessary and compacted to at least 95 percent of the modified Proctor maximum dry density prior to slab placelment. December 102012 ASSOCIATED EARTH SCIENCES, INC— halpc/M-ke,12O343A5-Pnverat2012-03431KE':WP Page 10 • Bayside at Sinclair Ridge Bremerton, Washington Limited Geotechnical Engineering Study The floor slab should be constructed atop a capillary break consisting of a minimum thickness of 4 inches of washed 5/s-inch crushed rock or pea gravel. The capillary break material should be overlain by a 10-mil (minimum thickness) plastic vapor retarder. Support of Structures Lots 142 through 147 The existing fill to a depth of up to 12 feet was'observed to be in a relatively loose condition in the vicinity of exploration boring EB-1. Based on information obtained from exploration pits in the area, it appears that the relatively loose soils are confined to Lots 142 through 147. This Ioose soil should be removed, moisture-conditioned, as necessary, and replaced as structural fill beneath these lots. AESI should be on-site during removal to confirm that all loose soils have been removed prior to structural fill placement. Where loose soil is removed and replaced as structural fill as recommended, the buildings may be supported on spread footings as recommended above. Alternatively, structures (including floor slabs) to be placed on these lots may be supported on a deepened foundation system (such as pin piles) extending through the loose soil and into suitable strata below. Recommendations for deepened foundations can be provided if requested. Hardscape and secondary structures constructed on these lots without removal of loose soil should be expected to undergo some distress due to differential settlement. Structural Fill Structural fill should consist of inorganic soil, free of deleterious materials, placed in maximum loose lift thicknesses of 8 inches, with each lift compacted to at least 95 percent of the modified Proctor maximum dry density, as',ideteiniined by ASTM:D 1557. Structural fill placed below footing and drive areas should extend laterally beyond the structure a distance equal to or greater than the thickness of the fill. Existing fill in a relatively loose, disturbed condition encountered within footing, drive, or; slab areas should be moisture-conditioned as necessary and compacted to least 95 percent of the modified Proctor maximum dry density. The majority of existing site fill may be reused as structural fill after being excavated. However, some of the site soils contained a substantial amount of fines and are considered moisture-sensitive. Where grading is to occur during the wetter times of year, the moisture-sensitive soils may be difficult to reuse as structural fill. CONCLUSIONS Based on the results of our assessment, the earthwork elements of the project appear to be in general conformance with the geotechnical recommendations presented in Terra's report dated May 22, 2006 with the following exceptions: 1. Structural fill with less than the recommended density in the vicinity of Division lI Lots 142 through 147. December 10, 2012 ASSOCIATED EARTH SCIENCES, INC. tdT,yxlkl-K1120343.45-Prjeac120120343!11OWP Page I 1 Bayside at Sinclair Ridge Bremerton, Washin:ton I Limited Geotechnical En:ineerin; Stud 2. Geogrid lengths behind reinforced earth wall #1 (Division II, Lots 130 through 132), wall #4, and wall #7 (Division I, Lots 9'and 10). 3. Minor erosion of roadways in Division i and Division II. 4. Erosion of the fill slopes west of Division II Lots 142 through 150 and northeasterly facing pond slope behind Division II Lot 177. 5. The interior side slope along the west side of the lower pond (easterly adjacent to Road "G", Division H) and the interior side slopes along the north, south, and west sides of the upper pond (west of Lots 9-11, Division I) appear to have been built at a 2H:1V gradient. In our opinion, implementation of the recommendation presented in this report will bring the above-referenced issues into compliance with the recommendations provided in Terra's 2006 geotechnical report. CLOSURE We appreciate the opportunity to be of service i to you on this project. Should you have any questions regarding this report or other geotechnical aspects of the project, please call us at II your earliest convenience. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington :0' ..'4.'341% Q��o0 wasy,40c3p , ,...., ...._ , ...,...,, ,., ° �1vri 1 , , oo . , a 41 � 9 � \ FSFat �� ` �� ti hONAt- 0g ,, Maire Thornton, P.E. Jon N. Sondergaard, L.G., L.E.G. Senior Engineer Senior Principal Geologist Attachments: Figure I: Vicinity Map Figure 2: Site and Exploration Plan Appendix A: Exploration Logs December 10, 2012 ASSOCIATED EARTH SCIENCES, INC. MT1lx/Id-KE12034345-Prolcas1201Z03431KEItWP Page 12 • • 1\ 4;.1 k''',,s, I A 1'4,2 . 4kr•Pfeie•''f. i t-0/—f-,,,,t,fir'-'••?- '1:- -' •rit.'"•i.,Iffk '''''''''"i_.-ft-"?.;-:-,' r -441 J,,,y i at - IA Pittql ,,,,, ..-0,4vd ....- '1:1*,.1 4,-:,(6n , 4"i' m's i _= -,,,,,7, 1 -,,,,, ,.' ‘-`7%1 ",14P-4,jet.,41 4-1'Zer•- e ...--' •'14:.• n'',1"4-) tV:t-5',1 rh4i% -''' :-k`-`1"..•:**1":''''''''\'---e-s,--. ', ' ''''tit-k?-1,,,,,,,Jial,-..- 4„...° , -- / : •Itt i . n i-, %.„,•,.----..;'f•.--1'., -,-;%.-ti,,.•- •• li.! 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IrA ^-/ 1,.- ''''''',•!:---%,,--:- . ,,-:.A - • 7 PI `), � ^ i /if )V.,--'1 J- rl en,71s' -� � ° (> r11 ; _ 1:i�• (- ( r / :.):,1' < t ;�: )�•- •l'fl 'A°C4-*--;4:1'!:1):):TOX �• t Nitn Y1 ii + , om �� � � i��/ ), i?r j, f )P4, • •F . `J / si jf - A • -7/ / / ll r i- r •• ,, AN } ,� ij J ;,...._64eli ,('-') ) 6 ,.� � }� �® , Jj��ll ) . � ��.f Isco xaoo [ BLACK AND¶MATE REPROOUCTIOH OF THIS COLOR ORK3INAL MAY ~- FEET i REFERENCE: USGS TOPOI REDUCE ITB EFFECTNENEB8 ANO LEAD TO INC ORREC T W7ERPRETATION. li H fi) IAssociated Earth Sciences, Inc. VICINITY MAP FIGURE t BAYSIDE AT SINCLAIR RIDGE DATE 11112 BREMERTON,WASHINGTON " PROJ.NO. KE120343A I lot ZQgP. i i • • O '1.64-,''I' r:':f �fI+•�R ' 2.1 Y�pa17 ,i ra l��' y :117.1 r. -ri f W,11r, .j: ti. 7 11 a •-i. ir' , }. n a n L ,Z7,----C,.t +s fa" %-•;:"."-• 1, 1, I s , at.,.ii..� r•cP +.�, ? I' 3=1 ��StR F'�C' GLS R �-,+, x r,a \` CH✓ _ at.ft y �r i.n T, 1 "`'..,4 ., •yfy ,"),V At_`• + N X111� I F . , ..r.. ' � j ,,t'-',/,,-4..-;,:illi.--',%1 �9 :��/r'P. ��1,14 7.:',.., t �Yr r+ �� I � y . . � �i2rRj .� I� g•,_-;,_,4,i...1 � ILis d � t '�lr /�� JJ!'.,...•,,,,;!z•.,''' m 1� • . %. .' 1} -IAF q1t 3j r� F'+; Fyt�;F ( ,��� � �. e. fY '7;;-"w.-1":.1 sa i.y �� f1 f d'/1 ' i'/r -e,-..-A 7 =x'f+ w' .j. +.'So '9d - ,- �1 :kms r a r '"N.:.&- • '�..,, - 1t,1 a T7 t. lKy .-i I .-FS 12 )mr .' btu a N z ir 1 \'''''.1r'.y c {rC ',•:•••••",,,,-..?",-,.. ,:,..,,,,„ ¢ 't r\ `, ✓ i'r. ?r, I Q QLL y -:q.?; r ad i!-.---1.1•.„;f ;1-a 'z �/';' t _ is , � ! ., :.....„„f„,,,,..k....;„..,Q,,,.../....„......s..„::,...,,,..„4„./ii,i,;/...:•„,;.s4;_;.,,,...,..„,....;2„..:. ..i.ii..%.74:..,i1:::::::.:•:..:1,::.,iitl..4,iti:,,, . „:-,. ,:......,1, „.... ..c.c.c...,,...,,,/...4,... .z,,, .: ;_..... ___ _ . -,. .:‘,1._......„..,.,,d..7)!..• •,,, ,...:....,,,...;:>:‘,77..,..,,?±...-7:i.z.',:-.7'i-7.:77-72:::•-:-----7'7--;7•:.-7 i,. u. ii .. . k ii x •••..,;..:.: -_-,..,.._-_--..-y-,: II 11 gR 8Fl O u-ri; ts i APPENDIX A Exploration Logs °� •;°;G Well-graded gravel and Terms Describing Relative Density and Consistency E ' 8.8.r Gw gravel with sand,little to Density SPTi'tblowslfoot os c;o c no fines Coarse- Very Loose 0 to 4 N a 4"ro`To`' Loose 4 to 10 id ro cU ^e o o Poorly-graded gravel Grained Solis `12 °in M°0oo, GP and gravel with sand, Medium Dense 10 to 30 Test Symbols rn o 'oococ Dense 30 to 50 o little to no tines Very Dense >50 G=Gram Size 04 `z °o 0 o 0 M=Moisture Content z EF) :0.01' Consistency SPT(2)blows/foot A=Atterberg Limits c -13,13 a •" Silty gravel and silty VerySoft 0 to 2 C=Chemical o -c C Uc <GPJI gravel with sand Flne So2 to 4 DO=Dry Density e) se Grained Soils c o d t o Medium Stiff 4 to 8 K=Permeability m a o , , Stiff 8 to 15 . tr Ii Clayey gravel and Very Stiff i5 to 30 E m Nr :r GC clayey gravel with sand Hard >30 �.."). LO O , . Component Definitions m o Well-graded sand and Descriptive Term Size Range and Sieve Number �, r, v sw sand with gravel,little Boulders Larger than 12" ▪• F...' ut 0t to no fines Cobbles 3"to 12° h `'_' Gravel 3'to No.4(4.75 mm) o �' ; Poorly-graded sand Coarse Gravel 3'to 3/4' 09) ° .9. w SP and sand with gravel, Fine Gravel 3/4'to No.4(4.75 mm) To o little to no fines c d Sand No.4(4 75 mm)to No 200(0.075 mm) R � �°z Coarse Sand No.4(4.75 mm)to No. 10(2.00 mm) to o N N . Silty sand and Medium Sand No.10(2.00 mm)to No-40(0.425 mm) w— ;- SM silly sand with Fine Sand No.40(0.425 i'nm)to No.200(0 075 mm) U ~o a. it gravel Silt and Clay Smaller than No 200(0.075 mm) in cn Sc Clayey sand and (s)Estimated Percentage Moisture Content w clayey sand with gravel DryAbsence v' Component PerCWeeight byy, rtoothe t moisture, dusty,drythe touch Silt, sandy slit,gravelly silt, Trace <5 Slightly Moist-Perceptible 11/ cp ML in silt with sand or gravel Few 5 to to moisture c Lillie 15 to 25 Moist-Damp but no visible ii,in la t With -Non-primary coarse water N v y Clay of low to medium constituents: >15% Very Moist-Water visible but o Cd CL plasticity,silty,sandy,or Fines content between not free draining N o,Et...... gravelly clay,lean clay 5%and 15% Wet-Visible free water,usually N1-, from below water table a _- Organic clay or silt of low Symbols E .—= OL plasticity Blows/5"-or __ Sampler portion of 6" Cement grout o Type surface seal Elastic silt,clayey silt,silt 2.0'00 Sampler Type with micaceous or :'t Description 3'8entonlie o a MH Split-Spoon // r t")-' .r seal o diatomaceous fine sand or SamPler� 3.0'OD Split-Spoon Sampler -f r .n t slit •Filter peck with .a m`a . (SPT) 3.25'OD Split-Spoon Ring Sampler rn blank casing ,n 2> Clay of high plasticity, V a CH sandy or gravelly clay,fat Bulk sample 3.0'OD Thin-Wall Tube S Screen ampler ,� Scree easing .c t5 Clay with sand or gravel ,' (including Shelby tube) p or Hydrottp C-1 U n Grab Sample with Mier pack b i- :ri/rrrr ±. o Portion not recovered End cap r err,., I Organ s clay or sit!of it 11/jr%i1 offImedium to high irrir f ''t Percentage;by dry weight (<i Depth of around water ( //jef plasticity 121 (SP1)Standard Penetration Test sr,--- ., ` (ASTM D-1586) Alp=At time eofl drilling .,,,..•... (Peat.muck and other (alStatic water level(date) c ..r,.,.. In General Accordance with o)t,; PT highly organic soils Standard Practice for Description tsi Combined USCS symbols used for 3 0 "` and Identification of Soils(ASTM D-2488) tines between 5%and 15% 1,' Classifications of softs in this report are based on visual field andtor laboratory observations,which Include density/consistency,moisture condition,grain size.and : p sticily estimates and should not be construed to imply field or laboratory testing unless presented herein.Visual-manual and/or laboratory dassit)catlon omethods of ASTM 0-2487 and 0-24813 were used as an identification guide for the Unified Soil Classification System. a. Associated Earth Sciences,Inc. l • EXPLORATION LOG KEY FIGURE Al c:.I 4. r r:i t 1 • LOG OF EXPLORATION PIT NO. EP-1 This log is part of the report prepared by Associated Earth Sciences,inc_(AESI)for the named project and should he read together with that report for complete interpretation.This summary applies only to the location of this trench at the a time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are o a simpification of actual conditions encountered. DESCRIPTION Vashon Lodgement Till-Disturbed Loose,dry to slightly moist, light reddish brown, silty fine SAND, with gravel. 1 _ Vashon Lodgement Till 2 Medium dense to dense, moist,gray,silty SAND,with gravel. 3 - 4 -• 5 Bottom of exploration pit at depth 5 feet 6 " No ground water seepage. No caving. 7 - $ 9 - 10 - 11 - 12 13 --- 14 - 15 - 16 17 -- 18 --. 19 - i - fJ — ci Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences,Inc. Logged by, MT Project No. KE120343A Approved by: I'• '' i 9/6/12 E E I LOG OF EXPLORATION PIT NO. EP-2 This log Is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a slmplficatton of actual conditions encountered. DESCRIPTION Fill 1 Loose,dry, light brown, silty fine SAND,few gravel,slightly organic. 2 — 3 Weathered Vashon Lodgement Till Medium dense, slightly moist,red brown, silty fine SAND,few gravel. 4 5 Vashon Lodgement Till Dense, slightly moist,gray,silty fine to medium SAND. - Bottom of exploration pit at depth 5 feet 6 — No around water seepage. No caving, — 8 -- 9 — 10 — 11 12 — 13 - 14 -- 1 15 17 II � 18 — C 19 -t Bayside at'Sinclair Ridge Bremerton. WA Associated Earth Sciences, Inc. Logged by: MTProtect Na. KE120343A Approved by '� I FTZT I �' 1 , i ( � 916/12 ca LOG OF EXPLORATION PIT NO. EP-3 F This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete Interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a slmplfication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till-Disturbed Loose,dry, light brown,silty fine SAND,few gravel. 1 Weathered Vashon Lodgement Till Medium dense, slighty moist, light brown,silty fine SAND. 2 Vashon Lodgement Till 3 - Dense,moist,gray,silty fine to medium SAND. 4 - 5 - Bottom of exploration pit at depth 5 feet 6 - No ground water seepage. No caving. 7 - 8 9 - 10 - 11 - 12 - 13 - 14 -- 15 16 -- 17 18 - ( It 19 -. 4,4 20 Bayside at Sinclair Ridge Bremerton, WA 3 Associated Earth Sciences, Inc. Project No. KE120343A Lngaed by: &1T Project ,,,j' XL 4„,{t�. Appr rred by: ;- -t z,r. fi 1 1 9/6/12 LOG OF EXPLORATION PIT NO. EP-4 This log is part of the report prepared by Associated Earth Sciences,Inc.(ASI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the iu time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a a simpllication of actual conditions encountered. • DESCRIPTION Vashon Lodgement Till-Disturbed Loose,dry, light brown, silty fine to medium SAND,with gravel. 1 Vashon Lodgement Till 2 Medium dense to dense, moist, gray,fine to medium SAND<with gravel, trace silt. 3 - 4 -- 5 Bottom of exploration pit at depth 5 feet 6 - No ground water seepage. No caving. 7 - S 9 -- 10 10 - 11 12 -- 13 - 14 - 15 - 16 - 17 18 -- l { 19 / 20 -- --- — — b Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences,Inc. Project No. KE120343A Logged by: MT Approved by: : 1 d c j I Lw 9/6/12 0 • • LOG OF EXPLORATION PIT NO. EP-5 This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI}for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are o a simpificatlon of actual condttlons encountered. DESCRIPTION Fill Loose,dry, light brown, silty fine SAND,few gravel. 1 2 Medium dense, slighty moist to moist, brown gray,silty tine to medium SAND,with gravel. 3 4 5 — Bottom of exploration pit at depth 5 feet 6 -- No ground water seepage. No caving. 7 — • 8 9 — 10 11 — 12 — 13 14 — 15 -- 16 -f , 17 - I 18 - 19 --- tJ 20 Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences,Inc. Looped by: MTProject No. KE120343A i s :jj EE g�9l/ Approved by: c sal --+' ' ` 9/8/12 U C LOC OF EXPLORATION PIT NO. EP-6 This log is part of the report prepared by Associated Earth Sciences,Inc.{AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are o a simplficalfon of actual conditions encountered. DESCRIPTION Fill Loose,dry, light brown,silty fine to medium SAND,with gravel. 1 Medium dense,slightly moist,gray,silty SAND,with gravel. 2 Medium dense,moist,brown,silty fine to medium SAND,few gravel. 3 Weathered Vashon Lodgement Till 4 \Medium dense, moist,gray,silty fine to medium SAND,orange oxidization staining. r .Vashon Lodgement Till Dense,moist to very moist, gray, fine to medium SAND,little silt,few gravel. 5 Bottom of exploration pit at depth 5 feet 6 — No ground water seepage. No caving. 7 - 8 9 — 10 -1 11 — 12 — 13 14 -1 4 15 ! 16 17 -4 ' II 18 -t 19 _. Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences,Inc. Project No. KE120343A Logged br MT17-7,7 { d b Approved e `� ( 1--W r� -f "�;�� 916/12 LOG OF EXPLORATION PIT NO. EP-7 This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be r read together with that report for complete interpretation.This summary applies only to the location of this trench at the m time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a simpificatlon of actual conditions encountered. DESCRIPTION Fill Loose,dry,brown,gray, silty fine to medium,SAND,few gravel. 1 — 2 Medium dense,slightly moist to moist,brown gray,silty fine to medium SAND, few gravel. 3 — 4 — 5 • Bottom of exploration pit at depth 5 feet 6 — No ground water seepage. No caving, 7 — • 8 — 9 } 10 — 11 — 12 13 -- 14 -- 15 16 17 -1 118 1 19 -11 tNi Bayside at Sinclair Ridge • Bremerton, WA Associated Earth Sciences, Enc. Project No. KE120343A Logged by: MT _ Approves by: (' f, .. v' 9/6/12 f_T f . r U • LOG OF EXPLORATION PIT NO. EP-8 This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The date presented are o a simpificatton of actual conditions encountered. DESCRIPTION Vashon Lodgement Till-Disturbed _ Loose,dry to slightly moist,brown,silty fine to medium SAND,few gravel. 1 Medium dense, slightly moist to moist,gray,;silty fine to medium SAND,with gravel. 2 1 Vashon Lodgement Till 3 — 4 5 Bottom of exploration pit at depth 5 feet 6 No ground water seepage. No caving. 7 8 1 9 — 14 — 11 -- 12 13 14 - i 15 -I I 16 17 18 ff I 19-20 ! I Bayside a^t Sinclair Ridge Bremerton, WA Associated Earth Sciences, Inc. Project No. KE120343A Logged by MT ApprovedI _ 9/8/12 LOG OF EXPLORATION PIT NO. EP-9 This log Is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete Interpretation.This summary applies only to the location of this trench at the o time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Fill Loose, dry to slightly moist,light brown, silty;fine to medium SAND,with gravel. 1 _ Medium dense,slightly moist to moist,brown and gray,silty fine to medium SAND,few gravel,few small roots and wood fragment. 2 3 - t 4 - 5 6 - 7 -f 8 9 -- 10 Bottom of exploration pit at depth 10 feet 11 No ground water seepage. No caving. 12 - 13 -, 14 - 15 j 16 17 . V 18 f f 19 -4 1 20 Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences,Inc. Protect No. KE120343A togged by: MT Approved by; 1t7`..e 1 ' io 9/6112 • LOG OF EXPLORATION PIT NO. EP-1O This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the lune of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are o a simpiticatton of actual conditions encountered. DESCRIPTION Vashon Lodgement Till-Disturbed Loose,dry, light brown,silty fine SAND. 1 Weathered Vashon Lodgement Till Medium dense,slightly moist,red brown, silty fine to medium SAND,few gravel. 2 Vashan Lodgement Till Dense,slightly moist to moist,gray,silty fine to medium SAND,with gravel. 3 - 4 - 5 Bottom of exploration pit at depth 5 feet 6 - No ground water seepage. No caving: 7 _. 8 -- 9 - 10 11 12 13 14 - I 15 16 17 18 -, 19 -j 4' w_ 20 N Ci Bayside at Sinclair Ridge Bremerton, WA AssociatedJJEarth Sciences,Inc. Logged by: MT Project No. KE120343A {�'" � r k Y Approved by: ! 1174 cY I ' 1 9/6112 L I • Yi LOG OF EXPLORATION PIT NO. EP-11 This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a simplficatlon of actual conditions encountered. DESCRIPTION Fill Loose,dry, light brown, silty fine SAND. 1 - Medium dense, slightly moist to moist, brown gray,silty fine to medium SAND,few gravel. 2 - 3 - i 4 - 5 Bottom of exploration pit at depth 5 feet 6 - No ground water seepage. No caving. 18 7 -4- 8 - 9 -. 10 - i 11 - 12 - 13 - 14 15 - 16 17 18 --- 19 - 0 20 -.— Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences, Inc. A Logged by: MT Project No. KE120343A t t 3r V ' `" f�S� l:r. -' Approved by: 916112 LOG OF EXPLORATION PIT NO. EP-12 ▪ This log is part of the report prepared by Associated arth Sciences,Inc.(ASI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented areCD II O a simplttcation of actual conditions encountered. DESCRIPTION Fill Loose,dry to slightly moist,brown, silty fine to medium SAND,few gravel. 1 - Medium dense,slightly moist to moist,brown,silty fine to medium SAND, few gravel. 2 - 3 - I 4 5 Bottom of exploration plt at depth 5 feet 6 — No ground water seepage. No caving. 7 - 8 9 -. 10 - 11 12 - 13 - 14 - 15 - 16 __ 17 I 18 --° 19 - M 20--_.—._ Bayside at Sinclair Ridge o Bremerton, WA Associated Earth Sciences, Inc. Project No. KE120343A L oggod by: f T 4 (s -" } Approved by: 9/6112 LOG OF EXPLORATION PIT NO. EP-13 This log Is part of the report prepared by Associated Earth Sciences,Inc.(AESt)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are o a simpification of actual conditions encountered. DESCRIPTION Fill Loose,dry to slightly moist, brown,silty fine to medium SAND,few gravel. 1 - 2 Medium dense,slightly moist to moist,brown,silty fine to medium SAND,few gravel. 3 4 - 5 Bottom of exploration pit at depth 5 feet 6 No ground water seepage. No caving. 7 - 8 - 9 -- 10 10 - 11 - 12 - 13 - 14 - 15 -- 16 -- 17 i ! i 18 -1- 19 ;19 20 -- — -- N Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences;Inc. Project No. KE120343A Logged by' MT rJ l Approved by �' , L i 916112 0 LOG OF EXPLORATION PIT NO. EP-14 This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a simplfication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till-Disturbed Loose,dry to slightly moist,gray, fine to medium SAND,few gravel. 1 — Vashon Lodgement Till 2 I Medium dense, moist,gray,fine to medium SAND; large (18 inch)tree root in place. 4 — 5 Bottom of exploration pit at depth 5 feet 6 ~- No ground water seepage. No caving. 7 — 8 -- 9 — 10 — 11 1 12 — 13 — 14 15 - { 15 7 1 18 -- iI 19 0 20 ------ —,_.. __ _ — — -- Bayside a�t Sinclair Ridge Brerllertan, WA (2' Associated earth Sciences,Inc. Project No. KE120343A Logged by: PAT i � ..� Approved by: 4 3 .: i.r 1 9/6!12 fr11 I ( LOG OF EXPLORATION PIT NO. EP-15 This log is part of the report prepared by Associated Il Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a simpltication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till-Disturbed Loose,slightly moist,gray, fine to medium SAND,trace silt. 1 Vashon Lodgement Till 2 _ Medium dense to dense, slightly moist to moist,gray, fine to medium SAND,trace silt. 3 - 4 - 5 Bottom of exploration pit at depth 5 feet 6 _ No ground waterseepage. No caving. 7 -- 8 - 9 - 10 - • 11 - 12 - 13 - 14 - • 15 -- 1 161 17 -- 18 --- 19 -. 20- -- - -- a 6 I Bayside at Sinclair Ridge Breff ertan, WA • Associated Earth Sciences,Inc. Logged by: MT Project No. KE120343A Approved by: 1.04 "-� 916/12 LOG OF EXPLORATION PIT NO. EP-16 This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are 4 a simplfication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till-Disturbed Loose, slightly moist,gray,fine to medium SAND,trace silt. 1 Vash''on Lodgement Till Medium dense to dense,slightly moist to moist, gray,fine to medium SAND,trace silt. 2 -- 3 - 4 - • 5 Bottom of exploration plt at depth 5 feet 6 -- No ground water seepage. No caving. 7 - 8 - 9 - 10 - 11 - 12 - 13 14 •-- 15 • 16 -j 17 -I. 18 i 19 -t I t Bayside at Sinclair Ridge Bremierton, WA Associated IFartl sciences,Ittc. t red by: MTProjectProject No. KE120343A Approved by: I it 9/6/12 LOO OF EXPLORATION PIT NO. EP-17 This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be a read together with that report for complete interpretation.This summary applies only to the location of this trench at the er time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill Loose to medium dense,slightly moist to moist,gray brown,silty fine to medium SAND,few gravel. 