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HomeMy WebLinkAboutPORTSIDE DR, 38431W CITY OF BREMERTON City of Bremerton Department of Community Development PERMIT NUMBER: DATE ISSUED: BB17 00676 09/19/2017 345 - 6th Street, Ste, 600, Bremerton WA 98337 SITE ADDRESS: 