1 1 2 Medium dense,moist,gray brown,silty fine to medium SAND,few gravel. 3 — 4 -- 5 5 — a 6 — 7 8 9 — 10 — 11 — 12 Vashon Lodgement Till ,Dense to very dense,moist,gray,silty fine SAND,with gravel. 13 Bottom of exploration pit at depth 12.5 feet No ground water seepage. No caving. 14 15 16 - 17 18 19 -i 20 ry 0 Bayside at Sinclair Ridge 5 Bremerton, WA Associated Earth Sciences, Inc. logged by: tT Prefect No. KE120343A Approved by: I t 11� 9/7/12 E.� LOG OF EXPLORATION PIT NO. FP-18 This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a simptfication of actual conditions encountered. DESCRIPTION Fill Loose to medium dense,slightly moist, gray brown,silty fine SAND, few gravel. 1 — 2 Medium dense,slightly moist to moist,gray,brown,silty fine to medium SAND,few gravel. 3 4 -- 5 _ 6 -- 7 — • 8 — 9 -- 10 — 11 Bottom of exploration pit at depth 11 feet 12 — No ground water seepage, No caving. 13 14 — 15 1.6 _t i 17 • I 18 -- t 19 -- ry 2 Bayside at Sinclair Ridge Brernerton, WA 4 Logged c d by: MT Associated Earth Sciences,inc. Project No. KE120343A Approved by: ' y ! ., '� ) 9/7/12 LOG OF EXPLORATION PIT NO. EP-19 E This log Is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be .cread together with that report for complete interpretation.This summary applies only to the location of this trench at the a. time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are o a simpification of actual conditions encountered. DESCRIPTION Fill ____ Loose, slightly moist, light brown,silty fine SAND. 1 — Medium dense,slightly moist to moist,fine SAND,with silt to silty fine to medium SAND,few gravel. 2 — 3 — 4 --r 5 — 6 — 7 — 8 — Vashon Lodgement Till 9 Dense,moist,gray,silt fine SAND,with gravel. 10 1 Bottom of exploration pit at depth 10 feet 11 No ground water seepage. No caving. 12 — 13 — 14 .E 15 -1 • 16 17 4 16 -- i 19 I Zi 20 — -- N 6 Bayside at Sinclair Ridge 8 Bremerton, WA a Associated Earth Sciences,Inc. Logged by: MT Project No. KE120343A Approved by J 9/7/12L� 1 f U Y LOO OF EXPLORATION PIT NO. EP-20 This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the CL CD time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are o a simplfioation of actual conditions encountered. DESCRIPTION Fill 1 Loose,dry, light brown,fine to medium SAND,with silt. Medium dense, dry to slightly, moist,brown,fine to medium SAND, with silt, few gravel, few roots. 2 — 3 — Medium dense,moist,gray brown,fine to medium SAND,trace silt,to silty fine SAND,few gravel. 4 — 5 - 6 -r y — 8 Vashon Lodgement Till Dense, moist,gray, silty fine to medium SAND,with gravel. 9 Bottom of exploration pit at depth 9 feet 10 — No ground water seepage. No caving. 11 — 12 -. 13 — 14 --I 15 16 • 17 -I 18 19 ' Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences, Inc. Pro ect No. KE120343A Logged by: MTl Approved by: 0 r ('' } , LOG OF EXPLORATION PIT NO. EP-21 " This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the iu time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are ❑ a simplfication of actual conditions encountered. DESCRIPTION Fill Loose,slightly moist,gray brown,silty fine SAND. 1 medium dense,moist,gray brown,silty fine SAND,few gravel. 2 3 - 4 5' Bottom of exploration pit at depth 5ieet: 6 - No ground water seepage. No caving. 7 - 8 9 - 10 - 11 - 12 -= 13 - • 14 - 15 - 16 - 17 - 18 - 19 - 20 Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences,Inc. A Logged by: MT Project No. KE120343A Approved by: -444FPI 917112 LOG OF EXPLORATION PIT NO. EP-22 Ix This log Is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be t read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill Loose,slightly moist,gray brown,silty fine SAND. 1 — Medium dense,slightly moist to moist,gray brown,fine to medium SAND, with silt,few gravel. 2 3 4 5 — I 6 7 -- 8 8 Bottom of exploration pit at depth 8 feet 9 — No ground water seepage. No caving. 10 — 11 12 — 13 14 15 - 16 i 17 --I 18 4 I s • --24 - — --- -- a Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences, Inc. Project No. fCE120343A owed by, MT Fc.ei Approved by: [1—•'' [ , .k� 917112 LOG OF EXPLORATION PIT NO. EP-23 This log is part at the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the iu time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill Loose,slightly moist,gray brown,silty fine to medium SAND. 1 — Medium dense,slightly moist to moist, gray brown,fine to medium SAND,with silt,few gravel. 2 3 — 4 — 5 Bottom of exploration pit at depth 5 feet 6 — No ground water seepage. No caving. 7 — 8 — 9 — 10 11 -- 12 — 13 --r 14 — 15 — 16 17 -- 18 i t 19 — -L0 O Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences, Inc.. • Logged by: MT Project No. KE120343A Approved by: -fi i t 4 9/7/12 l LOG OF EXPLORATION PIT NO. EP-24 This tog is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a simpificaiion of actual conditions encountered. DESCRIPTION Fill Loose,dry, light brown,silty fine SAND. 1 -- 2 _ Medium dense, slightly moist to moist, light brown,fine to medium SAND,trace silt, few gravel. 3 4 - 5 - 6 7 8 - Vashon Lodgement Till • Medium dense, moist,gray,silty fine SAND,with gravel. 9 - 10 Bottom of exploration pit at depth 10 feet • 11 — No ground water seepage. No caving. 12 -- 13 - 14 15 - 16 - I 17 - 18 - 19 - f N 20 — s Bayside at Sinclair Ridge Bremerton, WA a. Associated Earth Sciences, Inc. Protect No. KE120343A Logged by: MT r y` 49/7112 Approved by: '=4isr+.. t, 13 • LOG OF EXPLORATION PIT NO. EP-25 This log is part of the report prepared by Associated Earth Sciences,Inc.(ASI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the locatiion of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill Loose,slightly moist,brown,tine to medium SAND. 1 — Medium dense,slightly moist to moist, brown gray,fine to medium SAND to silty fine to medium SAND,with gravel. 2 3 — 4 — 5 6 7 — 8 Vashon Lodgement Till Dense,moist,gray, silty fine to medium SAND,with gravel. 9 Bottom of exploration pit at depth 8 feet 10 No ground water seepage. No caving. 11 — 12 — • 13 — 14 — 15 — 16 17 — 18 — i 19 — I 0 20 tV Bayside at Sinclair Ridge Bremerton, WA Associated Earth.Sciences,Inc. Project No. KE120343A Logged by: til • s :777-- 917/12 Approved by: C [ l vs LOG OF EXPLORATION PIT NO. EP-26 F This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be .c read together with that report for complete interpretation.This summary applies only to the location of this trench at the c. time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are p a simpificatlon of actual conditions encountered. DESCRIPTION Fill • Loose,dry, brown,silly fine to medium SAND. 1 - 2 Medium dense,slightly moist to moist(below 3 feet),brown gray,silty SAND,with gravel to fine to medium SAND,with silt and gravel. 3 4 - 5 - 6 - 7 - 8 - 9 - 10 - Vashon Lodgement Till Dense,moist,gray, silty SAND,with gravel. 11 - Bottom of exploration pit at depth 11 feet 12 - No ground water seepage. No caving. 13 - 14 - 15 - 16 - 17 -- 18 -{ 19 2 0 L Bayside at Sinclair Ridge Bremerton, WA M Associated Earth Sciences, Inc. Project Na. KE120343A Logged by: MT Approved by: 1 I .* f [ ' ti , 917112 G 4 ` t LOG OF EXPLORATION PIT NO. EP-27 This log is part of the report prepared by Associated Earth Sciences,Inc.(ASI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are o a simplficatlon of actual conditions encountered. DESCRIPTION Fill Loose,slightly moist, light brown, silty fine to medium SAND,few gravel. 1 - Medium dense, moist,brown gray,silty fine to medium SAND,few gravel, 2 3 - Medium dense to loose, moist,brown gray,silty SAND,with gravel. 4 - 5 6 7 -+ 8 9 -. 10 - Bottom of exploration pit at depth 10 feet 11 - No ground water seepage. No caving. 12 13 -- 14 - I 15 16 _' 17 - 18 - 19 -. 20 ra Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences,Inc. Project No. KE120343A Logged by_ MT Approved by It; I :'(�' ,j 9/7/12 LOG OF EXPLORATION PIT NO. EP-28 This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of lime.The data presented are ❑ a simpiticatlon of actual conditions encountered_ DESCRIPTION Vashon Lodgement Till-Disturbed Loose,slightly moist,gray,silty SAND,with gravel. 1 Vashon Lodgement Till Medium dense,slightly moist to moist,gray,silty SAND,with gravel. 2 — 3 — 4 5 — Bottom of exploration pit at depth 5 feet 6 No ground water seepage No caving- 7 — 8 — 9 - 10 — 11 — 12 — 13 — 14 -- 15 — 16 — iii 17 — 18 -- 19 — } 20 Bayside at Sinclair Ridge Bremerton, WA Associated Earth Sciences, Inc. Project No. KE120343A Logged icy' AAT f r i Approved try_ ( z: - 9/7/12 LOG OF EXPLORATION PIT NO. EP-29 This log Is part of the report prepared by Associated n. Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete Interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location witn the passage of time.The data presented are o a slmplfication of actual conditions encountered. DESCRIPTION All 1 - Loose,dry, light brown,silty fine to medium SAND,few gravel. Medium dense,slightly moist to moist, light brown gray, silty fine to medium SAND,few gravel. 2 - 3 - 4 •• • 5 - • 6 - 7 - 8 - 9 - 10 - Bottom of exploration pit at depth 10 feet 11 — No ground water seepage. No caving. 12 - i 13 - 14 - • 15 - I 16 17 - 18 4 19 - 20 Bayside at Sinclair Ridge • Bremerton, WA CL Associated Earth Sciences,Inc. Logged by MT Project No. KE120343A Approved try: 104 •s::`:_# 9/27/12 • LOG OF EXPLORATION PIT NO. EP-30 This log is part of the report prepared by Associated Earth Sciences,Inc.(ASI)for the named project and should be = read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may cnange at this location with the passage of time.The data presented are a simpification of actual conditions encountered. DESCRIPTION Fill Loose, dry, light brown,silty fine to medium SAND,few gravel. 1 - - Medium dense,slightly moist to moist, light brown gray,silty fine to medium SAND, few gravel. 2 - 3 - 4 - 5 6 - 7 - 8 9 - 10 - 11 - 12 - 13 Bottom of exploration pit at depth 13 feet 14 No ground water seepage. No caving. 15 .-> 16 -- G 17 I i 18 --i i f 1g O L N n Bayside at Sinclair Ridge • Bremerton, WA Associated Earth Sciences, Inc. Project No. KE120343A togged by MT 9/27/12 ��t Aiprove-!f by: '�",r � .s�.:1 i���i I�' :y Associated Earth Sciences,Inc. Exploration Log Project Number Exploration Number Sheet _.. - KE120343A EB-1 1 of 1 Project Name Bayside at Sinclair Ridge — Ground Surface Elevation(ft) Location Bremerton, WA Datum N/A Driller/Equipment Geologic Drill/Track mounted drill rig Date Start/Finish 9/27/12,9127112 Hammer Weight/Drop 140#/30" Hole Diameter(in) R indicts O > ` w U— fD d ;=D —a .-m1 iA Blows/Foot t o. S E c>. �E°' O m d T a 0 cn o et a c ° "' DESCRIPTION o 10 20 30 40 ° I s1 Fin 7 14 429 Dry,light brown,silty tine to medium SAND,few gravel(ML). 15 . I S-2 9 11 423 12 - 5 I g S•3 11 A20 9 - S-4 Slightly moist,brown,silty fine to medium SAND,few gravel(ML). 2 A6 __ 3 - 10 1 2 S-53 AB 6 • S-6 S (ML).light moist to moist,brown gray,silty fine to medium SAND,few gravel 11 42 I 8 14 - 15it I S-7 18 436 L 20 - 20 I•-, S 6 Moist,gray brown,silty fine to medium SAND,few gravel(ML). 12 b:7 _. 18 - 25 I 18 S-9 17 A:7 _, 20 I _ . j Vashon Lodgement Till - 30 Moist,blown gray,silty fine to medium SAND,with gravel(Mt.). 18 4 60 ` S-tOt 24 35 - 35 TI, 17 A S-111 19 s zs N . b m– 4014 I S-12 1 17 A3: - i 19 Bottom of exploration borirp al 41 5 feet 0' 1 No ground water seepage ' N1 <17 Sampler Type(ST): l 2"OD Split Spoon Sampler(SPT) 0 No Recovery M-Moisture Logged by: MT . t) 11 3"OD Split Spoon Sampler(0&M) a] Ring Sample Water Level() Approved by: LI ® Grab Sample 0 Shelby Tube SampleIt Water Level at time of drilling(AM) c • 1 \ e Associated Earth Sciences,Inc. Exploration Log t r • Project Number Exploration Number Sheet • I f KE120343Aect Number EB-2 1 of 1 ` Project Name Bayside at Sinclair Ridge -._-, . _ Gmund Surface Elevation(ft) Location Bremerton, WA Datum N/A Driller/Equipment Geologic Drill/Track mounted drill rig Date Start/Finish 9/27/12,9/27/12 Hammer Weight/Drop 140#/30" Hole Diameter(in) Rinchps g U- _9 >a m CD L c5 J M Blows/Foot a S E EE. >E � 2 o s Q T Oct) O m DESCRIPTION 10 20 30 40 ° I Fill Ory to slightly moist,light brown,silty SAND,few gravel(ML). 9 S-1 y Ai 6 - 5 Moist,gray brown,silty fine to medium SAND,with gravel(ML). 6 82 15 A32 ll 17 8 • S-3 16 31 15 - 10 , 6 S-4 12 1e IS 5 Moist,gray brown,silty fine to medium SAND,few gravel(ML). 10 13 - 15 L12 • S-6 11 A23 12 _ r - 20 Moist,gray brown,silly tine to medium SAND,few gravel(ML). 12 • S-7 12 A2; 14 - 25 t7 I S-8 13 A'8 15 Vashon Lodgement Till I Moist,brown gray,silty fine to medium SAND,with gravel(ML). '`9 30 M 1 112441 458 1 1 1a iii i - 35 -,-, f(11I} t3 t L 5-10 I t I I i _.�_,_ -- - j j �2 ( Ii1 Bolton of exploration btxirrg at 36 5'eet ---� ,l',1' No ground water seepage , i I :- 40 t 1 I f N i E � i _ i Li ? _ W Sampler Type(ST): F. 1 2"OD Split Spoon Sampler(SPT) J No Recovery M-Moisture Logged by: MT � V- Water Level Approved by: ra _ � ill 3"OL;Split Spoon Sampler(D&M) � Ring Sample () f Water Level at time of drilling(ATD) f i i Grab Sample 0 Shelby Tube..ample• 55' ec —7r ; PERMIT CENTER `� 1 4r„.1 ,1-4-ILL J° 1'' �` Y� 1 RESIDENTIAL • ALG 14 2014 `. CMY 0 I BuildingPermitApplication BREMERTC7N __._. +,�„��ff��r��,erton, DCD Department.of Community Development* 345-6tI1 Street,Suite 600 * Bremerton * WA * 9 �?,'7-i�i7"Y (360)473.527.5 * Fax(360)473=5278 * www.ci.bremerion.wa.us Ape` � �P���.��_v;�rw,.� �UwY7j�1',�wi��.... .."'�Contr�„.tAr'"`'�.. w �t.r. .. ,. ..... �' t... ; 3°, :,; " Site Address: 2T\Q' c\a-\ To apply for a property address,contact Public Works at(360)473-5270 CONTRACTOR: (Q lione C, OWNER: 2 Aflv)e' p\C . ULC ,l Address: 2Q 2Dvi) £G cJla\ A Address:(0f2j) 20n 5A T., 'uk A City, State, Zip: ' \'e A cg-CZ City, State, Zip: 'TA pe� 1.JCx %gay. • License#& Exp. Dater-1(1. FS-S.'�°I1F11.1Z')Lyitip Phone#: (.2. ) I,p- 1 Contact Name:---\ CG V‘eC1he✓ Authorized Agent Name: Contact Phone#: (153 )' tp•l Address: Email address. le j�Ve j Cb f11�5•' City, State, Zip: Tax ID/Parcel 5C9Iia at- JL'(.us, eCTilne#: ( ) Sewer n Septic Email address: 1t4O* iiie t plti t#tai t,Wag ilte: t eek)a `:r' Tti':k r Construct 0 rAlEeratt 0-1*i *-1 9✓ NEW SINGLE-FAMILY RESIDENCE n RESIDENTIAL REBUILD n NEW DUPLEX n RESIDENTIAL ADDITIONFINALED�._5 n NEW MANUFACTURED HOME „ n RESIDENTIAL REPAIR n NEW GARAGE/CARPORT n NEW ACCESSORY BUILDING 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. (T OTHER: IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? YES n NO Scope of work proposed: ( e_=\ \K-0 \f)a– lptu '\av1 C6V 22 \2 SS. q. Square Footage: Building: 1st Floor\Q\ I ' Basement Garage: 1stFloor ` 'b 2nd Floor ' 2 Other .SAID 2nd Floor - Decic(s): 221 Valuation I Plan Review Fee Permit Fee I Surcharge I Total Fees 114—A C19 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 of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration,the applicant shall resubmit plans and pay a new plan review fee. _`,4- . \JOik 1CCc \\eC�e yr (2)11)-I a . .•Ilcant's Signature (Print) Date I Rev.Oct 2008 (Continued on back) I. B , O BASIC' PLAN CHECKLIST Developer/Applicant Office Use Only NAME Freestone PERMIT # BASIC #BS14 00009 PLAN 2313 CODE CYCLE 2012 Basic Approval Date: 8/20/14 This checklist accompanies your "Basic" permit issuance & approval for use. This Basic permit may be used during the current code cycle and must be re- established upon the adoption of new code edition. For future submittals using your established basics, your submittal documents will consist of the following: ✓ This Completed Checklist ✓ Completed Application ✓ 4 Site Plans showing location of structure on parcel ✓ Site Specific letter from Engineer of Record approving the use with original seal & signature or blanket letter. ✓ 2 Copies of approved basic plans ✓ 2 Copies of approved engineering calculations and structural pages ✓ 2 Copies of approved Energy Form ✓ 2 copies of the Whole House Ventilation form ✓ 1 copy of approved Mechanical & Plumbing forms ✓ 2 copies of any other documentation attached to the plans ✓ Clearly identify all options to be used and cross off all options NOT used ✓ 4 copies of the Geotechnical Engineer Report if performed for the site ✓ Septic: 2 Copies of accepted site plan or concurrent review from Health District r, b- ` C:\Users\Harold Stafford\AppData\Local\Microsoft\Windows\Temporary Internet Files\Content.Outlook\AQI3GK4N\Documentl (2).docx t City of Bremerton Department of Community Development 345 - 6th Street, Suite 600 Bremerton, WA 98337-1873 Phone: (360) 473-5875 ..- C I T Y OF_ Fax: (360) 473-5278 BREMERTON Inspections: (360) 473-5870 • RESIDENTIAL PLAN REVIEW CHECKLIST cEII© clic;©[z011oq PS2Pa ©g ¶ ® a]pp-r©WGC OG`a og p[leacno.. D© ncya mc®DU© ®5, o.®PffiL ® or C D(tal D aanw d©@caIMEe@cD 0 Permit Number: Owner: •2012 International Residential Code, WAC 51-51 (Chapters 1-10,12-24, Appendix G & R) • 2012 International Energy Conservation Code of State of Washington (IECC WA), WAC 51-11 •2012 Uniform Plumbing Code, WAC 51-56 and 51-57 •2012 International Mechanical Code and 2012 International Fuel Gas Code, WAC 51-52 • Bremerton Municipal Code Title 17 & 18 The numbered items on the following pages are associated with the above referenced codes, as adopted and amended •by the City of Bremerton. This checklist is intended to provide basic,. helpful information only, and shall not be construed as an all-inclusive list of code requirements. In order to aid with the transition from the 2009 International Residential Code to the 2012 International Residential Code, substantial code changes or differences between the 2009 IRC and the 2012 IRC codes are in bold type. Because of copyrighted material, the unamended codes are not available online. Building codes may be researched in the Department of Community Development office, the Sylvan Way branch of the Kitsap Regional Library, or www.iccsafe.org/content/pages/freeresources.aspx. The state amendments to the codes may be found at www.sbcc.wa.gov. The Energy Code and associated resources may be researched at www.energy.wsu.edu. The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Bremerton Building & Fire Code or any other ordinance of the city of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the codes and ordinances of the City of Bremerton shall not be valid. Inspections are performed Monday through Friday, although office hours are from 8:00 a.m. to 5:00 p.m. Monday through Thursday. To schedule an inspection, you can sign into the Online Center at www.bremerton.wa.us/PublicPortal or call (360) 473-5870 and provide your permit number, the name and address shown on the permit, the type of inspection needed, and a contact telephone number. Inspection requests must be made before 4:00 pm. by telephone or online the day before in order to be scheduled for the next business day. We do NOT call to confirm the inspection nor make an appointment. The final building inspection will not be approved until other agency final;inspections have been performed and approved (Public Works, Water Maintenance, Electrical, and Health [if on septic system]). This plan review checklist is in the process of being revised to incorporate the 2012 changes. Contact DCD for the latest revision which may be picked up at the office,or sent by email. City of Bremerton Department of Community Development (360)473-5275 3450,6"'St.,Suite 600 0 Inspections: (360)473-5870 Bremerton,WA 98337 Fax: (360)473-5278 Revised 2/3/14 • A Building permit is required to construct, enlarge, alter, provided with smoke alarms, as well as outside repair, move, demolish or change the occupancy,of a each separate sleeping area in '.the immediate building or structure, or to erect, install, enlarge,alter, 'vicinity of the bedrooms; and each additional story repair, remove, convertor replace any electrical, gas, ' of the dwellingincluding basements.(but excluding mechanical or plumbing system. Exceptions include a crawl spaces and uninhabitable attics.) In dwelling fence less than 6 feet in height, one-story tool sheds or units with split levels and without an intervening playhouses less than 200 square feet, retaining wall less door between the adjacent levels, a smoke alarm than 4' in heightmeasured from the bottom of the footing installed on the upper level shall suffice for the and not supporting a surcharge, interior finish such as adjacent lower level provided that the lower level is paint or carpet, prefabricated swimming pools less than less than one full story below the upper level. When 24" high, residential playground equipment, window more than one smoke alarm is required to be awnings less than.54"from the exterior wall and not installed within an individual dwelling unit, the alarm requiring additional support, and residential reroofs less . devices shall be interconnected in such a manner than 4,000 square feet. Other exceptions may apply. that the actuation of one alarm will activate all of the Contact the office for any questions. Electrical permits alarms in the individual unit. Alterations, repairs and are available from Washington State Labor& Industries. additions shall be equipped with smoke alarms located as required for new dwellings, except FLOORPLAN plumbing, mechanical, or exterior work only. • Interconnection and hardwiring is not required in 1. ROOM IDENTIFICATION: IRC Section R105.3. existing buildings if the alterations do not result in Each room and its intended use must be clearly the removal of wall or ceiling finishes unless there is -shown on the plans by the applicant for plan review a basement, 'attic, 'or crawl space which could purposes. , provide access for hardwiring and interconnection 2. EGRESS WINDOWS: IRC Section R310.1. without removing the interior finish. Note: Habitable Basements; habitable attics, and every sleeping rooms such as dens, libraries and offices that are room shall have at least one operable emergency provided with built. in features that establish the escape and rescue opening. (Habitable attic is a specific use of the room as something other than for conditioned attic area with an occupiable floor area sleeping, and do not contain clothes closets, need - of 70 square feet and ceiling height of at least 7 not be considered a sleepingroom. feet over minimum area of 35 square feet.) 3a. CARBON MONOXIDE ALARMS: IRC Section 315. Windows shall have a minimum net clear openable In dwellings, . an approved carbon monoxide area of 5.7 square feet, or, minimum of 5.0 square . ' alarm listed with. UL 2034 shall be installed- feet for grade floor openings. The minimum clear outside of each separate sleeping area in the opening height shall be 24", and the minimum clear immediate vicinity of the bedroom, and on each opening width shall be 20". The window shall have level of the dwelling. unit. In a building where a a finished sill height at 44" or less, measured from tenancy exists, the tenant shall maintain the CO the finished floor to the bottom of the clear alarm as specified by the manufacturer including opening. Emergency escape and rescue openings replacement of the batteries. shall be operational from the inside of the room 4. SAFETY GLAZING: IRC Section R308.3 and without the .use of keys, tools, or special R308.4. Glazing shall be tested in accordance knowledge._ Window wells shall be provided when with CPSC '16 CFR 1201 or ANSI Z97.1 as egress windows have a finished sill height below required in R308.3.1 and Tables R308.3.1(1) and the adjacent ground elevation. The well shall allow (2). 'All glass located in an area considered the window to, be fully opened and provide a hazardous must be safety glazed: minimum accessiblenet clear opening of 9 square feet, with. a minimum dimension of 36". Window 1. Glazing in all ,fixed .and operable panels of wells with a vertical depth of more than 44"shall be swinging; sliding and bifold doors, except deco equipped with a permanent ladder or steps. See rative glazing and glazed openings that a 3- Page 25, Emergency Egress/Rescue Opening, for inch sphere may not pass through. additional information. 2. Glazing adjacent to a door where the nearest vertical edge is within a 24" arc of the door in a 3. SMOKE ALARMS: IRC Section R314. A smoke closed position and whose bottom edge is less alarm listed in accordance with UL21 7 shall be than 60"'above the floor or walking surface. installed in each sleeping room, including each ' • Exceptions: decorative glazing; an'intervening bedroom, bonus room, habitable attic, and other wall or permanent barrier is between the door habitable rooms that could potentially be sleeping and the glazing; glazing is in a wall on the latch rooms that contain an intervening door that can be side of the door and perpendicular to the plane , closed to separate the room from areas otherwise of the door in a closed position; glazing CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT • RESIDENTIAL PLAN REVIEW CHECKLIST 2 • adjacent to a door giving access to .a closet • a height of 30" above floor level. An adjoining room which is less than 3' in depth; and glazing may be considered under certain conditions of adjacent to the fixed panel of a patio door. R303.1.1. 'Ventilation shall be provided through - 3. Glazing that meets all-• of the following source specific.-and whole house ventilation systems • conditions: designed and- installed as specified in Sections A. Exposed area of an individual pane is • M1507 and M1508. See Items 90-97. larger than 9 square feet. and ' 6. EXHAUST FANS: IRC.Section.M1507, IMC 501.2, • B. Exposed bottom edge is less than 1.8" 501.2.1 Source specific exhaust ventilation is I above the floor. and C. Exposed top edge is greater than 36" • required in each kitchen, bathroom, water closet, above the floor. and laundry room, indoor swimming pool, spa, and other D. 1 or more walking surfaces are within rooms,.where -water vapor or cooking odor is 36" horizontally of the plane of the ventilation shall have fansproduced. Exhaust m nng imuml fan flowerating cnot • glazing. less than 50 cfm at 0.25 inches water gauge for Exceptions: Decorative glazing; a rail at least bathrooms, laundries, or similar rooms and 100 cfm 1W across and capable of withstanding a at 0:25 inches water gauge for kitchens. The air horizontal force at least 50 pounds per linear removed by every mechanical exhaust system shall foot without contacting the glass is•installed in be discharged outdoors. Air shall.not be exhausted front of the glazing 34" to 38" above the into an attic, soffit, ridge vent, or crawl space. See walking surface, or outboard . panes in insulating glass units and other multiple glazed the energy section of this checklist for additional panels when the bottom edge of the glass is requirements.. 25 feet or more above grade, roof, walking 7. CLOTHES DRYERS: IRC Sections M1502, G2439.3. surfaces or other horizontal surface adjacent • &' G2439.5. Clothes dryer exhaust ducts shall to the glass exterior. terminate outside the building at least 3 feet•away from 4. Glazing in railings regardless of area or height any openings and be equipped with a backdraft above a walking surface. damper. Exhaust ducts• shall .be constructed of 5. Tub, shower, hot tub, whirlpool, sauna, & minimum 0.016-inch.-thick-rigid metal ducts, having steam room enclosures and any glazing in a .smooth interior surfaces with joints running in the • bathroom wall enclosure, where the bottom is ' direction of air Ducts shall not be connected with less than 60" above the walking surface. sheet metal'screws or other, fasteners which could • Exception: Glazing more than 60" measured obstruct the flow. Exhaust ducts shall be supported at horizontally from the waters edge of a hot tub, 4' intervals and secured in place. Approved (UL whirlpool or bathtub. 2158A) transition duct of not more than 8' in length 6. Glazing in walls and fences used as the I may be used within a dwelling, provided they are not barrier of indoor and outdoor swimming pools ' concealed within construction. Duct length shall not and spas when the bottom edge of the glazing exceed a total combined vertical and horizontal length is less than 60" above a walking surface and of 25' from the connection of the transition duct from the glazing is within 5'of the water's edge. the dryer•to the outlet terminal. The maximum length of . 7. Glazing within 36" horizontally of a walking the duct shall be reduced' in accordance with Table surface and adjacent to stairways, landings M1502.4.4.1, except the manufacturer's instructions . and ramps when the exposed surface is less may prevail if the 'instructions are provided to the than 36" above the plane of the walking inspector at the time of the concealment inspection. No surface. Exception: A rail, guard or wall is 'screens shall be installed at the duct termination. • installed meeting conditions of Item 3 above. Where the duct- is concealed within the building . 8. Glazing within 60" horizontally"of the bottom construction,.the'equivalent length of the exhaust duct tread of a stairway in any direction when the shall be identified on a permanent label or tag located exposed surface of the glass is less than 36 within 6' of theexhaust duct connection. inches above' the • nose of the tread. Exceptions: Guardrail or handrail complies Table M1502.4.1.1 Dryer Exhaust Duct Fitting Equivalent Length with R312. Exhaust Duct Fitting Type Equivalent Length 5. NATURAL LIGHT & VENTILATION IRC Section 4"radius mitered 95°elbow , 5'6" R303.1 and R303.2. All habitable rooms shall be 4""radius smmooth 45°elbow 1' 6"radius smooth 45 elbow 1' provided with aggregate-glazing area of not less 6"radius smooth 90°elbow 1'9" than eight percent (8%) of the floor area of such 8"radius smooth 45°elbow 1 ' rooms, except'for rooms which have artificial 'light . • 8"radius smooth 90°elbow 1'7" ,capable of average illumination of 6 foot-candles at 10"radius smooth 45°elbow 9' 10"radius smooth 90°elbow 1'6" CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 3 8. RANGE HOOD:. IRC Section M1503, M1901. The Combustible material shall not be placed within-6" of vertical distance between the cooking top of a fireplace opening. No combustible material placed domestic range and unprotected combustible material within 12" of the fireplace opening (such as mantles or shall 30" or more. Reduced clearances may be. decorative fireplace surrounds) shall project more than permitted in accordance with the listing and labeling 1/8" of each 1" clearance from the opening. See IRC of the range hoods or appliances. Commercial . Chapter 10 for additional requirements. cooking equipment shall not be installed within 15. COMBUSTION AIR: IRC Section MI701.1. Solid-fuel- dwelling units; cooking appliances shall be listed and burning appliances shall be.provided with combustion labeled as household-type appliances for domestic air in accordance with the appliance manufacturers use. installation instructions. Oil-fired'appliances shall be _ - 9. WATER CLOSET'CLEARANCES: IRC Figure 307.1. provided with combustion air in accordance with NFPA Water closets shall be located in a clear space not 31. The requirements for combustion and dilution air less than 30" in width, and not closer than 15" from for gas-fired appliances shall be in accordance with the center of the fixture to a wall or other side barrier Chapter 24. Fireplaces shall comply with Section 1001. such as a tub. The clear space in front of the water 16. APPLIANCE LOCATIONS: IRC Section G2406.2. closet and other plumbing fixtures shall be at least Fuel burning, appliances shall not be installed in .a 21". The ceiling height at the center of the front of plumbing fixturesshall be at least 6'8" .high, and the sleeping room, bathroom, toilet room, or closet. ceiling height above the fixture shall be such that the Exception: direct vent appliances (see IRC Section . fixture is capable of. being used for its intended G2406.2 for additional exceptions). purpose. 17. PROTECTION OF APPLIANCES: IRC Section 10. SHOWER AREAS: . IRC Figure 307.1, R305, R307. M1307.3. Appliances located in a garage or carport or Showers shall have a minimum dimension of 30"x 30 any other location subject to vehicle damage shall be minimum clearance of 24" in front,of the opening, and• protected by; approved barriers. Appliances having an at least 6' 8" clearance above the.shower floor or tuba. . ignition source shall be elevated so that the source of A non-absorbent wall finish.shall be provided to a ignition is at least 18" above the floor in garages andin height of;not less,than.6 feet above the shower floor. any room that opens to the. .garage. Appliances designed to be fixed in position'shall be fastened or -11. CHIMNEYS & FIREPLACES IRC Chapter 10. anchored in an approved method., Factory-built chimneys and fireplaces shall be tested 18. WATER HEATER: IRC Section M'1307.2; UPC 508.2, in accordance with UL 127, listed and labeled, and 508.4,. 608.5;IECC WA 'Section R403.4.3. Water shall be installed and terminated in accordance with heaters shall be . anchored or strapped to resist the manufacturer's installation instructions. Masonry horizontal displacement due to earthquake motion. • or concrete fireplaces shall be constructed in Strapping shall be at points within the upper one-third. accordance with IRC Chapter 10 and certified in and lower one-third of the appliance and shall be at accordance with Washington State Building Code least 4" away from the.controls. Where-water heaters Standard 31-2 and IBC 2114. are installed in locations where leakage of the tank or 12. TIGHT-FITTING DOORS (FIREPLACE): IRC Section connections can cause damage, a watertight pan of R1001.7.1. Solid fuel burning appliances and corrosion-resistant materials shall be installed beneath fireplaces.shall be provided with tight-fitting glass or ' the water heater with a minimum '/ diameter drain to metal doors, or a flue draft induction fan or as an approved location. Temperature and pressure relief approved for minimizing- back-drafting. An outside valves • shall be drained- to outside, except that source of combustion air shall be ducted to the firebox replacement water- heaters shall only be required to with ducts at least 6 square inches. provide a drain pointing downward from the relief valve 13. ' FIREPLACE HEARTH EXTENSION: IRC Section to extend between 2' and 6" from the floor with no 1001.10:' An approved noncombustible hearth must additional'floor drain. Drain•may not'be trapped and extend at least 16° from the front of, and at least 8" must terminate no more than 2' or less than 6"from the beyond each side of the fireplace opening. Where the ground and shall not be threaded. . All electric hot fireplace opening is 6 square feet or larger, the hearth water heaters shall be,placed on an.R-10 pad when extension shall extend at least 20" in front of, and at located in an unheated space or on a concrete floor. A ,least 12" beyond each side of the fireplace opening. thermal expansion (compression) tank shall be installed on water heater tanks. . 14. CLEARANCE TO COMBUSTIBLES IRC Section 19. L.P.G. (PROPANE) APPLIANCES: IFGC Section 303.2 1003.18, 1001.11. When masonry chimneys are built and 303.3 prohibits appliances from being installed in a within a structure, a .2 clearance to combustible hazardous location,'which is anylocation considered to material is required. When a chimney is placed on be a fire hazard for flammable vapors, dust, combustible the exterior of the structure, a 1" clearance is allowed. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST j 4 fibers or other highly combustible substances. L.P.G. 1 penetrating the walls or ceilings separating the • (heavier than air) containers shall not be installed in a dwelling from the garage shall be constructed of a basement, cellar, pit, under-floor space, below grade or minimum No.26 gage sheet steel or other approved .. • similar location where heavier-than-air gas might collect., material and shall have no openings in the garage. L.P.G. tanks shall be installed in accordance with NFPA Openings, around vents, pipes,, ducts, cables, and 58 and Chapter 38 of the International Fire Code." wires shall be fireblocked with an approved material L.P.G. standard shall be NFPA 58. to resist the passage of flame and products of • Typical LPG Tank Setbacks combustion. The garage floor shall be of concrete or L.P.G.Tank Size a Required Setback from Buildings (g and property lines other approved noncombustible material, and shall be <125 zero,with conditions* sloped to facilitate the movement of liquids to a drain • 125 to 500 10 feet or toward the main vehicle entry doorway. A carport 500 to 2000 • 25 feet (open on at least 2 sides) may have a floor surface of *Minimum 5 feet to property lines; building openings; sources of asphalt. ignition;ventilation air intakes;openings into direct-vent appliances. ` 25. SEPARATION BETWEEN DWELLING UNITS: IRC 20. MANUFACTURER'S SPECS: IRC M1307.1. The Section R302.3, R302.2. Walls and floors separating manufacturer's operating and installation instructions" dwelling units in two-family dwellings shall not be less shall remain attached to the appliance until final than 1-hr fire-resistance construction when tested in inspection. accordance with ASTM E 119 or UL 263. Fire- 21. BACKFLOW PREVENTORS: UPC Section 603.4.7. resistant-rated floor-ceiling and wall assemblies shall Potable water outlets with hose attachments other extend to and be tight against the exterior walls, and than water heater drains and clothes washer wall assemblies shall extend from the foundation to connections shall be protected by a listed non-, the underside of the roof sheathing. Wall assemblies removable hose bibb type backflowpreventer, or need:not extend through attic spaces when the ceiling atmospheric vacuum breaker. All cross connections is protected by 5/8" Type X gypsum board, an attic between potable water sources and other systems, draft stop isprovided. above and along the wall such as landscape irrigation systems, hydronic-` assembly, and the structural frame supporting the. radiant heating systems, swimming pools, etc. shall'' ceiling is protected by not less than 1/2"gypsum board. be equipped with backflow preventers in accordance,, Townhouses: shall be separated by either a 1-hour with UPC Section 603. fire-resistance-rated wall assembly at each townhouse, or a common 2-hour fire-resistance-rated 22. TRAP PRIMERS: UPC Section 1007. Floor drains or wall assembly between townhouses, .with no similar traps connected to the drainage system and I plumbing, ducts, or vents in the cavity, tested in subject to infrequent use shall be protected with a trap„ accordance with E119 or UL• 263. See R302 for seal primer, except where it's deemed not necessary details of fire-resistant-rated construction. for safety or sanitation by either the Building Dept. or the Water Dept. Trap seal primers shall be accessible„ 26. FIRE-RESISTANCE OF EXTERIOR WALLS: IRC for maintenance. Section R302.1 Table R302.1. 1-hr fire-resistive construction is required within 5 feet of property lines. 23. GARAGE/DWELLING DOOR: IRC Section R302.5.1. Openings are not permitted at less than 3' and are Openings from a private garage directly into a room limited between 3' and 5'. Projections are allowed to used for sleeping purposes shall not be permitted.;; be protected with 1-hour fire-resistance rated Other openings between the garage and residence„ construction on the underside when the projection is shall be equipped with solid wood doors not less that between 2' and 5' from the property line. Unprotected, 1-3/8 inches in thickness, solid or honeycomb core: detached garages shall be at least 3 feet away from steel doors not less than 1-3/8 inches thick, or 20- other residential or accessory buildings._ minute fire-rated doors with a self closing device. 27. FLOOR AREA: . IRC Section R304._ Dwelling units 24. GARAGE/DWELLING SEPARATION, GARAGE shall have at least one-habitable room with not less FLOOR: IRC Section R302.5, R309.1 The garage 1, • than 120 square feet of floor area: Other habitable shall be separated from the residence and its attic, rooms except kitchens shall have an area of not less 'area by not less than 1/2" gypsum board applied to than 70 square feet with a minimum dimension of 7' in the garage side, including garages located less than" one direction. 3' from a dwelling unit on the same lot. Garages beneath habitable rooms shall be separated from all 28. MINIMUM CEILING HEIGHTS: IRC Section R305.1. habitable rooms above by not less than 5/8" Type X' Habitable spaces shall have a ceiling height of not gypsum board. Structural members supporting the„ less than 7 feet. Beams and girders spaced not less horizontal separation shall be protected by minimum than 4 feet on center may project not more than 6 , '/2" gypsum board (this includes all bearing walls,' inches below the required ceiling height. Ceilings in posts, columns, etc.). Ducts in the garage and ducts; basements without habitable spaces may have a CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 5 ceiling height of 6'-8" with beams projecting to within insect screening, except where guards are required at 6'-4" of the finished floor. Bathrooms shall have • the open side of stairs, the height may be reduced to minimum ceiling height of 6'-8" at the front clearance 34" above the stair nosings: Guardrails shall be areas of fixtures. • .. designed such that a sphere.4 indiameter cannot 29. ATTIC ACCESS: IRC Section R807.1. Attics which pass through, except the triangular opening between exceed 30 square feet and have a vertical height of a riser, tread and the bottom rail of the guard may be 30" or more as measured from the top of the ceiling of such size that a sphere 6"cannot pass through. framing member to the underside of the roof framing . Windowfall protection shall be provided when the members must be provided with an access opening of opening of an operable window is located more than 72" not less than 22" x 30" and located in a hallway, above the finished grade or. surface. below by either. corridor, or readily accessible location. When the having the lowest part of the clear opening greater than access is located in the ceiling, minimum 24" from the floor or a 4" sphere may not pass through the opening. See R312.2.1 for exceptions. unobstructed headroom in the attic space shall be 30 . . at some point above the access measured vertically 33. HANDRAILS: . IRC Section R311.7.8 & 311.8.3. All from the bottom of the ceiling framing members. Attics stairways with 4 'or morerisers and ramps' with containing appliances shall be provided with an ' exceeding a slope of 1:12 (8.33%) shall have at least opening and, a clear and unobstructed passageway one.handrail. Such handrails shall be placed not less. . large enough to allow removal of the largest appliance than. 34" or more-than 38" above the nosing of the.. 1' and with an opening with a minimum dimension of 20" treads. Handrails for stairways shall be continuous for. by 30" and maximum passageway of 20' long the full length of the flight from a point directly above, measured from. the opening to the appliance. See 'the top riser to a point directly above the lowest.riser M1305.1.3 for additional details. of the flight or the full length of a ramp. The handgrip portion of the handrail shallnot be less than 1-1/4" or 30. DOORS & EXITS:. IRC Section R311.2. ' At least more than 2-1/4" (maximum 2" if circular) in cross- one egress doorshall be provided in each dwelling sectional' dimension; and shall be of a "grippable" unit. The egress door shall be side-hinged, with a . minimum clear width of 32"when measured between shape: (see Page 24 for Handrails) There shall be a the face of the door and the stop (usually a 36" door) space of not less than 1-1/2 between the wall and the handrail; however, the handrail shall not project and clear height of 78", and that can be opened more than 4-1/2 into the required stair width. without the use of a key, tool or special knowledge. Handrail ends shall be returned or shall-terminate in a 31. LANDINGS: IRC Section R311.3, R311.7.6. There newel post or safety terminals shall be a floor or landing on each side of exterior 34. STAIRWAYS: IRC Section R311.7. Private dwelling doorswith dimensions of at.least 36" measured in „ stairways shall not be less than 36 in widthand shall the direction of travel, and at least the width of the ya have a headroom clearance of not less than 6 feet 8 door served. The floor or landing shall be not more inches measured vertically from the sloped plane than 1.5' lower than the threshold of the doorway, adjoiningthe treadno in _q except doors may have the landing up to 7 3/" below lstairways.)nosings, or landing surfaces. (See the level of the threshold provided the door does not Item 39 for spiral swing over the landing (except that screen and storm 35. STAIR RISE .& RUN: IRC Section R311.7.5. doors.may) OR, a landing is not required if the door Maximum riser height shall be 7-% inches and the is not the main exit and there are two or fewer risers. minimum tread depth shall be 10 inches. ,The An interior door may open at the top of a flight of greatest riser height may not_ exceed the smallest by stairs.provided the door does not swing over the top more than 3/8 inch. The radius curvature at the step. Exterior balconies may have a landing less leading edge of the tread shall be no greater than than 36" when the balcony is less than 60 s.f. and 9/16 inch. A,nosing not less than 3/ inch but not more only,accessible from a door. Exterior landings may than 1-% inches shall be provided on stairways with. have a slope not to exceed 2% (1° in 48"). , solid risers. The greatest nosing projection shall not There shall be a floor or landing at the top and bottom exceed the smallest nosing projection by more than of each stairway, `except that a floor or landing is not 3/8 inch' between two stories; including the nosing at required at the top of an interior flight of stairs if a the level of floors and landings. Exception: A nosing is_ door does not swing out over the stairs. The width of not required where the tread depth is a minimum of. the landing shall be the same width as the stairs and 11 inches. Open risers are permitted, provided that 36" long. the opening between treads does not permit the 32. GUARDS: IRC Section R312. Porches, balconies passage of a 4-inch diameter sphere. or raised floor surfaces located more than 30" above 36. STAIRWAY ILLUMINATION R311.7.9, R303.7. All the floor or grade below shall have guards not less interior and exterior stairways_shall be provided with a than 36" in height, including,areas enclosed with , means to illuminate the stairs, including the landings CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 6 :• and treads. Interior stairways shall be provided with a!, Requirements on Page 19. (Vertical bars shall be tied light located in the immediate vicinity of each landing, .in place at the time of the footing inspection. Wet of the stairway that provides at least 1 foot candle of setting of vertical bars will not be approved.) illumination measured at the center of treads and!', 42. MIN. CONCRETE FOUNDATION WALL SIZE: IRC landings. A wall switch shall be provided at each floor, Section 404.14.2, Walls that exceed 8.feet in height or. level where the stairway has "six or more risers.' have more. than 4 feet of unbalanced fill and no Exterior stairways shall be provided with an artificial, light source located in the immediate vicinity of the tope permanent lateral support at the top of the wall, must landing of the stairway. Exterior stairways providing be designed;. signed and sealed by a Licensed access to a basement from the outside grade leveWashington State Design Professional. shall be provided with an artificial light source located 43. MIN CONCRETE FOUNDATION REINFORCE-MENT: in the immediate vicinity of the bottom landing of the IRC Section R404. Steel reinforcement shall have stairway. The illumination of exterior stairways shall be;: minimum, yield strength of 60,000 psi (Grade 60). As a controlled from inside the dwelling unit. minimum standard, see' Prescriptive Foundation 37. USABLE SPACE UNDER STAIRS: IRC Section Requirements on Page 19. • R302.7., The walls and soffits of enclosed usable 44. MINIMUM FOOTING DEPTH: IRC Section R403.1.4. space `under stairs shall be protected on the All:exterior footings shall be placed at-least 12" below enclosed'side by not less than 1 layer of%" gypsum the undisturbed, ground. Interior footings supporting board. bearing;or_bracing walls and cast monolithically with a 38. WINDING STAIRWAYS: IRC Section R311.7.5.2.1. slab on:grade shall extend to a depth of not less than • Winding stairways shall have minimum tread depth of 12" below the top of slab. 6" and a minimum tread depth of 10" measured 45. SLAB -ON GRADE FLOOR: IRC R403.1.3.2 IRC between the vertical planes of the foremost projection R309.1.. Foundations must extend at least 6" above . of adjacent, treads at the intersections with the finish"grade. 'Monolithic foundations shall have foot- walkline. ings at least 12" wide, be at least 12" below grade, 39. SPIRAL STAIRWAYS: IRC Section R311.7.10.1. extend at least 6" above finish grade, and shall have at Spiral stairs must provide a clear walking area least two.#4 bars at'the bottom of the footing and one measuring at least 26" from the outer edge of the #4 bar.located within 7 inches of the top of the slab. :supporting column to the inner edge of the handrail. See Page 19, Foundation Requirements, for additional The tread`run must be at least 7 %2" at the point 12" information: Garage or carport floor surfaces, shall be from where the tread:is the narrowest. The rise must,; • sloped`.to a'drain or toward the main vehicle entry besufficient to provide.6'-6" headroom, and each riser doorway: shall not exceed 9% inches. 46. FOUNDATION ANCHORAGE: IRC' Section R403.1.6 & R602.11.1. Anchor bolts shall be not less than '/2" STRUCTURAL diameter, embedded at least 7", and spaced no more than 6'-apart. (4' if over 2 stories). There shall be a minimum of 2` bolts per piece (sill plate), with a bolt 40. MIN: CONCRETE FOOTING SIZE; IRC Section located within 12" of each end of each piece. 3" x 3".x R403.1, R403.1.3. 0.229" thick'hot dipped galvanized plate washers, and • Supporting 1 floor: minimum 6" by 12". nuts shall:be tightened on: each bolt to the plate. If • Supporting'2'floors: minimum 6"x 15". foundationanchorstrapsare used instead of anchor • Supporting 3 floors: minimum 8"x 23 . bolts,-they shall be spaced, no more than 4' apart (3' if •All exterior walls shall be supported on continuous over 2 stories) footings or other approved structural systems of 47. DAMP-PROOF FOUNDATION WALLS: IRC Section sufficient design to accommodate all loads and.to R406. Exterior:foundation walls' that retain'earth and - transmit the resulting loads to the supporting soil enclosehabitable or usable spaces located below within the limitations determined from thegrade shall be dampproofed in accordance with IRC characteristics of the soil. Footings shall be supported R406.1 or waterproofed in accordance with IRC 406.2, on undisturbed natural soil or engineered fill. As a from the top of the footing to the finished grade by minimum standard, see Prescriptive Foundation, approved methods and materials. All joints in Requirements,,on Page 19. membrane waterproofing shall be lapped and sealed 41. MIN. CONCRETE FOOTING REINFORCEMENT: with an adhesive compatible with the membrane. IRC Section 403.1.3. At least two #4 bars are° 48. PIER PADS & COLUMNS: IRC Section R407.3. required for all continuous concrete footings. As aConcrete pier footings shall have a depth to width.ratio ,minimum standard, see Prescriptive Foundation; not to exceed 2:1, or, shall have #4 bars located each CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 7 • direction spaced not more than 12" on center. (Rebar inch above the floor (and 6" above exposed earth) and must be in place upon inspection.) Positive shall be separated by an approved impervious connections shall be . provided to prevent lateral moisture barrier, or must be of pressure treated wood, displacement at both the top and bottom of columns. - or wood of natural `resistance.to decay. Posts or r.. 49. FOOTING/PIER SETBACK FROM SLOPE: IRC columns in enclosed crawl spaces located within the Section R403.1.7 The placement of buildings and periphery of the building; supported by concrete piers • structures on or adjacent to slopes steeper than 1 unit or metal pedestals shall be greater than 8 inches from vertical in 3 units horizontal (33.3%) slope shall exposed ground and must be separated by.a moisture • conform to.,Sections R403.1.7.1 through R403.1.7.4. barrier or be of pressure treated wood. (See.also IRC Figure.R403.1.7.1) Footings must be 54. GIRDERS ENTERING MASONRY OR CONCRETE embedded in material sufficient to provide vertical and. WALL: . IRC Section R317.1(4) Ends of wood girders lateral support for the footing without detrimental entering concrete or masonry walls must have a settlement. • minimum clearance of%2 inch on tops, sides and ends, • 50. CHIMNEY FOUNDATION: IRC Section R1001.2 and or shall be of an approved species and grade of R1003 Masonry chimneys shall be supported on lumber pressure treated or decay resistant heartwood. foundations of solid-masonry or concrete at least 12 of redwood,,black locust, black walnut or cedars. inches-thick, at least 6 inches beyond each side of the 55. POST-BEAM CONNECTIONS/FASTENING: IRC exterior dimensions-of the chimney, be at least 12" R301, R407.3, R502.9. Where posts and- beam or below grade, and onnatural undisturbed earth or girder construction is used to support framing, positive engineered fill. Reinforcement shall conform to the connections shall be provided to ensure against uplift requirements ;setforth in Table R1003.2- and IRC and lateral displacement. The construction of buildings Figure R1001.1. - and structures shall result in a system that provides a •51: FOUNDATION VENTILATION: IRC Section R408.2. complete. load path. capable of transferring all loads Minimum net area of ventilation openings shall not be from their point Of origin through the load resisting. less than -1 square foot for each 300 square feet of elements to the foundation. under-floor space area: One such ventilating opening 56. SPECIFY• WOOD SPECIES & GRADES: IRC shall be within 3 feet of each corner of the building. Sections R502.1, R602.1 Load-bearing dimension except one side of the building is permitted to have no lumber_for joists, beams, girders, studs, plates and ventilation 'openings. Ventilation openings shall be headers'shall be identified by a grade mark of a lumber covered for their height and width with materials grading or inspection agency that has been approved identified in IRC:R408.2 such that the openings are by an accreditation)body that complies with DOC PS not larger than '/ inch. 20. In lieu of a grade mark, for wood locally milled, a - 52. -PROTECTION AGAINST DECAY: IRC Section certificate of inspection issued by a lumber grading or R317.1, R317:3.1. All wood in contact with the inspection agency meeting the requirements of this ground that supports permanent structures intended section may be accepted. for human occupancy shall be approved pressure 57. FLOOR FRAMING: IRC Sections R502.3,. R502.6, preservative treated wood suitable for ground contact • R502.6.1, R502.7 The ends of each joist, beam or use and treated in .'accordance with AWPA U1. All girdershall have not less than 1-1/2" of bearing on wood' framing' members that rest on concrete or wood or metal or not less than 3" on masonry or masonry'foundation walls shall be treated wood or concrete: Joists framing from opposite' sides over a decay-resistant heartwood of'redwood, black locust, bearing support shall lap a minimum of 3 inches and - or cedars. Cut ends-of pressure-treatedwood shall be shall be nailed together with a minimum three 10d face - treated in accordance with AWPA M4. (Note: All nails: Joists shall be supported laterally at each end • fasteners used in pressure treated lumber [sills, joists and at each intermediate support by full-depth solid _ to sill, rim joist to sill, etc.] shall be hot dipped blocking not less than '2" nominal thickness; or by galvanized; stainless steel, silicon bronze or copper.) attachment to a header, band, or rim joist; or shall be 53.: POSTS, POLES AND COLUMNS: IRC Section otherwise provided with lateral support to prevent R317.1.2; R317.1,4. Columns and posts supporting rotation. See IRC Tables R502.3.1(1) & (2) for floor permanent structures that are embedded in concrete joist spans, R502.5(1) & (2) for girder spans, and or in direct contact with the ground or embedded in R502.3.3 (1') & (2)for cantilever spans. A load path for concrete exposed to the weather shall be approved lateral forces shall be provided between floor framing pressure treated wood suitable for ground contact and braced wall panels located above or below a floor. use. Posts or columns which are exposed to weather, 58. BEARING PARTITIONS: IRC Section 502.4. Joists • or are located in basements or cellars, shall be under•parallel bearing partitions shall be of adequate supported by piers -or metal pedestals projecting 1 size (as a beam) to support the'load. Double.joists, CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST•: i 8 • sized to adequately support the load, that are''. 24". Studs shall have full bearing on a nominal 2" or separated to permit the installation of piping or vents larger plate or sill having a width at least equal to the shall be full-depth, solid-blocked with lumber not less width of the studs. Where joists, trusses, or rafters are --than 2-inches in-nominal thickness spaced not more • • spaced-more than 16" o.c. and the bearing-studs are-' than 4 feet on center. Bearing partitions perpendicular spaced 24" o.c. such members shall bear within 5" of to joists shall not be offset from supporting girders, the studs beneath: walls or partitions more than the joist depth unless Cutting and notching: May not exceed 25% of the stud such joists are of sufficient size to carry the additional: width in bearing or exterior walls and may not exceed load(s). 40% of a-single stud width in non-bearing partitions. 59. 'UNDER-FLOOR CLEARANCE: IRC Section 317.1. Bored:ordrilled holes: The diameter of the resulting When floor joists'or the bottom of a wood structural hole may not exceed 40% of the stud width, can be no floor are located within 18" or wood girders are closer than 5/8" to the edge of the stud, and may not located within 12 to the exposed ground in' crawl be located.in the same section as a cut or notch. See spaces or. unexcavated . area located within the IRC Section R602.6 for exceptions. See IRC Figures R602.6(1), R602.6.2(2), and R602.6.1 for additional periphery of the building foundation, all components details. Foundation Cripple walls, IRC Section R602.9: of the floor assembly shall be pressure treated wood Foundation cripple walls shall be framed of studs not or wood of natural resistance to decay, including all less in size'than the studding above. When exceeding posts, beams or girders, joists and sub-floor. The Under-floor grade shall be cleaned of all vegetation 4-0 in height, such walls shall be framed of studs having the size required for an additional story. Cripple and organic material. All wood forms used for placing walls with.a stud height less than 14" shall be sheathed . ...concrete and construction materials shall be removed on at least one side with a wood structural panel that is before the building is occupied • fastened to both the top and bottom -plates in • - 60. UNDER-FLOOR ACCESS: IRC• Section 408.4. accordance virith .Table R602.3(1) or the cripple walls Access shall be provided to all under-floor spaces. shall be constructed of solid blocking. Cripple walls in Access openingsthrough. the floor shall be a Seismic Design Category D2 shall be supported on minimum of 18" x.24". Openings through a perimeter r. continuous foundations. • Wall shall be at least 16" x 24". When any portion of 62. WALL BRACING: IRC Section 602.10. All braced 'the through wall access is below grade, an areaway of not less than 16" x 24" shall be provided. The walls 'and cripple ..wall bracing in Seismic Design bottom of the areaway shall be below the threshold of - Category.D2 shall be constructed in accordance with the access opening..Through wall access openings" IRC Table.R602.10.1.2(1), (2), and (3) and Sections R602.10 and 8602.11. Typically braced wall panels shall not be located.under a door to the residence. require nailing patterns of 6" o.c. along all panel edges. Underfloor spaces containing appliances shall be '' All sheathing provided. with .an unobstructed passageway large joints must be over studs (vertically) or solid blocking (horizontally). enough to remove the largest appliance but not less • Braced wall panels shall begin no more than 8' 0" • than 30" high by 22" wide, nor more than 20' long from each end of a braced wall line. If the braced from the opening to 'the appliance. A level service space of at least 30".by 30" shall be provided at the wall panel is not located at the corner, then a 24" front-or service side of the appliance. See M1305.1.4 panel.is required at the corner (in addition to the 4' for details of mechanical equipment access. BWP within-8') or, a hold down device 'is required at the end of the braced wall panel end nearest the 61. WALL FRAMING: IRC Sections 602.3.1, 602.3.2, corner. . ,. 602.3.3, 602.3.4, 602.6 & 602.9. Studs shall be a • Spacing of interior braced wall lines shall not minimum No. 3, standard or stud grade .lumber, exceed 25 feet apart (except to accommodate up except that utility studs may be used for bearing studs • to one room up'to 900 square feet, an increase to not supporting a floor above or nonbearing studs. , 35' is allowed - adjustment factors will apply,' See Utility grade studs shall not be spaced more than 16"' IRC R602.10.1.5). on center, support more than a roof and ceiling, or • Braced wall lines may have offsets, out of plane of exceed 8' in height for exterior and load bearing walls. up to 4'0". The size, height, and spacing of all other wood- • In one-story buildings, braced wall panels shall be framing, studs. shall be in accordance with Table supported.;on continuous foundations at intervals R602.3(5). (Maximum 10 feet in Seismic Design not 'exceeding 50 feet. In two- story buildings all' Category D2.) Studs shall be placed with their wide' interior .braced wall panels shall be supported on dimension perpendicular to the wall. Wood stud walls continuous foundations. (See exceptions in IRC shall be capped with a double top plate installed to Section R602.10.7.1.) . provide overlapping at corners and intersections with tbearing partitions. End joints shall be offset at least' CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL'PLAN REVIEW CHECKLIST 9 O Interior braced wall panels shall be fastened to wall coverings shall be installed, attached and flashed both the floor and roof framing in accordance with ,. in accordance with the provisions of IRC Section R703 Table R602.3(1) (typically 3-16c1@ 16" o.c.) and the siding manufacturer's installation instructions. - .o. Cripple-walls shall be braced as braced wall' Please note that masonry wall coverings exceeding 3" panels in accordance with IRC R602.10.9.1 and in thickness require an engineered design in Seismic Tables •R602.10.1.2(1) and (2). A cripple wall Design Category D2 (all of Kitsap County). See#67 . greater than 4' shall be designated as the first 66. WEATHER RESISTIVE BARRIER: IRC Sections story wall for purposes of designating.the wall R701.2, R703.2, R703.4 R703.8, R703.9.1. Products - bracing requirements (R602.10.7.1). sensitive to adverse weather shall not be installed until o Where. "stepped foundations" occur, See IRC - adequate weather protection for the installation is Section R602.11.2 for additional requirements provided. . Exterior sheathing shall be dry before such asplate strapping, ry cripple wall height applying exterior cover. The exterior wall envelope limitations, etc. • shall be designed and constructed to provide a water- 0 See the attached "Braced Wall Panef' and resistant barrier behind the exterior veneer. Asphalt- "Alternate Braced Wall Panel" details for typical saturated felt or other approved weather resistant construction.requirements. material such as housewrap, shall be applied over the 63. OPENINGS IN EXTERIOR & INTERIOR WALLS sheathing of all exterior walls except where panel (HEADERS): IRC Section R602.7. Headers shall be siding with shiplap joints or other approved weather. provided over each opening in interior and exterior resistive methods are used. Such felt or housewrap . bearing walls. Headers shall be sized to support the material'shall beapplied horizontally, with the upper load above in accordance with IRC Tables R502.5(1) , layer,lapped over the lower layer not less than 2". and R502.5(2), or as designed to support the loads as Approved corrosion-resistive flashing shall be provided specified in IRC Table. R301.5. Alternately, wood in all exterior walls in such a manner as to prevent structural box headers may be used in accordance entry of water into•the wall or the building structural ' ` with IRC Section R602.7.1, Table R602.7.2 and framing components. The flashing shall extend to the Figure R602.7.2. Each end of all headers shall have surface of the exterior'wall finish and shall be installed . at least 1:5"of full-width bearing. to prevent•water• from reentering the exterior wall envelope. Approved corrosion-resistant flashings shall 64. FIRE-BLOCKS & DRAFT-STOPS: IRC Sections be installed at exterior window and door openings; at R602.8,- R502.12. Firebocking & Draftstopping shall . the intersection 'of chimneys or other masonry be installed to cut off all concealed vertical and .construction, with frame or stucco walls, with projecting horizontal draft-openings and shall form 'an effective lips on both'sides under stucco copings; under and at fire barrier between stories and between a top story the ends of masonry, wood or metal copings and sills; and the roof space. Fireblocking shall be provided in continuously' above all projecting wood trim; where concealed`spaces of.wood stud walls and partitions: exterior porches, decks 'or stairs attach to a wall or vertically at the ceiling and floor levels horizontally at floor assembly of wood-frame construction; at wall and intervals not exceeding 10 feet; ' and at all roof intersections; and at built-in gutters. interconnections between' concealed vertical and horizontal spaces such as occur at soffits, drop 67. ANCHORED,STONE AND MASONRY VENEER: IRC ceilings and;cove ceilings, as well as stair stringers at Section R301.2.2.3:2,R703. the top and.bottom of the run and openings around ****ENGINEERING REQUIRED ****. vents, ,pipes and.' ducts at ceiling and floor levels. Buildings with anchored stone and masonry veneer Fireblocking materials shall consist of materials listed shallbe designed in accordance with accepted . in IRC Section R602.8.1. Loose-fill insulation material engineering practice except where the masonry veneer shall not be used as a fireblock unless specifically has a maximumactual thickness of 3 inches as tested in the form and manner intended. Fireblocking permitted within the limitations of IRC Section R703.7, of chimneys. and- fireplaces shall be in accordance Exception2 With IRC Section R1001.16. When there is usable 68. SIDING/EARTH SEPARATION: IRC Section' R317. space both above and below'a concealed space of a Wood siding, sheathing and wall framing on the floor/ceiling assembly, draftstops shall be installed so exterior of the building used within 6" of'earth shall be that the area of the concealed space does not exceed pressure treated wood or wood of natural resistance to 1000 square feet. Draft- stopping materials shall decay as identified in item #52 of this checklist., consist of materials listed in Section R502.12.1. All 69. DECKS & EXTERIOR STAIRS: IRC Section R317, fireblocking and draftstopping shall be in place prior to R502.2.2. Pressure treated wood shall be used for requesting a framing inspection. those portions 'of exposed wood members and . _ 65. SIDING TYPE.IRC.,.Section R703.3, R703.4, R703.5, _ members subject to wind driven rain, such as within R703.8, R703.9, R703.10, Table R703.4. Exterior ' a covered:porch, that form the structural supports of CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 10 buildings, balconies, porches or similar exceeding 5 to 1 shall be provided with lateral support appurtenances, including all joists, beams, girders, at points of bearing to prevent rotation. Rafters and decking and posts, poles and columns. Treatment ceiling joists having a depth-to-thickness ratio - must be applied by manufacturer, see item-#52 of •exceeding`6-to'1 shall be supported laterally by solid • this check-list. Ledger boards fastened to a wall blocking diagonal bridging (wood or metal) or shall be properly flashed and positively connected. continuous 1" x 3" wood strip nailed across the rafter • Where supported by attachment to an exterior wall, ceiling joists at intervals not exceeding 8'. decks shall be positively anchored to the primary 74. ROOF SHEATHING: IRC Section R803. Allowable • structure and designed for both vertical and lateral spans for lumber used as roof sheathing shall conform loads as applicable. Such attachment shall not be to Table .R803:1 Spaced lumber sheathing accomplished by the use of toenails or nails subject jl P ("skip to withdrawal. sheathing") is prohibited in Seismic Design Category D2. Wood structural panels shall be identified by grade 70. WOOD TRUSSES:. IRC Section R502.11, R802.10. mark'or'certiificate Of inspection issued by an approved Wood trusses shall be designed in accordance with agency and shall comply with the grades and spans approved engineering practice. Engineering data and , specified in Table R503.2.1.1(1). installation specifications,including the type of roofing 75. ROOF DRAINAGE & COVERING IRC Section to be used, shall be available on site at framing R801,3, R903; R904, R905. All structures shall have a inspection. Trusses shall be supported laterally at . points of bearing by solid blocking to prevent rotation . controlled:: method: .of water ;collection .and disposal and lateral displacement, and. braced in accordance from roofs (typically gutters). Water shall discharge to with the individual truss design drawings. Truss an approved drainage system or to splash blocks members shall not be cut, notched, drilled, spliced or where.a drainage system is not required. Roofs that otherwise altered in any way without the specific do not'drain over edges.shall have roof drains installed approval of a registered design professional at:the low..point of:the root as well as overflow drains. • (structural calculations required). Alterations resulting See IRC 8903 4 ,Roof slope shall be indicated on the in the addition of load (e.g., HVAC equipment, water plans and selected roof covering must be appropriate heaters, etc.). for the:"roof pitch..: Roof coverings must be installed in that exceed the design load shall not be • permitted without specific engineering justifying the accordance;;; with. ;. the' manufacturer's • installation, design. instructions..VFiashing shall "be installed at wall & roof • intersections,at changes in roof slope or direction, and 71. RAFTERS: IRC Section R802.3, R802.8 Rafters shall around roof openings. Where flashing is metal, the • be framed to ridge board or to each other with a metal;shall be corrosion= resistant with .a Vminimum gusset plate as a tie. The ridge board shall be at least thickness -of 0.019 inch (No. 26 galvanized sheet). 1" nominal thickness, and all valley or hip rafters shall Roof dead loads" are limited to a maximum of 15 be at least 2" nominal thickness. Rafter ties shall be pounds.,per:square foot unless the additional bracing • placed not more.than 4' on center. See IRC Tables provisions-of R301.2.2.2.1 are provided. 802.5.1(1) through 802.5.1(8) for allowable spans. 76. ATTIC.VENTILATION: .IRC Section R806. Enclosed When the depth—to-thickness ratio exceeds 5 to 1 the attics and rafter spaces shall have cross ventilation. roof rafters and ceiling joists shall be provided lateral For each,separate space,.the.total net free ventilating support at points of bearing to prevent rotation. area shall'not.be less than 1 to 150 of the area of the 72. RAFTER OPENINGS: IRC Section R802.9. When space',ventilated; the -total area is 'permitted' to be the header joist span does not exceed 4', the header reduced'to 1 to 300, provided at least-50% and not joist may be a single member the same size as the more :than -80% of the-.-.required. ventilating area is ceiling joist or rafter. Single trimmer joists may be located in ..the upper:-portion of the space to be : - • used to carry a single header joist that is located ventilated at:least 3' above eaveor cornice vents with - within 3' of the trimmer joist bearing. Trimmer and I the balance 'of the required ventilation provided by header rafters shall be doubled and of sufficient size eave or cornice vents. Vent openings shall be provided to support all loads when the span of the header with corrosion resistant.Wire mesh with 1/8" minimum exceeds 4'. Approved hangers shall be used when 1 , to Y4" :maximum openings: . A minimum of 1-inch the span exceeds 6'. Tail joists over 12' long shall be !, airspace must be maintained between the insulation supported at the header by framing anchors or on and the roof sheathing at the..locations of the vents. ledger strips not less than 2" x 2". 77. CHIMNEY HEIGHT: IRC ' R1003.9, . R1003.20. 73. CEILING JOISTS: IRC Sections R802.4, R802.8, Chimneys shall extend.at least 2' higher than any and R802.8.1 Ceiling . joist spans shall be in portion of.a'building within 10', but shall not be less accordance with IRC Tables R802.4(1)and R802.4(2) � ' than 3`-above the highest point where the chimney or specifically designed for applied loads. Rafters 'i passes through the roof: Chimneys shall be provided and ceiling joists having a depth—to-thickness ratio with crickets when the dimension parallel to the CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 1�1 ridgeline is greater than 30" and does not intersect 82. INTERIOR FINISH: IRC R302.9, R702.3.8, R702.4.2, the ridgeline. The cricket and chimney shall be built& and R702.5. Wall and ceiling finishes shall have a . flashed according to Figure R1003.20 and Table flame-spread classification of not greater than 200 and R1003.20.- • -: ' . • - • a smoke-developed .index of.:not greater, than 450, except,for trims, handrails, door and window frames, • . . and wallpaper. When gypsum is used as a base for tile GENERAL or wall panels. for tub/shower enclosures,• water- resistant gypsum conforming to ASTM C 1396, C1178, or C1278 shall be used. Water resistant gypsum '78. PREMISES IDENTIFICATION: IRC Section R319.1. wallboard may not be used over-a Class .l or II vapor - Addresses shall;Te provided in such a position as to retarder in ashower.or tub compartment,or on ceilings be plainly.visible and legible from the street or road where frame spacing exceeds 12".,on center for %z" or fronting the,property. Numerals shall be at least 4". 1,6"for 5/8",gypsum board, or where there will be direct high with./2 stroke and be conspicuously displayed exposure to water, or in areas subject to continuous - on a contrasting background. If the building is nothigh humidity. Fiber-cement, fiber-mat .reinforced- clearly. visible from a, named way of travel, thecement, glass mat gypsum backers, or fiber-reinforced numerical designation_ (address) shall also be : ' gypsum backers in compliance with ASTM C 1288, C . . . displayed near:the main entrance to the property as p • p y 1325, C 1178,'or C 1278 and installed in accordance well as at the driveway entrance that'leads to the with manufacturers recommendations shall be used as building. Property addresses shall be posted prior to backers,for wall tile in tub & shower areas and wall requesting any inspections. panels in shower areas: Wood veneer paneling and ` 79. APPROVED PLANS: IRC Sections R105.7, hardboard paneling shall be, placed on wood or cold- R106.3.1, R106.4. When the building official issues a formed steel..framing spaced not more than 16" on center:.Wood veneer and hardboardpaneling ' in writing or by stamp. Work shall be done in /4' nominal thickness shall have gypsum board backer accordancewith theapproved construction at least 3/8" thick. Wood veneer paneling of at least 1/4" - documents, any changes made during construction nominal:thickness.shallconform to ANSI/HPVA HP-1,: shall be resubmitted for approval. The building permit, and hardboard ,paneling shall conform to CPA/ANSI inspection card, ;and..1 set of approved construction. A135.5. , : ' documents must remain on the job site at all times 83. GYPSUM WALLBOARD FASTENING: IRC R702.3.6 until the completion of the project. & Table'R702'.3.5.Screws for'attaching gypsum board 80. HEATING: IRC R303.8. Every dwelling unit shall beto wood framing shall be :type.: W or Type S in provided with heating facilities capable of maintaining accordance with ASTM.0 1002 and shall penetrate the a room temperature of 68° F at a point 3' above the wood not less than 5/8", and structural insulated floor and 2' fromexteriorwalls in all habitable rooms. panels at least 7/16'. . Primary heating sources in all new and substantially. • 3/8" minimum from edge and ends for -. remodeled buildings in designated areas shall not be nails or screws. • ' dependent upon wood stoves:' No used solid fuel • Fastening(nails): 7"o.c. max. ceiling, 8" • - - burning device shall be installed in new or existing - - o.c. walls. . buildings , unless such device is United States • Fastening (screws): 12" o.c. ceiling, 16" Environmental Protection Agency,certified or a pellet ' o.c. walls when wall framing is 16" o.c., 12" . .. stove either certified or exempt from certification by ' when wall framing is 24"o.c. - the United States Environmental Protection Agency. Footnote e, Table R702.3.5:Type X gypsum.wallboard for garage ceilings beneath habitable rooms shall be 81. .SKYLIGHTS IRC .308.6. The 'following types of installed'perpendicular to the ceiling framing and shall glazing. may be used: 1) Laminated glass with a be fastened' at 6" o.c. by, minimum 1-7/8" 6d coated "... .:minimum -..015" polyvinyl butyl interlayer for glass nails,or equivalent drywallscrews. panes 16 sq: ft. or less in area located such that the highest point of the glass is not more than 12' above a 84. NUMBER OF BUILDING STORIES: IRC .Sections walking surface.or.other accessible area; for higher or R101.2, R202. In: accordance with the scope of the larger sizes, the minimum interlayer thickness shall be 2009 International Residential Code, (IRC) any .030". 2) Fully tempered glass. 3) Heat-strengthened building' that exceeds 3 stories, must be built in glass. 4) Wired glass. 5) Approved rigid plastics. accordance with the 2009 International Building Code Skylights shall comply with Washington State Energy (IBC). A building story is that portion of.a building Code requirements and be provided with flashing included between the upper surface of a floor and the appropriate for the skylight and the roof covering uppersurface'of the floor or roof next above. The first • material. "Story Above Grade" is the first story having its finished . ,floor surface entirely above grade, except that a CITY OF BREMERTON'DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 12 basement shall be considered as a story above grade 3.1.The aggregate area of the unprotected where the finished surface of the floor above the portions shall not exceed 80 square feet per basement is: 1) More than 6' above grade plane; 2) story. More than.6' above the finished ground level for more 3.2.E Fire blocking In-accordance with Section • than 50% of.the total building perimeter; or, 3) More `' R302.11.1 shall•be installed along the than 12' above the finished ground at any level. The perimeter of the unprotected portion to .number of stories is the,sum of the first story above ° separate the unprotected portion from the- grade plane plus all of the stories above. remainder of the floor assembly. 85. HEIGHT OF BUILDING / GRADE PLANE: IRC 4. Wood floor assemblies using dimensional Section 202. The building height is the vertical lumber or structural composite lumber with a • distance from, gradeplane to the average height of ' . cross sectional area equal to or greater than 2- the highest roof surface. The grade plane is a inch by 10-inch nominal dimension, or other reference plane representing the average of the approved floor assemblies demonstrating finished ground level adjoining the building at all equivalent fire performance. exterior walls. Where the finished ground level slopes 88. away from the exterior walls, (which is required) then . . _ the reference plane shall:be established by The lowest " MG CI�A NI Ce4l. points within the area between the building and the lot line, or, 6' from the building, whichever is less. See BMC Title 20 for height restrictions and measurement 90. EXHAUST FANS: IRC Section M1507: Source of height for certain or zones (Zoning Code). specific exhaust ventilation is required in each kitchen, .-86. :,RETAINING WALLS: IBC 1806.1, IRC R105.2, , bathroom, Water closet,_- laundry room, indoor . R404. Retaining walls that are not laterally supported ' swimming-pool, spa, and other rooms where water at the top and that retain more than 24" of unbalanced vapor .or cooking odor is produced. The minimum . fill shall be. designed to ensure stability against , source specific ventilation effective exhaust capacity - overturning, sliding, excessive foundation pressure shall not be Jess than levels specified .in Table • . . • -and water uplift. Retaining walls shall be designed for . ' M1507.3 . Source specific-ventilation systems-shall be a safety factor of 1.5 against lateral sliding and controlled.by manual switches, dehumidistats, timers, overturning. Retaining walls.that do not exceed 4' in ., or other approved means. Source specific ventilation height, measured•from the bottom of the footing to the system controls. shall be readily accessible: Source top of the wall,'and _that do not support a surcharge : . specific .ventilation.,ducts shall terminate outside the (load 'above) are exempt from permit requirements, building. Exhaust ducts shall be equipped with back- 'but must still b'e constructed properly and must draft dampers All exhaust ducts in unconditioned conform 'with the City of Bremerton Zoning Code spaces shall be -insulated to a .minimum of R-4. Setback requirements. A separate permit is required Terminal elements shall have at least the equivalent for construction of a retaining wall. net free area of the:duct work. Terminal elements for 87. FIRE PROTECTION OF FLOORS. R501.3 Floor exhaust . fan duct systems shallbe screened or assemblies, not required elsewhere in this code otherwise protected .from entry by leaves or other to be fire-resistance rated, shall be provided material.-All fans shallprovide the required flow when with a 1/2-inch (12.7 mm) gypsum wallboard tested.at 0..25.:water gauge. Fans larger than the membrane, 5/8-inch (16 mm)wood structural prescriptive sizes fnay be necessary ,to attain the panel membrane; or-equivalent on the ' required flow. underside of the floor.framing member. Table M1507.4 Minimum Required Exhaust Rates Exceptions:. • Laundry rooms 1. Floor assemblies located directly over a or Bathrooms Kitchens space protected by an automatic sprinkler Intermittently 50 cfm ' 100 cfm system in accordance with Section P2904, Operating • NFPA 13D, or other approved equivalent Continuous • 20 cfm 25 cfm sprinkler system. Operation 2. Floor assemblies located directly over a crawl space not intended for storage or fuel- 91. WHOLE HOUSE FAN: IRC Section Ml507. Each fired appliances. dwelling unit shall be equipped with a whole house 3: Portions of floor assemblies can be I ventilation system, which shall be capable of providing unprotected when complying with the the volume of outdoor air specified in Table following: M1507.3.3(1) using exhaust fans, a forced air system, supply fan or heat recovery ventilation system. Continuous whole-house ventilation systems CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 13 shall operate continuously. Intermittent whole-house 94. WINDOW OR WALL PORTS: IRC Section Iventilation systems shall be capable of operating M1508.4.5. Outdoor air shall be distributed to each ii continuously and intermittently, and shall operate at • habitable room by individual outdoor air inlets. least one hour out of four, in accordance with Table Individual room outdoor air inlets shall have a •i M1507.3.3(2). Fans located 4 feet or less from_ the controllable and secure opening and be capable of a interior grill shall have a sone rating of 1.5 or less _ total opening area of not less-than 4 square inches. Ij measured at 0.10"water gauge. Outdoor air inlets shall be located so as not to take air from within 10 feet of a plumbing vent.opening, or an +, - Table M1507.3.3(1)Continuous Whole-House Mechanical appliance vent outlet, or where it will pick up' Ventilation S stem Airflow Rate Re•uirements cfm objectionable odors, fumes or flammable vapors. II Floor Area ft2 Number of Bedrooms ( ) 0-12-3 4-5 6-7 >7 95. DISTRIBUTION: IRC M1508.4.5. Where outdoor air <1500 30 90 supplies (window or wall ports) are separated from fan 11 1501 —3000 45 ® 5 . locations by doors, adequate air flow shall be ensured l 3001 —4500 60• • by undercutting doors or installing grilles or transoms. 4501 —6000 75 Doors shall be undercut to a minimum of/" above the i 6001 —7500 90 - ��®� surface of the finished floor covering. >7500 • 105 •120 135 ' 150 165 96. MAKE-UP THROUGH FURNACE: IRC M1508.5.1. Table M1507:3.3(2)Intermittent Whole-House Integrated forced-air ventilation systems shall Mechanical Ventilation Rate Factors distribute outdoor air. to each habitable room through the forced-air system ducts. Integrated forced-air • Run-Time Percentage in . ventilation systems shall have an outdoor air inlet duct each 4-hour segment 25% 33% 50% 66% 75% 100% connecting a terminal element on the outside of theil . Factor - 4 3 2 1.5 1.3 1.0 building to the return air plenum of the. forced-air • system, at a point within 4 feet upstream of the air 'I - handler. The outdoor air inlet duct connection,to the • 92. WHOLE HOUSE VENTILATION SYSTEM - return air stream shall be located upstream of the ' CONTROLS: IRC Section M1508. All ventilation forced-air:system blower and shall not be connected . system controls shall be readily accessible. directly into a furnace cabinet to.prevent thermal shock Intermittently`operated systems shall have a manual to the heat exchanger. The system .will be equipped. - -control, as well as an automatic control, such as a - with a motorized damper connected to the automatic .• clock timer:The automatic control timer shall be set to ventilation control. The required.•flow rate shall be operate the whole house fan system for at least 8 . verified by field testing with a flow hood :or a flow hours a-day.- A label shall be affixed to the control measuring station. The whole-house ventilation system • - - that reads "Whole House Ventilation (See Operating shall be controlled by a 24-hour clock timer with the Instructions)." The installer shall provide the whole capability of continuous •operation, manual and house ventilation system manufacturer's operation automatic control.This control.will control the forced air k `description and operating instructions. - system blower and the-automatic damper. The 24-hour timer shall be readily accessible. The 24-hour timer i� 93. VENTILATION DUCTS: IRC Section M1507.3.3, shall be capable of, operating the whole` house M1508.5:3,' M1508.7.3. All ventilation exhaust ducts ventilation system without energizing• other energy- shall be sized in accordance with Table M1508.6.2 consuming appliances. At the time of final -inspection, and shall terminate outside the building. Exhaust the automatic control timer shall be set to operate the' ducts shall be equipped with back draft dampers and whole house system for at least 8 hours a day. A label shall be:insulated to a minimum of R-4 where passing - _ shall be affixed "Whole to the control that reads House through an unconditioned space. Ventilation (see operating instructions)." . . Table Ma508.6.2 97. CONDENSATE DISPOSAL AND DRAIN SYSTEMS: Prescriptive Supply Fan Duct'Sizing IRC Section 'M1411.3. -Condensate from all cooling Supply Fan.Tested CFM at 0.40"w.g. coils or evaporators shall be conveyed from the drain Specified Minimum pan outlet to an approved place of disposal. Volume from Smooth Duct Minimum Flexible Condensate shall not discharge into,a street, alley or Table 408.1 Diameter Duct Diameter other•areas where it would cause a nuisance. A 50-90 cfm 4 inch 5 inch secondary drain or auxiliary drain pan shall be required 90:150 cfm - 5 inch • 6 inch for each cooling or evaporator coil where damage to 150-250 cfm • 6 inch 7 inch any building components will occur as a rest of 250-400 cfm •. 7 inch 8 inch overflow equipment drain pan or stoppage in the condensate drain piping. Piping -shall maintain a • CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 14 , y a- minimum horizontal slope in the direction of discharge shall be installed such that spacing is no more than 24 'of not less than 1/8 unit vertical in 12 units horizontal inches on center. • (1% slope). 102. WALL INSULATION: IECC WA Section R402. 1.1, 98. PRESCRIPTIVE HEATING SYSTEM SIZING: 'All Table 402. 1.1 Above grade exterior,..walls_ shall be equipment must now be sized using a recognized insulated with minimum' R-21 insulation. Faced batts engineering practice. Typical sources include: shall be. face-stapled (not inset-stapled), to avoid compression. Below grade walls shall be insulated • • ASHRAE Handbook of Fundamentals. either on the exterior'to a minimum level of R-10, or on • ACCA Manual J, 8th Edition- Residential Load the interior to the same level as walls:above grade.. Calculation. Headers shall 'be insulated with minimum R-10 • • ACCA manual N-Commercial Load insulation. • ' . - Calculation. • 103. ATTIC INSULATION: IECC WA Sections R402.1.1, • WSU has developed a spread sheet for Table R402..1.1, R402.2..1. Ceilings below vented attics. WSEC Chapter 5 code qualification. The CP shall be insulated to:not less than the nominal R-value Worksheet is applicable for heating systems shown for ceilings on the energy code application for. sizing of wood frame apartments with heating the compliance option chosen(typically R-38); Ceilings only equipment(no heat pumps or air- below vented attics shall be insulated with minimum R- conditioners). Spreadsheet available at the 49 insulation or. R-38in Advanced Framing. Where website www.energy,wsu.edu/code. ' eave vents'are installed.rigid baffles shall be installed • 99. APPLIANCE ACCESS UNDERFLOOR: IRC to, deflect the incoming air above. surface.-of the: Section M1305.1.4. Underfloor spaces containing insulation. • • - • appliances shall be provided'with an unobstructed 104: VAULTED;:. CEILING'. INSULATION: IECC WA : passageway large enough_ to remove the largest Sections-.R402.4.1.1, R402:2.1. Where two or more appliance but not less than 30" high by 22" wide, layers :W.-rigid board insulation are used in* a roof • nor more than 20' long from the opening to the assembly, the vertical joints-.between•each layer shall appliance. A level servicespace of at least 30" by • .be staggered::.. Open-blown' or poured. -loose fill 30" shall be provided at the front or service side of • insulation maybe used in attic spaces where the slope the appliance. See M1305.1.4 for details of - of the ceiling.is:not more''than"3 feet in 1.2 and there is • mechanical equipment access. • at least'30:inches of clear distance'from the top of the bottom chord of the truss or ceiling joist-.to the • ENERGY CODE underside of the. sheathing at the'roof ridge'. Baffles R shall be rigid. material, resistant. to wind; driven moisture. Enclosed attics and. enclosed rafter spaces 100. FOUNDATION INSULATION: IECC WA• Section formed :where:--ceilings ; are .applied. directly to the • R402.2.9, Table 402.1.1. Slab-on-grade insulation, at underside of.roof framing members shall have cross least R-1'0,installed 'inside the foundation wall, shall ventilation. for :each separate. space by. ,ventilating extend downward from. the top of the slab for a openings protected:against the entrance of rain and minimum distance of 24" 'or downward and then snow. Blocking and;bridging shall be arranged so as horizontally beneath the slab for a minimum not to interfere_with the movement of air. A minimum of. - combined,`distance Of 24". For slabs installed inside a 1" of airspace.shall:be provided between the insulation.: . foundation wall, the insulation shall be installed to and the roof sheathing. The net free ventilating area. -provide a thermal break between the slab edge and shall not:be lessthan.l/150th of:the-area of the.space . 'the foundation. A. by 2" (maximum) nailer may be ventilated,- with.50..percent.of the required ventilating.: placed at the:finished floor.elevation for attachment of area provided; ;by ventilators located in the upper: • interior finish materials. Insulation installed outside portion.of•the space to:be:ventilated.at least.3' above: • the foundation shall extend from the top of the below- eave or.-Cornice-vents with.;the'balance of the required . grade wall to the top of the footing. Insulation used on ventilation: provided by eave or cornice.vents. When the interior side of the wall shall extend from the top feasible,.the.baffles:shall be installed from the top of of the below-grade wall to the below-grade floor level. the outside of the exterior wall,.extending inward, to a . Above grade insulation shall'be protected. point 6".vertically above,the height of noncompressed insulation, and 12",vertically above loose fill insulation. • .101. UNDER-FLOOR INSULATION: IECC WA Sections Roof/ceiling asserriblies•'where• the ventilation space R402.4.1.1 .and R402.2.7. Floors over unconditioned above the insulation is less than an average of 12 spaces, such as vented crawl spaces, unconditioned inches shall be provided with a vapor retarder. Faced basements and garages shall be insulated with at batt insulation where used as a vapor retarder shall be - least R-30 insulation. Insulation supports shall hold face stapled:-Single rafter joist.vaulted ceiling cavities insulation in substantial contact with the subfloor and CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 15 shall be of sufficient depth to allow a minimum 1" foundation, (slab, basement wall, crawlspace, wall vented air space above the insulation. Single rafter or and/or floor), and ducts outside the, conditioned joist vaulted ceilings shall be insulated to at least R- spaces; U-factors for fenestration; and the solar heat 38 gain coefficient(SHGC) of fenestration. Where there is 105. HATCHES AND DOORS: IECC WA Section more than one value for each component, the R402.2.4. Access doors from conditioned to certificate:shall list the value covering the largest area. The certificate shall unconditioned spaces (such as attic and crawl space .list the type and efficiency of access doors)shall be weather-stripped and insulated heating, cooling, and service water heating equipment, to a level equivalent to . the insulation on the duct leakage rates including test conditions as surrounding surfaces.,A wood framed or equivalent specified in Item #117, and' air leakage results if. a baffle or retainer must be provided when loose fill blower door test was conducted. insulation is installed, the purpose of which is to 113. LIGHTING: IECC WA Section R404.1. A minimum of prevent the loose fill insulation from spilling into the 75 percent of all interior lamps shall be high efficacy living space when the attic access is opened, and to lamps. provide a permanent means of maintaining the 114. DUCT IN EXTERIOR WALLS: IECC WA Section installed R-value of the loose fill insulation. 403.2.3: Installation of ducts in exterior walls, floors, or 106. DUCT. INSULATION: IECC WA Section R402.2.4. ceilings shall not displace required envelop insulation. All heating ducts within unconditioned spaces shall be Building cavities may not be used as ducts. insulated to a minimum of R-8. Ducts installed under 115. MECHANICAL DUCT SEALING AND INSULATION: slabs shall.be insulated to a minimum of R-5. IECC WA Section R403.2.2, IRC Section M1601.3. All 107. PIPE INSULATION: IECC WA Section R403.4.2. Hot ducts, air handlers, filter boxes, and building cavities water pipes outside of the conditioned space shall be used asducts shall be sealed.-Duct coverings and insulated to a minimum of R-3 linings, including adhesives,shall have a flame spread 108. VAPOR RETARDER: IRC Section R702.7. & IECC index not higher than 25 and smoke-developed index WA Table R402.4.1.1. Vapor retarders, shall be not over 50 when tested in accordance with ASTM E84 installed on the, warm side (in winter), of insulation. or UL . 723. Duct insulation 'and factory-insulated flexible ducts shall- be legibly printed oridentified at Faced batt'insulation where used as a vapor retarder • intervals of .36" minimum with the name of the shall be faced stapled, • manufacturer, thermal resistance value at the installed 109. VAPOR BARRIER IN CRAWL-SPACE: IRC Section thickness, and the flame- and smoke-developed index. R408.1. A ground cover of 6 mil black polyethylene ' Spray polyurethane foam manufacturers shall provide shall be laid over the ground within crawl spaces. the same product information to the customer in writing The ground cover shall be overlapped 6" minimum at at the time of the foam application. the joints and shall extend to the foundation wall. • 116.. DUCT TESTING: 'IECC WA ,Section R403.2.2. Duct 110. WINDOWS: IECC:WA Section R402.3 and Table tightness testing shall be conducted' to verify that the 402.1.1.The total glazing area shall have an area ducts are sealed'. A signed affidavit documenting the weighted average U-factor not to exceed U-0.30. Up test results shall beprovided the jurisdiction .having to 15 sf of glass may exempted: NFRC compliance authority by the testing agent. When required by the stickers shall remain on the windows until the framing building official, the test shall be conducted in the inspectiion'_-has been approved by the Building presence of department staff. .Ducts shall be leak Department, tested in accordance with WSU RS-33 using the 111. EXTERIOR DOORS: IECC WA Section R402.3.4. maximum leakage rates:for either post construction or. Glazed doors are considered to be windows. Exterior rough-in test. Duct testing isnot required when the air (opaque) doors shall have an area weighted average handler and all ducts are located within conditioned • U-factor not' to exceed U-0.20.. Exception: One space. Provide a signed affidavit documenting the test unlabeled or untested exterior swinging door with the results to the building department. • maximum area of 24 square feet may be installed for 117. BUILDING AIR LEAKAGE TESTING: IECC WA 'ornamental, security, or architectural purposes. . R402.4.1.2Se. Building envelope air leakage control 112. ENERGY CODE COMPLIANCE CERTIFICATE: shall be considered acceptable when tested to have an IECC WA Section R401.3. A permanent certificate air leakage less than 5 air changes per hour when shall be posted within three feet of the electrical tested with a blower door at a press of 50 Pascals (0.2 distribution panel. The certificate shall be completed inch w.g.). Testing shall occur at any time after rough in and after installation of penetrations of the building by the builder or registered design professional. The . envelope, including penetrations for utilities, plumbing, certificate shall list the predominant. R-values of. electrical, ventilation, and combustion appliances and insulation installed in or on ceiling/roof, walls, CITY OF BREMERTON DEPARTMENT OF.COMMUNITY DEVELOPMENT RESIDENTIAL,PLAN REVIEW CHECKLIST ' 16 i . . sealing thereof. The blower door test results shall be engineer's plans, interior braced walls per braced wall recorded on the Certificate required in item #112. details. Mechanical Rough-In: Ducts installed and supported • CTI®N properly; ducts properly sealed; vents for fuel appliances installed with clearances to combustible material; source specific exhaust fans located in laundry kitchen and Be sure to call for all of your inspections that are listed bathrooms; dryer Vent to outside-with smooth metal pipe, on your inspection card. Inspections are generally listedexhaust fans ducted to outside, combustion air supply, . in the order that will call for them, although some may be called out of order such as in a remodeling project. If you Plumbing Rough-In: Plumbing and sanitation lines of want more,than one inspection, be sure to request all of . approved materials, drain-waste-vent lines sloped %' per • the inspections that you're expecting. We do not reply to foot toward-drain, water lines•under--testing pressure, inspection requests to verify we've received the request drain-waste-vent •full, of water, water line properly and we do not make appointment times. You do not supported, laundry standpipe, nail plates for plumbing line need to be present for the inspection, but be sure the protection, vent extends through the roof. area is accessible to the inspector. The inspector will not Gas Piping: Gas piping is pressurized and under test perform the inspection inside the home if a child younger before the attachment of fixtures, appliances, or shut-off 'than 18 has:been left alone. A reinspection fee may be valves. At the time of inspection the test pressure shall be assessed if the inspection was requested and the work no less 'than 10 psi held for no less than 15 minutes. is not ready or is not accessible. Here is a list of the Appliances tobe attached'to the fuel/gas piping system most common inspections and what is expected to be shall not be used until the final inspection has been ready: • . performed and approved by a Building Inspector. Post Address:-An inspection will not be approved Electrical-Cover or Electrical-Final: Electrical inspect- unless the:address.is posted-and plainly visible from the tions are performed: under a permitissued by Labor & street with numbers at least 4" high with h/2" stroke. If the Industries. . property is not visiblefrom the-street, the address shall Framing: Framing inspection is performed after the be posted so as to lead the-inspector to the construction • plumbing rough-in, mechanical rough-in, gas piping, fire site.: _ , sprinkler cover, and electrical cover inspections .have 'Foundation-Footing: Property line is marked. or been performed. A'combination.inspection for framing, stringed, dimensions of• foundation match plans, • mechanical and-.plumbing: may be °performed :when. reinforcement per plans, rebar is tied and supported at requested and ready. .. Framing.- inspection includes • least 3" off ground, depth and width of footing matches verification of stud-size and species, beams, headers,. . plans, vertical rebar is tied in place. blocking, fire stopping, fire blocking,'and energy code compliance information on windows and doors (do not Foundation-Wall: Reinforcement placement per plans, remove stickers on windows and doors until after hold-downs per plans.and supported in place, anchor . - . inspection). bolts per plans and supported in place (no wet setting), . forms are at least 1%" from rebar, footing pads are Insulation:Wall insulation is installed and fills the stud formed and reinforced per plans, foundation vents if cavity, batt insulation is face-stapled to the stud, and • they're provided in,the foundation wall. vapor barrier is installed on heated side. Floor insulation is installed properly, is.securely fastened in place, vapor Framing-Underfloor: Main floor.joists and rim joist per barrier is•installed toward the heated area (vapor barrier plans and/or engineering; capillary break between sill may be. omittedin certain cases). Attic insulation is . plate and concrete,joist/beam-hangers per plans, beams installedproperly, loose insulation is per plans/engineering, blocking, . prevented from gi g, g pressure-treated sill entering the access opening, a ruler 'is installed' to plate, plate washers on anchor:bolts per plans (min. 3" x indicate the 'depth' of loose insulation, and baffles have 3 x 0.229" hot-dipped galvanized), posts with positive been installed where necessary 'to maintain ventilation connections top and bottom,. hold-downs in place and above the insulation. Attic access and crawl access installed, foundation vents if provided in rim joist. openings from a heated area have weather-stripping.and Plumbing-Ground: Plumbing lines are made of an insulation. approved material, sanitation lines sloped toward sewer Sheetrock: Fastener inspection is performed before connection, water lines under testing pressure, drain- taping and mudding. See Item 83 for fastener • waste-vent full of water. requirements for gypsum wallboard. See item 23 for Shear Wall/Bracing: Framing, panel sheathing, and garage separation from habitable areas per Item 24. fastenersper shear wall schedule or prescriptive braced . . Driveway:-Driveways and parking areas-are required to " wall ;panels. Shear wall screw or nail fastening per be paved in the City of Bremerton. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 17 Energy-Air Leakage: Perform the Building Air Leakage with the fire rated assembly. If two layers of gypsum Testing and record the results on the Certificate required drywall are required, one inspection for the first layer is in Item #112. required, and a second inspection is required for the Energy-Duct Testing: Duct tightness testing shall be second layer. Further_ inspections may be required to conducted to verify that the ducts are sealed. A signed cover the other side of the fire-rated assembly or any affidavit documenting the test results shall be provided to insulation. the jurisdiction having authority by the testing agent. Environmental: An. environmental inspection may be Final-Building: Everything on the permit should be required due to special conditions due to proximity to ready for final inspection. Handrails, smoke detectors, shoreline or other critical environmental areas. The CO detectors, fan operation, hot and coldrunning water, Environmental inspection must be completed and door between garage and living space, whole house approved before the Final building inception may be ventilation, energy code compliance certificate, and Performed. other code itemswillbe checked at final inspection. If you plan to have the project finished in phases, you'll have to revise the permit to remove anything that won't be completed. For example, if the project ha two bathrooms, and'the second will be finished in the future, revise the permit in the office to indicate the second bathroom will be finished in the future under a separate permit. Approval to occupy a residence will not be granted until the permit has received final approval. The. final buildinginspection will not be performed until all of the other inspections have received final approvals. For example,. if Public Works has .not approved the final inspection for sewer lateral, the final building inspection will not be performed. Special'Inspection: Special inspections are performed • by a third party inspection entity or may be performed by the engineer of record. Special inspections are required for retrofit hold downs and anchors, welding, high- • . strength bolts, . structural epoxy, expansion anchors, epoxy anchors, engineered screws, structural rebar . placement, etc. Give the 3rd party inspection company the Building Dept. address, or email so copies of the inspectionreport canbe sent. A final report from the special inspection company to verify all of the special inspectionswere performed and met the specifications • will be required for complicated projects 'requiring several inspections. Geotechnical Inspections: Geotechnical inspections may be required for verification of soils, soil density, soil compaction, verification of backfill material, verification of . drainage systems, retaining .wall placement, etc. The geotechnical inspections are performed by a 3rd party entity with expertise in the field. Give the 3rd party inspection company the Building Dept. address or email (jeannie.vaughn@ci.bremerton.wa.us) so copies of the inspection report. may be sent. A final report from the geotechnical inspection,3rd party will be required to verify all of the geotechnical inspections were performed and met the specifications for complicated projects requiring several inspections. Fire-Rated Assemblies: An inspection of a fire-rated assembly is performed for all portions of the assembly. • The framing inspection must verify the framing complies CITY OFBREMERTON DEPARTMENT OF COMMUNITY•DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST • 18 c • Prescriptive Foundation Details For Typical Light Frame Constructed Buildings . Assumptions for this Detail: Minimum 1/2"diameter anchor bolts, .. - * Conventional light-frame spaced 6'-0"on center and embedded at - construction least 7" (4'-0"on center if over 2 stories) I *Wood or other light siding with 3" x 3"x 0.229" galvanized plate *1500 psf soil bearing capacity washers and within 12"of each end'of . *Group I, II, or III soils each sill board. *Backfill no closer than 6"to-top of wall . K *Walls must be laterally restrained _ > _ 6 - . at the top and bottom of wall A t '+ + • 05 #4 Horizontal bars spaced 18" on , + +4.++++ _z�_ Vertical bars at . center. Top bar must be within 7"of ' + + + , J rleast 2"from the the top of the wall to engage the + {+++++- _--;-::1-1 inside face of o 1 a_n- anchor bolts "A". Distance oelow gra.. -" the wall but not o =`:j more than 3" in Z Vertical bars spaced per the schedule below + + +++r rn - 4 + + + _'- , an 8'°"thick wall a) or in accordance with Table R401.1.1.1(5) ` + + + -`- i L Ts Bars must be hooked at the + + + + _,<a-�-= i° connection with the footing 4-++F+ +++++1:7;-:1;--::::- -,I- _° Reinforcement placed in concrete forms + + _=1- y shall be at least 1-1/2"from the edge �,8, i`+T F-'4. 7_,,,, ,-,0' j' 2-#4 horizontal rebar where the concrete will be exposed to L+L , continuous throughout the earth. Where concrete is placed against • entire footing, spaced at • earth, there must be at least 3" °1<—E I least 3"above the bottom clearance. �I "C"- Minimum Requirements for Foundations Supporting Bearing Walls Number of Floors "E" "A,. "B"' "C" Minimum Supported by Minimum Stem Depth to Bottom Minimum Footing Minimum Footing, Footing Foundation Wall Thickness of Footing Thickness . Width Reinforcement 1 6" 12" 6" 12" • 2 -#4 Bars Cont. 2 6" 12" 6" 15" 2 -#4 Bars Cont. 3 8" 12" 8" I 23 2 -#4 Bars Cont. Minimum Wall Reinforcement (Grade 60reinforcement steel) -_• Minimum Wall Maximum Wall Horizontal Reinforcement Steel Vertical Reinforcement Steel* Thickness - (E) Height- (D) "6" 24" 1 -#4 Bar #4 bars (a? 48" o.c. 6" 36" 2 -#4 Bars @ 18" on center #4 bars @ 48" o.c. 6". 60" • 4 -#4 Bars @ 18" on center .#4 bars @ 48" o.c. 8" 48" 3 - #4 Bars @ 18" on center #4 bars @ 48" o.c. 8" 72" 4 -#4 Bars a 18" on center #4 bars @ 48" o.c. 8" 108" 6 -#4 bars @ 18" on center #7 bars @ 36" o.c. 10" 108" 6 -#4 bars @ 18" on center #6 bars @ 36" o.c. * Additional options are available for your specific project. See IRC,Section-R404; as-amended. - CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 19 . • TABLE R404.1.1(8) REINFORCED CONCRETE FOUNDATION WALLS 1'2 MAXIMUM MAXIMUM, MINIMUM VERTICAL REINFORCEMENT SIZE AND SPACING 3'4' ' • WALL UNBALANCED • ALL GROUP I,II AND III SOILS 5 HEIGHT7's BACKFILL ' '(FEET) HEIGHT'(FEET) .MINIMUM WALL THICKNESS(INCHES) ' 5.5 7.5 ' 9.5 11.5 . . 5 4 #4©48" #4@48" #4@48" #4@48 - 5 #4@48" #4@48" •• #4@48" -#4@48" • 4 #4@48" #4@48" . . . #4@48" #4@48" • • 6 5 #4@24" #4@48" . #4@48" #4@48" • .6 ' #5@24" #4@48" #4@48" #4@48" • . • 4 #4@36" #4©36" #4@48" • . #4@48" . 7 5 #5@36" #4@36" #4@48" #4@48" '6 #6@36" #5@36" #4@36" • #4@48" • ' 7 #6@24" #6@36,". #4@36" #4@48" . 4 #4@36" #4@36" #4@36" #4@36„ 5 #5@36" #4@36" #4@36" #4@36" .8 . ' 6 #6@36" #5@36" #4@36" #4@36; #6@24" #6@36" #5@36 #4@36" • •$ DR #6@24" #6@36" #4@36" • 4 DR _ #5@36" #5@36" #5@36 . - 5 DR #5@36" #5@36" #5@36" • . . 9 6 DR #5@36" #5@36". #5@36" • 7 DR• #6@36" • #5@36" #5@36" _ 8 • DR . • #7©36" • #6@36" #5@36" 9 DR DR •• • • • DR DR 4 DR DR #5@36" #5@36" ' • • 5 DR DR #5©36" #5@36 6 DR DR „ #5@36" #5@36" . . 10 7 . DR . DR . #6@36" #5@36 . 8 DR DR #7@36" #6@36"' 9 DR • DR - DR DR 10 DR . DR •. DR _ . DR Concrete shall have a specified compressive strength of not less than 2,500 psi at 28 days. 2. "DR"means a design is required in accordance with ACI 318 or ACI 332. . • , • Reinforcement bars shall have a minimum yield strength of 40,000 psi.(Grade 40) • °'. Vertical reinforcement shall be placed nearest the inside face of the wall a distance d from the outside face (soil side)of the wall where d equals 4"for a 5.5".wall,5.5"for a 7.5"wall,7"for a 9.5"wall and 9"for a • 11.5"wall. The reinforcement shall be placed within a tolerance of+1-'/Z inch. In no instance shall concrete ' cover for reinforcement be less than 1 inch from the inside face of the wall,nor less than 3 inches from the • outside face of the wall. 5- Soil classes are in accordance with the United Soil Classification System. Refer to Table R405.1. Group IV soils require a design prepared by a registered design professional.. . '. Unbalanced backfill height is the difference in height of the exterior and interior fmish ground levels. • Where there is an interior concrete slab,the unbalanced backfill height shall be measured from the exterior . finish ground level to the top of the interior concrete slab. _ . Concrete stem walls not exceeding 5 feet in height,supporting less than 4 feet of unbalanced backfill,are . exempt from the lateral bracing requirements of Section R404.1. ,.8. Concrete stem walls exceeding 5 fret in height,or supporting more than 4 feet of unbalanced backfill,shall • • •comply with the lateral bracing requirements of Section R404.1.(All 10 foot high walls shall be braced in • accordance with Table R404.1(1)as shown for 9'walls with 9'of unbalanced backfilll) ' - CITY OF BREMERTON DEPARTMENT,OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 20 , • Figure 4: Typical Prescriptive Braced Wall Panel (per IRC Section R602.10.2, Method WSP) 4'-0" min. 2-2x Top plates. Stagger joints 4'-0" min. • • • • Nail 16d at 16"oc. • I 2x studs spaced 24"o.c. max. End nail stud • • to top plate with 2-16d nails. Nail stud to sill plate with 4-8d toenails or 2-16d end nail. • Wood structural panel sheathing • • minimum 3/8"thick for studs 16"oc. and minimum 7/16"thick for studs 24"oc. • Gypsum wallboard or other approved interior finish • material inside of wall • 2x Blocking installed against sheathing and • nailed to studs with 16d nails at horizontal panel edges (when sheathing is installed • • " ' horizontally. Nail sheathing at 6"o.c. at Max. ' ' . o • • • • panel edges and 12"o.c. in the panel • ._ • • : • • • • field with 6d for 3/8"and 8d for 7/16" • common or galvanized box nails. • • - V 2x sill plate nailed to joist or blocking with 3-16d nails per 16". • • . • Approved floor system • • • 2x Pressure-treated mud sill . • • 1/2"dia. anchor bolt with min. 7" • • • • embedment spaced 4'-0" on center for a two story building, 6'-0"on center for • a single story building. One bolt within 12"of each end of each piece of plate • • • • • material. 3"x3"x0:229" hot-dipped . . galvanized plate washers are required. Approved Foundation System, Braced wall panels(BWP or ABP) must be located at each end of each bracedwall line. Or, IRC Section R602.10.1.4.1 allows the braced wall panel (BWP)to be located up to 8'.from the end of the braced wall line, provided there is a hold down device at the end of the BWP nearest the end of the braced wall line. Additional options may also be available, See IRC 602.10 for more information:. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 21 • Figure 6: • Prescriptive Alternate Braced Wall Panel (ABW) (per IRC Section R602.3.2) 2'-8"minimum up to 9'high wall 2 - 2x Topplates. Stagger joints 4'-0° min. 2'10"for wall 9'to 10'highI? 99 e Nail 16d at 16" oc • •. •I - Double studs required each end • 2x studs spaced 24" o.c. max. End nail stud • to top plate with 2-16d nails. Nail stud to sill plate with 4-8d toenails or 2-16d end nails. Wood structural panel sheathing minimum 3/8" I • • thick on one side. Nail sheathing to blocking and all panel edges at 6" o.c. with 8d common or 4galvanized nails for one story or 4" o.c. for 1St of 2 ' '. stories, and 12" o.c. at interior supports. •• • 2x Blocking installed against sheathing and nailed to studs with 16d nails. 10'-0°' Max z____.----,r- ____.- • 9_11_-o Approved steel hold down device. - • • • • Install and fasten per manufacturer's 'I instructions. 1800#capacity required for • one story, 3000#capacity required for first of two.stories. • • 2x sill plate nailed to joist or blocking • with 3-16d nails in every 16 inches of plate. •; 1/2" diameter anchor bolts wm7" embedment and 3"x 3"x 1/4" galvanized • square plate washers required. Two bolts ---... ..j.,_ •o . required between 6" and 12" of each end. a �. _ Approved floor system- --....: - ABW installed on foundation LJ or on floor system supported directly on foundation ')c Plywood shown cut away for clarity of detail. ' • i CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT , RESIDENTIAL PLAN REVIEW CHECKLIST 22 • i Figure 5: Prescriptive. Interior Braced Wall Panel . . . . . . . (per IRC Section R602.10.3, Method GB) . .. lik:16.......7,........',-*,77'21 •'I, .,-:.. lip .. ® . . F"."'' . ®• r • • . d . dtie.. ........5°° :.°°.°°‘...\ ;' . . . ■ ■ • • ® o • . ■ / , • • CIN OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT • RESIDENTIAL PLAN REVIEW CHECKLIST • 23 Standard Construction Details • Handrails and Guardrails IRC 311.7.8 & R312 • Open Stair Guardrail Open Guardrail Solid Stair GuardrailB`• r- 6' 36"hunimum guardrail height for dwelling units,42"mu inimm • for commercial and common Top of guardrail for areas of multi-family residential. stairways,except at Ill landings,may have ,//r.' �B t ////.1 - 'r a.height as required -4' . 1 A .t Stair landing or floor level Railing Opening Limits: for handrails(34"-38") • __, (A3 A 6"diameter sphere can't pass through. Guardrail required at �g A 4"diameter sphere • heights over 30" can't pass through. II (C)A 4-3/8"diameter sphere ---- _ can't pass through (at sides of stair treads) Grade or floor level ' v Handrail extensions are required on commercial 1-1/4"mnimum-2-174"maximum and common areas;of multi-family buildings. The a extension length shall be at least 12"horizontally .--,-- beyond the top riser and shall continue \ � to slope for the depth of one tread \ 12" beyond-thebottom riser. L Typical Handrail Shapes • CV 1._±:; e o � IV: 7 I Residential handrails 34"-38" must return to the wall . : 1 or terminate in a 7 I • • balluster or post 1-1/2"min.minclearance ateach end. 7 Handrail may project a /C— O max.of 4-1/2"into • ill required width of stairs Grade or floor level / Handrail Height and Extensions Wall Clearance I Termination CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT - RESIDENTIAL PLAN REVIEW CHECKLIST 24 Emergency Egress/Rescue Opening IRC Section R310.1 Fire Safety -" - - - Bars, grates or grilles may be installed on egress • Many fire deaths happen when people are asleep in their windows if they are equipped with approved release. .. _ home. The Building & Fire Codes require that all • mechanisms that openable from the inside without sleeping rooms and basements have .at least one • use of a key, special knowledge, or a.force greater than openable door or window to allow occupants to escape, that which is required for normal operation of the escape and rescue personnel, wearing full gear to enter the & rescue opening. building for rescue and firefighting. Window Wells Window Requirements Emergency escape windows are not required to have an Egress windows must open directly into a public street, escape route down to grade. However, any egress public alley, window below adjacent grade must have a window well. yard or exit court. The windows may exit to an interior exit court, provided the exit court has a • • Window wells must allow the window to be fully opened passageway that provides exit to the public way. Egress windows MUST: and provide a;minimum net clear opening of 9 square feet and a minimum dimension of 36". • Have a net clear openable area of 5.7 square feet; • (Or 5.0 s.f.for windows within 44" of exterior grade.) Window wells with a vertical depth of more than 44" • Havea net clear.•openable height dimension of 24"; must be-equipped with.a permanent ladder that is usable • Have a net clear openable width dimension of 20"; with the window in the fully open position. Ladder rungs - • Have a finished sill height no higher than 44" above shall have an inside width of at:least 12", shall project at • - the floor; and - least 3"from the wall, and shall be spaced not more than • Be operable from the inside without special " 18" on center for the full height of the window well. • - knowledge, toolsor effort. .. . Minimum Width/Height.„ Requirements (in.). for Emergency Window . Width i 20 ; 20.5 ' 21 21.5 22• Height 41._...._.....................40 39.1 38.2 i 37.3 I I I I Imo- ! M1 idth i 22.5 23 i 23.5 24 ` 24.5 Height 36.5 35.7 : 34.9 ! 34.2 . 33.5 if I 1 I i Width I 25 25.5 26 26.5 ( 27 Fixed P !..._Height •1 32.8 32.2 . 31.6 31 • 30.4 / / (OptIOC !...._Width...Y..27.5n�;_...28.... ..._28.5...-i......._2929.5 9 _ ......._...... -_--..._ ! ... ... . Height 29 8 . 29 3 ` 28.8 28.7 , 28.3 2 Fixed ........ ....._......_..... Pane ................................. ...........1_........ N - =Width..i 30 30.5 i 31 i 31.5 32 (Optional) c - L Height a 27.4 ! 26.9 26:5 ! 26.1 25.7 - \. ! - • `''. .• ! Width i 32.5 j 33 i 33.5 34 ! 34.25 ,, iHeight � 25.324.9 24.524.1 24 \ f 4 CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 25 Wall Construction to Comply with Energy Code figure 3-72 Optional Details Allowing Easy Placement of Insulation - 1 Two Stud Corner_Preferred Option � Double 2 x 6 top 4101111110114110.7 ... � �late:(at exterior 1.141 „,0000 waI I} 2 x 6 corner studs r- " (two stud,corner) 14.1► Drywall clip 2 x 6 bottom . . ,. 111110011111.1111bin't;poi plate Modified Corner Double 2 x 6 top plate (at exterior 4111111 � wall) 2 x 6 corner studs (three stud. corner) 2 x 6 bottom • ;plate MSEC Builder's field Guide,8th Edition,2009 o Washington State University Extension Energy Program Chanter 3-17 i Wall Construction to Comply with Energy Code .Figure 3-13 Optional Details Allowing Easy Placement of insulation 2 Flat Stud Intersection . Double 2 x 6 top plate at . exterior walls 10410101104, ►� One Stud Intersection: Preferred Option 2 x 6 stud (allows Ai 11 1.....----- retowf(tutirand � sheathing) '� **100. . 14W r 2 x 6 exterior .1 wall studs. 1%111",111,� 2 x 4 f� ' framing at Drywall - - interior 4I �` partitions clip 1110. Ladder Blocked �i1 Intersection %.:• .:: `+ • 1 �� . IIFlat 2 x 4 blockingl�r x 6 studsat exterior walls rill 00 i 2 x 4 framing at 110' interior partitions 0 -L ' . ter 3-18 1'v'SEC Builder's Field Guide.8th Edition.2009 ^ 4V'ashingion State University Extension Energy Program CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 27 :4p .„ r2._ Energy Code = I'vai5,iu\l'ir"i9 sm'LlrLT�ll ILR5j,t� S Y�� ./)I �Jl '.01., r r 1 ' lCtTENS riNIENI i GY rRrlGflfdd tt� Insulation Certificate for Residential New Construction Penn it#f: Hcuse address or lot number Walls Blown or Sprayed Fiberglass or Cellulose-Walls Type of insulation: R-Value,per Inch: f.4anufacturer. Coverage Area: R-Value: Bag Count: •li Floor Blown or Sprayed Fiberglass-or Cellulose-Ceiling Type of insulation: R-Value per Inch: Manufacturer. Coverage Area: R-Value: Bag Count: Flat Ceiling/Attic Sprayed Polyurethane Foam(SPF) • • Type of insulation: Density: Manufacturer. Installed Thickness: R-Value: R-Value of Installed Thickness Building Component Installed: walls floor ceiling Single Rafter Joist Vaulted Ceiling' . Type of insulation: Manufacturer. • ,R-Value: Insulation installer: • Company Name: Installer_ • Installer Signature: Date: Phone Number. • waaNngton State Energy Code Reference a••1,1:., 1-e . _ it n I,r :r' v. !: s.... r= •, r.. . R303.1 Identification_M.aterlas,systems and equipment mall be Identited In a manner trot will allow a determna:on of oompllanoe uttn me appllcaole provtsbns or this code. ROCS 1_1 Butlding thermal envelope Insulation.An R-value Idenilhra:on mat snail be apptied by the manufacturer to eacn pleoe of bolding thermal envebpe Insulation 12 lr12 inmes(305 nrnI or grezer In vlam.Alternately„the Insulation Insallers shall provide a.certlaralon listing ire type,manufacarer and Waive.yf nsuxion hstated In each elemert of the building thermal envelope.For Dom 7 sprayed Insulation(fiberglass and cetulose),the Initial Installed hotness,settled thickness,sealed R-value,Ilrtalled density,coverage area and numtle.-or bags Instated shall be listed on the cenlacation..For sprayed polyu rearane loam ISPFj hsuatlon,the Installed thickness C the areas cove.ed and R-value of Installed tnnaness sisal be listed on the certtltcahon.The Insu!a:in Yrstaler snail sign •date and pdsltnecerttncati mIna mn s r.rors location an the Joo Wte • CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 28 r Property Address: 1 Conditioned Floor Area Date I I Builder or registered design professional: . - Signature: ... - - .i R-1••alurs .......... . v Ceiling: Vaulted R- Floors Over unconditi oned space R. .. - Attic R- Slab on grade floor R. Walls: Above grade R- Doors R- - 'C�: Below,int- R — R- ' Below,ext. R- R- V _.. ..U-I•setors and S'HCC M- NFRC rating(or). Windows U- SHGC- "�.. Default rating ru ap`s_r tO WSE6'2):IDS5 Skylights U- SHGC- . "-' ; Chapter 9 Option(%) -_ . Tota!Clip( 9 Credits Heating,Cooling&Domestic Water - ; 4. 11 Ener Ytodde $ _ ��1 s�tuNSEA Urn t�W 1 su ,I �1 i,..-,.-7,,,'.;;;..;.. ,•7/1, Y.-.k' 1 1 t r 'r iE}'EE`J51f1N,c4pitcr RI1 G+AMl;. :i w...ix.ill 1,,.,,...,,.,r„_f,i.::s„ tt.e,R ;,t4i, .yt. ......,jsk.!.,, -arc ,.S_:�«3'. ._?4t P.tf' S,..a".2,'SL....IC i..-,,,..-:,._a.,, .._:n. ..w4... A•_4.,.a. .. Duct Leakage Affidavit (New Construction) _. Permit House address or lot number. City Zip:, Cond.Floor Area(fr): Source(circle one): Plans Estimated Measured 0 Duct tightness testing is not required.The total leakage test is no:required for ducts and air handlers located • entirely within the building thermal envelope.Ducts located in crawl spaces do not qualify for this exception. Air Handler in conditioned space?0 yes 0 no Air Handler present'dwing test?❑yes 0 no Circle Test Method: Leakage tc Outside . Total Leakage Maximum duct leakage: Post Construction,total duct leakage:(floor area x_04)= CFM@25 Pa Post Construction,leakage to outdoors:(floor area x_0)= CFM(g25 Pa Rough-In,total duct leakage with air handler installed:(floor area x._lkl)= . CFM.^ga.25 Pa Rough-In,total duct leakage with air handler not installed:(floor area:x..03)= CFMi 25 Pa • Test Result: CFML:25Pa Ring(circle one if applicable): Open t 2 Duct Tester Location: Pressure Tap Location: I certify,that these duct leakage rates are accurate and determined using standard duct testing protocol. Company Name: Technician: Technician Signature: . • Date: Phone Number CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT ' RESIDENTIAL PLAN REVIEW CHECKLIST 30 ' a a r • M i EnergyCodk. e �'`` r : �� �`' '��;I�il �j ��lt?��j4 Ji\i 1'(,E�`�111��r. .;4 C, G' Duct Leakage Test Results (Existing Construction) Permit#: House address or lot number City: . Zip: Cond. Floor Area (ft= : • 0 Duct tightness testing is not required for this residence per exceptions Listed at the end of this document Test Result:. OFM@25Pa Ring (circle one): Open 1 2 3 • Duct Tester location: . Pressure Tap Location: certify that these duct leakage ratesare accurate and determined using standard duct testing protocol • Company Name: • Duct Testing Technician: Technician Signature: Date: Phone Number. WaehIngtan State Energy Code Reference: Plea-43_1 PaecharSail Systerais:Wher.a space-coriiiaohing system is axeredtry,the instelationar:relacern err.thr:5ace-cancitiming equpment?inchain; repacernent d.tele air tient er,outdoor Ponders:4'4 Ltd*,ata split:y—tem air concitioner or her Fc1np,co in cl heath;coil,or the R.rnace her.exllarserj, :re ct t."r tem that is oonnecec to the new or replacement Tate-conditioning equipment shell oe to eC es speo'ied in RS-33.The test re:L1t.Mall e cnsiiieee to the ouildin;ofti•ie i anc the ihcrneawner- Eseptions: i cat stemIvy:tens that are riccurner.:ec to!have teen 7e.io z y seated as con frimed tr.-cispi het verification and,diayno ti_tesCrg in acc-tlan a is. oroecc.-eo in RS-33. • 2. DJ=with Iessthan 42lirearfeet ir unccndhioiled:oases. 3. xastir, e'. t system:constructed,incl:ated or Yaee with as De-Am. 4. xci:ior_c. that 710:quare feet. RCJIUCIV I1ML r LnIV RC V1CVV tir7CL n.L1J I 31 _Simple Heating System Size: Washington State G this heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code(WSEC)and ACCA Manuals J and S.This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling loads. a', The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area wei hie average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. /8 Is;d 4 r"'� ,,� Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the dr,p#d�owcns;,for.eachis ct or ^v „, some values will be calculated for you.If you do not see the selection you need in the drop-down options,please call the WNS!IJ Energy ExtensioN 0 I I,,,y 57% 't Program at(360)956-2042 for assistance. :y A i� p �� : Project Information Contact Information �`' 1 4 ,^ ` ees):one at 231 f3aysidiS �3 '<" , Freestone Comganres&82Q iQth O•tit:�f r 4f1 4-1`A:" ':;_ "�" y ca �� 3 4'7 : 253`8961300 2 4,i nr , ,?,., .3 ,r.r 9� s Vii:; . ..( " WRick@Fr necom paneSco171, . , '"' " Heating System Type: QQ Forced Air Furnace 0 Heat Pump ) Vc0 ' To see detailed instructions for each section,place your cursor on the word"Instructions". 4 Design Temperature instructions L.,;..=u __. _,i.__,. _... ..;t Design Temperature Difference(AT) 41 Bremerton AT=indoor(70 degrees)-Outdoor Design Temp ro Area of Building Conditioned Floor Area instructions Conditioned Floor Area(sq ft) ,1.•X2,313 Average Ceiling Height I Conditioned Volume ' instructions Average Ceiling Height(ft) ' :,8.4 19,522 Glazing and Doors II U-Factor X Area = UA . instructions '' 0.30 ki 451,_,; lz 135.42 Insulation Attic P, U-Factor X Area = UA Instructions R 49 - - 0.026 �1, 02- 33.85 Single Rafter or Joist Vaulted Ceilings U-Factor Area UA instructions j.!.T-----,�¢ �� "u No selection i Select R Value 7', Above Grade Walls!see Figue 1j U-Factor Area UA instructions '," 'L- `'''''. R-21 7� 0.056 2,317;" »» 129.75 Floors ' U-Factor • Area UA instructions __W..................:.,_.........._,z m,,.,..._.,a. .� ry 0.0291379 39.99 R-30 ��,'' Below Grade Walls(see Figure 1) U-Factor Area UA instructions Select R value ;,`r No selection Y,'''' ,-(34%1,K,;;:, --- ' Slab Below Grade(see Figure 1) - F-Factor Length UA Instructions Select aem 7< �- conditioning No selection Slab on Grade(see Frgure I) F-Factor Length UA Instruct€ons Select R Value . No selection <F �_ Location of Ducts instructions —,-,.,40.4..:=2„%::„..,g:.:::r.:4„.„t.. ..,.::,...:..,,..,..„„,„„ c. Duct Leakage Coefficient Unconditioned Space Y 'p 1.10 Sum of UA 339.02 Envelope Heat Load 13,900 Btu/Hour Figure 1. Sum of UAX AT Air Leakage Heat Load 8,644 Btu/Hour 1, I VolumeX 0.6XOTX.018 AboveGrade : , Building Design Heat Load 22,544 Btu/Hour Air Leakage+Envelope Heat Loss ; • .‘ -,: - 1111 'Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information alr40*:" 3401Fl,r, 21: , .` ; � L1 Free t2f ;682Q 2,tk.1St Eelfe 24 s,,Y �9 k�F SIM \& ,,,;,,..:.;;;;.4,4::: '� w 6�a � `253 896��0 € 1y y ^ , .,.x1 _4.., l tck fr s one ait7p�.iT.2es,,n :�4 . A_, This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size ofithe structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date .: All Climate Zones 2.. L ;. . ..........�,« . 111 : , . ,111:: ._ .�� ..�,x,.. R-Valued. U-Factord Fenestration U-Factor° n/a 0.30 - Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a a i -�:A, ?ate• w . Ceiling . 49' 0.026 era v i it!.. I s l; Wood Frame Wall9�"�' 21 int 0.056 RAI - ,i" J Mass Wall R-Value' 21/21n 0.056 AUG 1 4 2014 Floor 30' 0.029 Below Grade Wall°" 10/15/21 int+TB i 0.042 : . City of.Bremerton DCD Slab°R-Value&Depth 10, 2 ft n/a L.=- *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses,as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑1.Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. Li2:Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3, including additions over 750 square feet. []3. Large Dwelling Unit: 2.5 points . Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary • Option Description Credit(s) 1a Efficient Building Envelope la • 0.5 1 b Efficient Building Envelope lb 1.0 ri , 1c Efficient Building Envelope lc 2.0 0. 2a Air Leakage Control and Efficient Ventilation 2a 0.5 - 2b Air Leakage Control and Efficient Ventilation 2b a 1.0 0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1, 0.5 L, 0.5 3b High Efficiency HVAC 3b 1.0 D ., 3c High Efficiency HVAC 3C 2.0 0 . 3d High Efficiency HVAC 3d 1 1.0 7' 4 High Efficiency HVAC Distribution System - 1.0 [^ 5a Efficient Water Heating 0.5 Li 5b Efficient Water Heating 1.5 D . . 1.5 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 2.00 *Please refer to Table R406.2 for complete option descriptions tittp://www.energy.wsu.edu/Documents/2012%20Res%20Energy.pdf ii Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci .=continuous insulation, int .= intermediate framing. 'a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is i less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value'specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm-humid locations as defined by Figure R301.1 and Table R301.1. . 11 g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior,continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. ' 11 The second R-value applies when more than half the insulation is on the interior of the mass wall. il For single rafter-or joist-vaulted ceilings,the insulationjlmay be reduced to R-38. k Int. (intermediate framing) denotes standard framing 116 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from meaurement, calculation or an approved source or as II specified in Section R402.1.3. . kii Zi.;,, Window, Skylight and Door Schedule _ �# 7.1 Project Information Contact Information i Free0tn 07,106y4ide Rleri:231 R i Freestone Companies=6820 E„k 4 984 . . x' lW 253'896 1300 Rick Crce11253;38146080 , , '.< t f l„ : .. C *, Ai 4,..;� iii i t Rick©Freestones mpepies cati : Y te' City of Bremerton, v� ,.,A Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) g; ,, ' ; € lag t„ L6;� 1 it 17.8 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) ::',,,,,',:•.,..,;-,42,„•..:,44. -d. A �, 0.0 0.00y , aa Vertical Fenestration (Windows and doors) Component . Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA 4 ,, K1�C Fntry dc%pr R .$10 :." 'fEtt, ...4',46 le 6 s, 20.0 3.20 2' inyliLowt Aa gime l i try d t ',NFRC, 0 30 2. 2. 5' 20.0 6.00 � 2 G, iii ia'6, ;;.)"'arg'rbn Entrya ' NFRC' 0 30 ,;,.• r.g1 itZ!Zi,: 1;-ii7.7 2.30 - � � �� dna""". �4�` � "�1 e�.�� i, "-1 �ai'64157V' �+s�t`� . '� t� 3,� � .e .'r Gtz V nye tL) Aargonet�ntryN t •* hIFRC 6 30 r� 2 441�,�6 24.0 7.20 Z., N 2:0T Vrnylww MTt eTF*ily :; r 66.0 19.80 2 Oiz*:*awfi^E:` f:V6e bi�SGat 'lFRC 0.0,'!f.:,,;:,,.. it'll64.0 19.20 '3.fb zit fid E Aargcifit Din �r� NFC:0 30 v 1 ''''6 5� 'fi 33.0 9.90 z lt4it'G inyi„L o E arg©neeMbath NFR0 A'', .:6. Rti, 1 *;, 16.0 4.80 :* 2�2:Ninyt L aw�Aargone MBath NFRC 0 30 .: 1 ? 2 •47.47;?,41-7,' 8.0 2.40 p-S 2 G1,K.V TO*E Aa gone MBR WO:NERC 0.1'3,0-140 1 -4 5 4ViAV s° , 22.5 6.75 ' 2 0,49 rry.Pt*i.a4.11gr 10ii. tilif .`NERC 0 30 Ail'4'4 3'„ ,x„: 3t .,.a 9.0 2:70 ' . .. .-,_: .. t t '..tnyl,l ow1F fi rgcsne 01$476 NERC Ob! ' 4:z ,i,,,,,5,::. 2, 16.0 4.80 :4 °31:00ny[r w i ir4i6r4 of - iciARG 30 ;1 5 20.0 6.00 i � n rll(�a •-••••• ,,,...:-...1„,,..„-r.,.4 oei i-t1t �'NFRC 0 301.' 1 4 1 4.0 1.20 � '�^�i �a r J u �5»°�r 'vim"' a� �� �.* .g � � ,� G( 5rnyt • akar one!_ndryk, � NERC 030 1 2 4 8.0 2.40 OI,z tnVi oa Aiiiarrg s-ae si i : arik ro361 5• 4i 60.0 18.00 I *L2L 1 'iO9:lt*t Aarg ff Den. d NERC,0:::0;;;:;i'Aiiii tiii& ..ai ttlinif27.5 8.25 2!' iz V n Poi+u ;' r inn F P?ie ' '1 FRC 0 30r ` 2 2 2M43 8.0 2.40 rn, r ,,.,s .. . 4R 4 ,, 0.0 0.00 NO W.,. .� , ^,.n - i. Wow,4 0.0 0.00 aZ'� 4- 'n`.� ^kir§°5 5 eE.. F "ttr 5;,„ 'r k`���' '• '° Y a 2 ,14 .it,4nt ; ikti r. .k z ��• t`9 zrAil*Me �.... 0.0 0.00 N06 mtpx4,wor � �F�-� • �:.: Fx��x.;'S��y�1.�,,,,:•.,- <,..a '?w,..+r.� . `9`�40 s-,�S+= ,..� Y CRs, rt.�,., ani? ���� rd5,..:; 0.0 0.00 'aN , .4', r.n.41, Vki. k.,aggiic• » .,,,,w . ' xxca , i 0.0 0.00 ,„<„, s` rr Y 3 "�;4RMI-Via4 1¢ � z v "" r � �4y �firrr >1Aoag. �%,4 �,� , 5 _ � � 0.0 0.00 41. � 0.0 0.007r � w T x o , ,, K rOV• v 11, 0.0 0.00 4 z$1 * l ' r.. r t 0.0 0.00 �� *Nw ;` 0viler mtt ` *. - Rbc W 0.0 0.00 �v 'YK,IS II 00 000 ` : 4 � �,.1,.-.; , � i te . . 0.0 0.00 gF�^ 'AvJ✓�0 ' M vQ k • ` �b� '4.117r4 ti aVik . a A . �44 � L.� < �. 0.0 0.00 �,.,a*i ''• ° .11•a.,s i*h�.',41.4 r,4 � r� n . --',,,g4.4 ' �°giff® � 4 ?y,.•u,w 1 • 0.0 0.00 '' "e 4t�S`.) s1`�' �,3 i� **:11.,..,,A,,,f}*�, a 'A G , t ra 3 - .eek • 00 000 1,1,4-M,., tot :.. �m N,t5 »� ; Vj9 1, § x 4v. S i„ ` w. .A, : '... As , , ,,, K• .,a ,R4-45t.,° .. ,V 00 0.00 �12Cmellyid %relk*0 � 0.0 0.00 . mf' � 0.0 0.00 � *�a 0.0 0.00 110 ` r g;, °x , 3 Ba a � 00 000 t 0.0 0.00 ••,,,,,,,,,,r.•+��g$Y�� �- ��'t � "'��^ *=rza�� � �a + ,. car� �' 0.0 0.00 � � �� � �� � 0.0 0.00 �.�a �.R«a. ; �s :3 , .�, d .� .., ._ .:,. k_ ,dry %3''3 � �., _..,.. 0.0 0.00 Sum of Vertical Fenestration Area and UA 433.7 127.30 Vertical Fenestration Area Weighted U= UA/Area 0.29 Overhead Glazing (Skylights) Component Width Height Description Ref ,U--,--::::#47:-.factor Qt ,c77:2. eet Inch Feet Inch Area UA x k � � � 'y „,,,„,,,,,A1/4.,,,,-,rE �� ;y ,k1;,44-..1 4 4,A, 0.0 0.00 • kx„ 'A'�, � a r i�.,�� ” � .", .% , ' �� _ 0.0 0.00 0 00 �,v v � a H�r ' s � • . krx Z V),,n,; aS`` 0 0 0 00 ' v i a • �x 'aa&az.cf a" s r < .Y te � , a . 3� � 0.0 0.00 a > i ray �� 33�, • � m°,, ��n�...'%�.,s.� �,' ,z.; :' m•,,,, 0.0 0.00 Sum of Overhead Glazing Area and UA 0.0 0.00 Overhead Glazing Area Weighted U= UA/Area 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 451.4. 127.30 IAI +°L �` WELLER CONSULTING ENGINEERS,P.C. AUG 1 11 2014 `_Li 21925 8th Place W• Bothell,WA 98021 • Ph(425)488-9868 • Fax(425)486 z 6715• wcengr@comcast.net - L City of Bremerton, DCD 4 TO: City of Bremerton Building Department August 4, 2014 Plans Examiner RE: Plan 2313 Weller Consulting Engineers, P.C. Job# 14-035 This plan may be used as a"basic"plan on any lot in the plat of"Bayside" located in the city of Bremerton by Freestone only provided that the site does not exceed the following criteria. Wind speed 110 mph-V ult Exposure B Seismic Category D Snow Load 25 psf The cover sheet provided by Weller Consulting Engineers,P.C. does not have to be an original. Weller Consulting Engineers, P.C. assumes full responsibility for the structural design. 1>I+/?4. / 4�r WAs , —.. to'i• trk,- 9 By: "--,-, s A0 aolio ---.._- Mark F. Weller, P.E. �� is ° b►srz��v ��w� President • ,slots L r6� IE) 4 04/25/(I— 1 r Sy /\ • • STRUCTURAL DESIG FOR AUG, 1 , 2314 PLAN 2313 City of Bremerton, DCD BREMERTON, WASHINGTON NOTE:This stamp applies to the members and assemblies described in these calculations only and is only valid if it is a wet stamp. S/zc.A4 Q-` csw :, Asx. 4010 910 4%, 44, 4 ra rRti �' sitnrtrL [EXPIRES 04/25/,r B WELLER CONSULTING PROJECT NO. 14-035 21925 8TH PL W DATE 05/26/14 BOTHELL, WA 98021 PREPARED BY Mark Weller, P.E. (425) 488-9868 (425)486 -6715 FAX DESIGN CRITERIA PER THE 2012 INTERNATIONAL BUILDING CODE EARTHQUAKE PER SECTION 1613 Design Per ASCE 7-10 Section 12.8 Equivalent Lateral Force Procedure Base Shear: V=Cs * W Cs=Seismic Response Coefficient W=Effective Seismic Weight Site/Project Specific Design Values: Ss= 1.55 per USGS Si =0.54 per USGS Site Class D (Default) Seismic Design Category D R=6.5 from Table 12.2-1 Risk Category II from Table 1.5-1 Ie= 1.00 from Table 1.5-2 Cs=0.1590 per Section 12.8.1.1 WIND DESIGN PER SECTION 1609 (Allowable Stress Design) Design per ASCE 7-10 Section 28.6 Design Wind Pressure: Ps=X, * Ie* KZT *P530 where: X.=Exposure Factor KZT=Topographic Factor Ie=Importance Factor PS30=Base Design Pressure Site/Project Specific Values: Basic Wind Speed= 110 mph(V„i,) X= 1.00 Exposure"B" (<30') "Urban Clustered Area KZT= 1.00 Ie= 1.00 PS30=see ASCE 7-10,Figure 28.6.1 STANDARD DESIGN INFORMATION The information described below is to be used unless otherwise noted on the plans WOOD DESIGN per Section 2301,Allowable Strength Design,AF&PA SDPWS 2008&AF&PA NDS 2012 when applicable;per 2308 Conventional Light-Frame Construction MINIMUM NAILING REQUIREMENTS per Table 2304.9.1 ANCHOR BOLTS: 5/8"0 x 10",A307 or better,w/7"min. Embedment. V= 1.6 x 860= 1376#/bolt CONCRETE DESIGN per Chapter 19&ACI 318-11 Concrete: re=2500 psi Rebar: fy=40,000 psi MISCELLANEOUS HARDWARE SIMPSON Strong-Tie Connectors or equal SHEAR WALL SCHEDULE (SEE ANSI/AF& PA SDPWS-2008 Table 4.3A&Section 4.3.3) All shear walls to be sheathed from top plate to bottom plate. Block all panel edges. Nail spacing is for all panel edges. Space nails @ 12"o.c.along intermediate framing members. SW-6 v=350 plf 7/16"OSB,w/8d(0.131"0)common nails @ 6"o.c. Anchorage(interior walls only)to SINGLE joist or blkg below: 16d(box)@ 4"o.c. SW-4 v=560 plf 7/16"OSB,w/8d(0.131"0)common nails @ 4"o.c. Anchorage(interior walls only)to 4x(min.)BEAM or blkg below: 16d(box)@ 3"o.c. NOTE: use min 3" nominal studs @ adjoining panel edges SW-3 v=715 plf 7/16"OSB,w/8d(0.131"0)common nails @ 3"o.c. Anchorage(interior walls only)to 4x(min.)BEAM or blkg below: 16d(box)@ 2"o.c. NOTE: use min 3" nominal studs @ adjoining panel edges SW-2 v=950 plf 7/16"OSB,w/8d(0.131"0)common nails @ 2"o.c.(staggered) Anchorage(interior walls only)to 4x(min.)BEAM or blkg below: x 4 y" SDS SCREWS @ 3"o.c. NOTE: use min 3" nominal studs @ adjoining panel edges The shear values above are based upon the use of 8d common nails with a full head,a shank diameter of 0.131",and a minimum penetration of 1.375". From Table 4.3A use 15/32; 8d values with a 0.93 reduction for Hem-Fir& 1.4 increase for wind. 1661 0 16"O.C. SHEAR WALL EDGE 1111 NAILING rlRIM JOIST �ILOCATE SHEATHING JOINT c t COMMON MEMBER SHEAR TRANSFER 0 EXTERIOR WALL DETAIL _ LI CO CO N (D 0 (D O 0 0 CO 0 CD p O O coLO CD U) CO N CO M e- V. 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QU (n2 O a� 2 < (,) (u ON II aNN 3 " •) � N o NM �t � (O Q Q > M II O N U C Y t C - It W Q = II > Li- > O O U > © .. d > Eo- Y-- O II wwZf•• WeC > m > Z = 6C = 0 —Li mow — aw — 0 (7 wC it2LLJX MCC 2 u_ E2 n u 2 !-1 Z 2 0 I IF A, rf 4 I \ 3 - _ freCC 0 SHEATH TRUSS, PER SW-4, L= 12', � (t-i) SEE DETAIL B C11- O CS16 TO BEAM BELOW 1 1 0 DOUBLE CS16 TO DOUBLE I JOIST BELOW -0 ®. ® I CS16 TO RIM BELOW I O CS16 TO WALL BELOW — — 0 ❑I I❑ NOTE: ALL EXTERIOR WALLS & GABLE ENDS TO BE SW-6 U.N.O. UPPER FLOOR SHEAR WALLS 0 LcP 1' '0 I, ,I ./ 1 fl MAL i 3 S1)410,14-RXt TYR / , --/--- ( f±:. REQ 'e s.IC. N cri 0 00 00 (9 :11 y 10 BLOCK ROOF SHEATHING _ r . _ PANEL EDGES THIS AREA ' 0 PROVIDE 8d @ 4" O.C. ROOF SHEATHING TO VENTED BLOCKING I i O3 BLOCK UPPER FLOOR SHEATHING �� 81 M 11 PANEL EDGES THIS AREA PROVIDE 10d @ 4" O.C. UPPER t FLOOR SHEATHING TO BLOCKING i ' I, ►.1-4milli ' 0 ADD (4)A35 BLOCKING TO WALL TOP PLATE l 0 © EXTEND GARAGE DOOR HEADER TO ___) ' CORNER, PROVIDE NAILING PER DETAIL C ( A HTT 5 MAY BE USED IN LIEU OF AN 1 , STHD14RJ HOLDOWN, SEE DETAIL D 1 ® HDQ8, SEE DETAIL EU i o i \ It-'7-7 -54-i um tm NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.O. MAIN FLOOR SHEAR WALLS •1 Li v 3 f fa 14 P4 MI 0 Imo— - -,i. 41-KT,7y? ( SGS. 1.JbTE 0 a o / / ®S 0 CONCRETE STEM WALL TO BE 4'-6" MIN. ABOVE GARAGE SLAB 0 3"x 3"x 1/4" PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE SHEATHING bit? MI 0 A HTT 5 MAY BE USED IN LIEU OF AN STHD14RJ HOLDOWN, SEE DETAIL D ® SSTB28 FOR HDQ8 ABOVE, SEE DETAIL E 2 0 0 ❑ 00 ❑ 0 NOTE: USE 5/8" 0 ANCHOR BOLTS W/3" x 3" x 1/4" WASHERS (ai 5'-0" O.C. U.N.O • OA (4) 5/8"A.B. REQ'D FOUNDATION PLAN WELLER CONSULTING JOB NAME PLAN 2313 W CENGINEERS,P.C. JOB NUMBER 14-035 PREPARED BY MW DATE 5/26/ 14 SHEET NO. Lb OF L.9 21925 8TH PL W• BOTHELL, WA 98021 PH. (425)488-9868• FAX(425)486-6715 Sc (0.131)@ S"O.C. ROOF SHEATHING TRUSSES PER PLAN Al� SHEATH TRUSS PER SW-4, Sd (0.131) @ 6"O.C. PROVIDE INTERMEDIATE ROOF SHEATHING FRAMING A5 REQUIRED i Sd (0.131) @4"O.C. 11 'jr-r., it„- \„ 2861x _(0A.1 (0.131AS RE) @ QUI4"ROE. ,I• VENTED BLOCKING J G' H1 @ 24"O.C. 7 SHEAR WALL PER PLAN DETAIL A DETAIL f3 . W WELLER CONSULTING JOB NAME PLAN 2313 ENGINEERS,P.C. JOB NUMBER 14-035 PREPARED BY MW DATE 5/26/ 14 SHEET NO. L9 OF (-9 21925 8TH PL W• BOTHELL, WA 98021 PH. (425)488-9868 • FAX(425)486-6715 " WINDOW/POOR (2)2 x_HF#2 STUDS FRAMINGI HITS HOLDOWN ESSTB16 WINDOW/DOOR C HEADER 1.1 I. . . I. . RIM JOIST W/SOLID BLOCKING \ PROVIDE (2) ROWS OF k8.c1@ 2"O.C. SHEAR / SILL PLATE WALL TO HEADER IIIIIIIMMIIIIIII _— Eli v_ .......E__ . 4 CD 416 4 4 El J 4 J Q ° d DZ e Q W S W DETAIL D U W u_ tL W 4x6DF#2 HDQB HOLDOWN 5511328 I P.T. SILL PLATE DETAIL C Es 6a E. d a E. d d ° ° DETAIL E v/ 0 r ' (4\ifjr-- t ® O, 1N c LL I I Ii - DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER DI ILl NOTE:PROVIDE(2) 2 X POST A ALL HIP MASTERS & GIRDER TRUSSES U.N.O HEADERS: 4 x 8 DF # 2 U.N.O. NOTE:PROVIDE(1) 2 X TRIMMER @ ALL HEADERS U.N.0 ROOF FRAMING PLAN C 1 I 1 E* 1 1 1 r .. ........ne, , 1 1 1 DESIGN LOADS: II) � ( 1 FLOOR DL = 10 PSF II I LL = 40PSFI` r 1- --.1 --j ► � JOISTS: 2x12HF # 2na 16" O.C. CZ NOTE:PROVIDE LUS28 HANGERS C� ALL FLUSH FRAMED ENDS , 1 HEADERS: 4 x 8 DF # 2 U.N.O. 4?) nli G' iri NOTE: PROVIDE(1) 2 X TRIMMER i o f i 111 @ ALL HEADERS U.N.O H1: 5 1/8 x 15 GLB (24F-V4) 1 H2: 4x10DF # 2 U H3: 5 1/8 x 9 GLB (24F-V4) BEAMS: 7. �C.. NOTE: PROVIDE(2) 2 X POST - @ALL BEAMS U.N.O. NI _ -0 B1: 3 1/8 x 12 GLB (24F-V4) Y 'l B2: 3 1/8 x 12 GLB (24F-V4) nt B3: 5 118 x 10 1/2 GLB (24F-V4) - 'i, ( 11 j y7-1 B4: 6 3/4 x 16 1/2 GLB (24F-V4) i B5: W8x28 B6: 5 1/8 x 10 1/2 GLB (24F-V4) 1 B7: 5 1/8 x 12 GLB (24F-V4) C.'S.' .) B8: 5 1/8 x 9 GLB (24F-V4) " COLUMNS: C1: (3) 2x6HF # 2 C2: (2) 2x6HF # 2 i C3: 6 x 6 P.T. W/AC6 & AB66 kf) t---a(----,F___, A_ C4: 4 x 4 P.T. W/AC4 & AB44 C5: (4) 2x4HF # 2II C6: 4x8DF# 2 — _ (‘) — HANGERS: 1 ' HI HGR1: HUC410 1/_\._-11 Ian NOTE: PROVIDE (2) ROWS OF 1/4" x 4 1/2" SDS �'� I"- aC SCREWS @ 16" O.C. LEDGER TO RIM AT ALL TRUSS LEDGER CONNECTIONS NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO.FOUNDATION FOR ALL PT. LOADS ABOVE UPPER FLOOR FRAMING PLAN v Irl i• is II 1, 3 I, Iy I6 DESIGN LOADS: FLOOR DL = 10 PSF I LL = 40PSF r Ii _ JOISTS: 2x10HF #20, 16" O.C. �'. NOTE: PROVIDE LUS210 HANGERS (a• ,q , ALL FLUSH FRAMED ENDS I C BEAMS: 4x8DF # 2U.N.O. i. , I NOTE: PROVIDE 4 x 4 POST 1 @ ALL BEAMS U.N.O. ill PROVIDE 4 x 6 POST il 1 X--f @ ALL BEAM SPLICES U.N.O. ! ,.�:•• I '. COLUMNS: C6: 4x8DF #2 `• x y • it- e' } T NOTE: PROVIDE SOLID FRAMING L: IN JOIST SPACE TO FOUNDATION .•� ,21 FOR ALL PT. LOADS ABOVE '• '' O a a MAIN FLOOR FRAMING PLAN WELLER CONSULTING' JOB!NAME PLAN 231,3' W C ENGINEERS, P.C. JOB NUMBER 14-035 PREPAREIY.I3Y MW DATE 5/26; 14 SHEET NO•V# OE 21925 8TH PL; W• BOTIJELL,.WA 98021 PH. (425)488 9868 • FAX(425)486-6715 3/8" 0 CARRIAGE BOLTS @ 32" O.G. EACH SIDE OF THE WEB (2) 2x4 HF # 2 TOP PLATE AS REQUIRED =t ►_R (TO MATCH FLANGE WIDTH) STAI SI 3/5" 0 CARRIAGE BOLTS 32" O.G. EACH SIDE OF THE WEB 2x4 HF # 2 TOP PLATE A5 REQUIRED (TO MATCH FLANGE WIDTH) 2" FOR RIM JOIST OR HDR �= PER PLAN STEEL BEAM PER PLAN rmI 3/8" 0x6" LAG BOLT EACH SIDE OF WEB WALL OR POST PER PLAN SETA I I S2 V5 BeamChek v2014 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 ROOF FRAMING TYPICAL HEADER Date: 5/24/14 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.9 in2 R2=2.9 in2 (1.5) DL Defl= 0.04 in Data Beam Span 5.5 ft Reaction 1 LL 1136# Reaction 2 LL 1136# Beam Wt'per ft 6.17# Reaction 1 TL 1832# Reaction 2 TL 1832# Bm Wt Included 34# Maximum V 1832# Max Moment 2519'# Max V(Reduced) 1429# TL Max Defl L/240 TL Actual Defl L/720 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl (in) LL Defl Actual 30.66 25.38 0.09 0.05 Critical 22.47 10.36 0.28 0.18 Status OK OK OK OK Ratio 73% 41% 33% 26% Fb(psi) Fv(psi) E (psi x mil) Fc i(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le =0.00 Ft Loads Uniform LL:413 Uniform TL: 660 =A Uniform Load A 0 0 R1 = 1832 R2= 1832 SPAN=5.5 FT Uniform and partial uniform loads are lbs per lineal ft. • • v BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING TYPICAL JOIST Date: 5/24/14 Selection 2x 12 HF#2 @ 16 in oc Lu=0.0 Ft Conditions NDS 2012, Repetitive Use Min Bearing Area R1= 1.3 in2 R2= 1.3 in2 (1.5) DL Defl= 0.13 in Data Beam Span 16.0 ft Reaction 1 LL 427# Reaction 2 LL 427# Beam Wt per ft 0# Reaction 1 TL 533# Reaction 2 TL 533# Bm Wt Included 0# Maximum V 533# Max Moment 2133'# Max V(Reduced) 471 # TL Max Defl L/240 TL Actual Defl L/411 LL Max Defl L/360 LL Actual Defl L/566 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 31.64 16.88 0.47 0.34 Critical 26.19 4.71 0.80 0.53 Status OK OK OK OK Ratio 83% 28% 58% 64% Fb(psi) Fv(psi) E (psi x mil) Fc.i(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 978 150 1.3 405 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 53 Uniform TL: 67 =A Uniform Load A R1 =533 R2=533 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. V7 BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING TYPICAL HEADER Date: 5/24/14 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.8 in2 R2=2.8 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 3.0 ft Reaction 1 LL 1100# Reaction 2 LL 1100# Beam Wt per ft 6.17# Reaction 1 TL 1719# Reaction 2 TL 1719# Bm Wt Included 18# Maximum V 1719# Max Moment 1289'# Max V(Reduced) 1027# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear(in2) TL Defl(in) LL Defl Actual 30.66 25.38 0.01 <0.01 Critical 11.50 7.44 0.15 0.10 Status OK OK OK OK Ratio 38% 29% 9% 8% Fb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:413 Uniform TL: 660 =A Par Unif LL Par Unif TL Start End 320 H =400 0 3.0 1 =80 0 3.0 H Uniform.Load A R1 = 1719 R2 = 1719 SPAN =3 FT Uniform and partial uniform loads are lbs per lineal ft. • V8 BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING H1 Date: 5/24/14 Selection 5-1/8x 15 GLB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 10.7 in2 R2=7.8 in2 (1.5) DL Defl= 0.23 in Recom Camber=0.35 in Data Beam Span 16.5 ft Reaction 1 LL 4352# Reaction 2 LL 3566# Beam Wt per ft 18.68 # Reaction 1 TL 6929# Reaction 2 TL 5091 # Bm Wt Included 308# Maximum V 6929# Max Moment 23415'# Max V(Reduced) 6806# TL Max Defl L/240 TL Actual Defl L/354 LL Max Defl L/360 LL Actual Defl L/610 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl Actual 192.19 76.88 0.56 0.32 Critical 101.80 36.99 0.83 0.55 Status OK OK OK OK Ratio 53% 48% 68% 59% Fb(psi) Fv(psi) E (psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:50 Uniform TL: 80 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2193 B=4022 2.5 300 H =375 2.5 16.5 50 1 =80 2.5 16.5 H Uniform Load A Pt loads: B Z\ R1 =6929 R2 =5091 SPAN = 16.5 FT Uniform and partial uniform loads are lbs per lineal ft. ve BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 • PLAN 2313 UPPER FLOOR FRAMING H2 Date: 5/24/14 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.8 in2 R2=4.8 in2 (1.5) DL Defl= 0.03 in Data Beam Span 5.5 ft Reaction 1 LL 1906# Reaction 2 LL 1906# Beam Wt per ft 7.87# Reaction 1 TL 3019# Reaction 2 TL 3019# Bm Wt Included 43# Maximum V 3019# Max Moment 4151 '# Max V(Reduced) 2173# TL Max Defl L/240 TL Actual Defl L/892 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.07 0.04 Critical 40.11 15.75 0.28 0.18 Status OK OK OK OK Ratio 80% 49% 27% 22% Fb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:413 Uniform TL: 660 =A Par Unif LL Par Unif TL Start End 280 H =350 0 5.5 1 =80 0 5.5 H Uniform Load A R1 =3019 R2=3019 SPAN=5.5 FT Uniform and partial uniform loads are lbs per lineal ft. V(o • BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING H3 Date: 5/24/14 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=6.2 in2 R2=7.9 in2 (1.5) DL Defl= 0.11 in Recom Camber=0.17 in Data Beam Span 8.5 ft Reaction 1 LL 3034# Reaction 2 LL 3521 # Beam Wt per ft 11.21 # Reaction 1 TL 4058# Reaction 2 TL 5159# Bm Wt Included 95# Maximum V 5159# Max Moment 10823'# Max V(Reduced) 5151 # TL Max Defl L/240 TL Actual Defl L/338 LL Max Defl L/360 LL Actual Defl L/541 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 69.19 46.13 0.30 0.19 Critical 54.11 32.19 0.43 0.28 Status OK OK OK OK Ratio 78% 70% 71% 67% Fb(psi) Fv(psi) E (psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2655 B=4247 6.5 600 H = 750 0 6.5 H Pt loads: 0 R1 =4058 R2=5159 SPAN=8.5 FT Uniform and partial uniform loads are lbs per lineal ft. Vc( • BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B1 Date: 5/24/14 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.6 in2 R2=2.6 in2 (1.5) DL Defl= 0.46 in Recom Camber=0.69 in Data Beam Span 20.0 ft Reaction 1 LL 1000# Reaction 2 LL 1000# Beam Wt per ft 9.11 # Reaction 1 TL 1691 # Reaction 2 TL 1691 # Bm Wt Included 182# Maximum V 1691 # Max Moment 8456'# Max V(Reduced) 1522# TL Max Defl L/240 TL Actual Defl L/266 LL Max Defl L/360 LL Actual Defl L/541 Attributes Section (in') Shear(in2) TL Defl (in) LL Defl Actual 75.00 37.50 0.90 0.44 Critical 36.76 8.27 1.00 0.67 Status OK OK OK OK Ratio 49% 22% 90% 67% Fb(psi) Fv(psi) E (psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 100 Uniform TL: 160 =A Uniform Load A R1 = 1691 R2= 1691 SPAN =20 FT Uniform and partial uniform loads are lbs per lineal ft. • VQ BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B2 Date: 5/24/14 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.4 in2 R2= 1.8 in2 (1.5) DL Defl= <0.01 in.Recom Camber=0.01 in Data Beam Span 5.0 ft Reaction 1 LL 913# Reaction 2 LL 713# Beam Wt per ft. 9.11 # Reaction 1 TL 1537#_ Reaction 2 TL 1199# Bm Wt Included 46# Maximum V 1537# Max Moment 2658'# Max V(Reduced) 1328# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear(in2) TL Defl(in) LL Defl Actual 75.00 37.50 0.02 <0.01 Critical 11.56 7.22 0.25 0.17 Status OK OK OK OK Ratio 15% 19% 6% 4% Fb(psi) Fv(psi) E (psi x mil) Fc I(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 125 Uniform TL: 200 =A Point LL Point TL Distance 1000 B= 1691 2.0 Uniform Load A Pt loads: B /\ R1 = 1537 R2= 1199 SPAN =5 FT Uniform and partial uniform loads are lbs per lineal ft. V/3 BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B2 Date: 5/24/14 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.5 in2 R2=2.5 in2 (1.5) DL Defl= 0.09 in Recom Camber=0.14 in Data Beam Span 12.0 ft Reaction 1 LL 978# Reaction 2 LL 978# Beam Wt per ft 9.11 # Reaction 1 TL 1615# Reaction 2 TL 1615# Bm Wt Included 109# Maximum V 1615# Max Moment 4844'# Max V(Reduced) 1346# TL Max Defl L/240 TL Actual Defl L/777 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 75.00 37.50 0.19 0.09 Critical 21.06 7.31 0.60 0.40 Status OK OK OK OK Ratio 28% 20% 31% 23% Fb(psi) Fv(psi) E (psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 163 Uniform TL: 260 =A Uniform Load A R1 = 1615 R2= 1615 SPAN= 12 FT Uniform and partial uniform loads are lbs per lineal ft. V • BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B3 Date: 5/24/14 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 7.1 in2 R2=6.2 in2 (1.5) DL Defl= 0.35 in Recom Camber=0.52 in Data Beam Span 13.0 ft Reaction 1 LL 2577# Reaction 2 LL 2193# Beam Wt per ft 13.08# Reaction 1 TL 4638# Reaction 2 TL 4022# Bm Wt Included 170# Maximum V 4638# Max Moment 14473'# Max V(Reduced) 3987# TL Max Defl L/240 TL Actual Defl L/247 LL Max Defl L/360 LL Actual Defl L/546 Attributes Section (in') Shear(in2) TL Defl (in) LL Defl Actual 94.17 53.81 0.63 0.29 Critical 62.93 21.67 0.65 0.43 Status OK OK OK OK Ratio 67% 40% 97% 66% Fb(psi) Fv(psi) E(psi x mil) Fc_l_(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le =0.00 Ft Loads Par Unif LL Par Unif TL Start End 375 H =600 0 8.0 250 I =400 8.0 13.0 40 J = 130 0 13.0 J H R1 =4638 R2 =4022 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. Vi BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B4 Date:5/24/14 Selection 6-3/4x 16-1/2 GLB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 12.0 in' R2=9.3 in2 (1.5) DL Defl= 0.27 in Recom Camber=0.41 in Data Beam Span 20.0 ft Reaction 1 LL 5126# Reaction 2 LL 4411 # Beam Wt per ft 27.06# Reaction 1 TL 7811 # Reaction 2 TL 6068# Bm Wt Included 541 # Maximum V 7811 # Max Moment 34965'# Max V(Reduced) 7533# TL Max Defl L/240 TL Actual Defl L/349 LL Max Defl L/360 LL Actual Defl L/579 Attributes Section(in3) Shear(int) TL Defl(in) LL Defl Actual 306.28 111.38 0.69 0.41 Critical 184.62 47.08 1.00 0.67 Status OK OK OK OK Ratio 60% 42% 69% 62% Fb(psi) Fv(psi) E (psi x mil) Fc_l_(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2273 240 1.8 650 Adjustments Cv Volume 0.947 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2577 B =4638 4.0 140 H = 175 0 20.0 260 I =325 4.0 20.0 I H Pt loads: B 0 Q R1 =7811 R2=6068 SPAN=20 FT Uniform and partial uniform loads are lbs per lineal ft. Vr� BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING 65 Date: 5/24/14 Selection W 8x 28 36 ksi Wide Flange Steel Lateral Support Lc=6.9 ft max. Conditions Actual Size is 6-1/2 x 8 in. Min Bearing Length R1=0.9 in. R2=0.9 in. (1.0) DL Defl= 0.13 in Recom Camber=0.20 in Data Beam Span 17.5 ft Reaction 1 LL 5250# Reaction 2 LL 5250# Beam Wt per ft 28.0# Reaction 1 TL 6808# Reaction 2 TL 6808# Bm Wt Included 490# Maximum V 6808# Max Moment 29783'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/364 LL Max Defl L/360 LL Actual Defl L/472 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 24.30 2.30 0.58 0.44 Critical 15.04 0.47 0.88 0.58 Status OK OK OK OK Ratio 62% 21% 66% 76% Fb(psi) Fv(psi) E (psi x mil) Values Ref. Value Fy 36000 36000 29.0 Adjusted Values 23760 14400 29.0 Adjustments YP Factor, Lc 0.66 0.40 Loads Uniform LL:600 Uniform TL: 750 =A Uniform Load A R1 =6808 R2=6808 SPAN = 17.5 FT Uniform and partial uniform loads are lbs per lineal ft. • vi • BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B6 Date: 5/24/14 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.5 in2 R2=3.5 in2 (1.5) DL Defl= 0.40 in Recom Camber=0.60 in Data Beam Span 16.0 ft Reaction 1 LL 1024# Reaction 2 LL 1024# Beam Wt per ft 13.08 # Reaction 1 TL 2265# Reaction 2 TL 2265# Bm Wt Included 209# Maximum V 2265# Max Moment 9058'# Max V(Reduced) 2017# TL Max Defl L/240 TL Actual Defl L/313 LL Max Defl L/360 LL Actual Defl L/891 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 94.17 53.81 0.61 0.22 Critical 45.29 12.61 0.80 0.53 Status OK OK OK OK Ratio 48% 23% 77% 40% Fb(psi) Fv(psi) E (psi x mil) Fc_l_(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:88 Uniform TL: 140 =A Par Unif LL Par Unif TL Start End 40 H=50 0 16.0 I =80 0 16.0 H Uniform Load A 0 Q R1 =2265 R2 =2265 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. V2 BeamChek v2014 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B7 Date:5/24/14 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 10.9 in2 R2=9.0 in2 (1.5) DL Defl= 0.27 in Recom Camber=0.40 in Data Beam Span 12.0 ft Reaction 1 LL 4398# Reaction 2 LL 3373# Beam Wt per ft 14.94# Reaction 1 TL 7098# Reaction 2 TL 5846# Bm Wt Included 179# Maximum V 7098# Max Moment 21814'# Max V(Reduced) 5943# TL Max Defl L/240 TL Actual Defl L/270 LL Max Defl L/360 LL Actual Defl L/539 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 123.00 61.50 0.53 0.27 Critical 109.07 37.15 0.60 0.40 Status OK OK OK OK Ratio 89% 60% 89% 67% Fb(psi) Fv(psi) E (psi x mil) Fc i(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1024 B=2265 9.0 320 H =400 0 9.0 413 1 =660 0 9.0 J =80 0 9.0 50. K=80 9.0 12.0 K J H Pt loads: n 0 0 R1 =7098 R2 =5846 SPAN = 12 FT Uniform and partial uniform loads are lbs per lineal ft. 4 Vii BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 UPPER FLOOR FRAMING B8 Date: 5/24/14 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.9 in2 R2= 1.9 in2 (1.5) DL Defl= 0.25 in Recom Camber=0.37 in Data Beam Span 16.0 ft Reaction 1 LL 704# Reaction 2 LL 704# Beam Wt per ft 11.21 # Reaction 1 TL 1210# Reaction 2 TL 1210# Bm Wt Included 179# Maximum V 1210# Max Moment 4839'# Max V(Reduced) 1096# TL Max Defl L/240 TL Actual Defl L/400 LL Max Defl L/360 LL Actual Defl L/831 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl Actual 69.19 46.13 0.48 0.23 Critical 24.19 6.85 0.80 0.53 Status OK OK OK OK Ratio 35% 15% 60% 43% Fb(psi) Fv(psi) E(psi x mil) Fc_l_(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 88 Uniform TL: 140 =A Uniform Load A 0 Q R1 = 1210 R2 = 1210 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. VZo BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 MAIN FLOOR FRAMING TYPICAL JOIST Date: 5/24/14 Selection 2x 10 HF#2 @ 16 in oc Lu =0.0 Ft Conditions NDS 2012, Repetitive Use Min Bearing Area R1= 1.2 in2 R2= 1.2 in2 (1.5) DL Defl= 0.15 in Data Beam Span 14.5 ft Reaction 1 LL 387# Reaction 2 LL 387# Beam Wt per ft 0# Reaction 1 TL 483# Reaction 2 TL 483# Bm Wt Included 0# Maximum V 483# Max Moment 1752'# Max V(Reduced) 432# TL Max Defl L/240 TL Actual Defl L/307 LL Max Defl L/360 LL Actual Defl L/423 Attributes Section(in') Shear(in2) TL Defl (in) LL Defl Actual 21.39 13.88 0.57 0.41 Critical 19.55 4.32 0.73 0.48 Status OK OK OK OK Ratio 91% 31% 78% 85% Fb(psi) Fv(psi) E (psi x mil) Fc_l_(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1075 150 1.3 405 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 53 Uniform TL: 67 =A Uniform Load A R1 =483 R2=483 SPAN= 14.5 FT Uniform and partial uniform loads are lbs per lineal ft. v( BeamChek v2014 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2313 MAIN FLOOR FRAMING TYPICAL BEAM Date: 5/24/14 Selection 4x 8 DF-L#2 Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.0 in2 R2=3.0 in2 (1.5) DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500# Beam Wt°per ft 6.17# Reaction 1 TL 1890# Reaction 2 TL 1890# Bm Wt Included 31 # Maximum V 1890# Max Moment 2363'# Max V(Reduced) 1434# TL Max Defl L/240 TL Actual Defl L/911 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 30.66 25.38 0.07 0.05 Critical 24.24 11.95 0.25 0.17 Status OK OK OK OK Ratio 79% 47% 26% 28% Fb(psi) Fv(psi) E (psi x mil) Fc_l_(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:600 Uniform TL: 750 =A Uniform Load A R1 = 1890 R2= 1890 SPAN =5 FT Uniform and partial uniform loads are lbs per lineal ft.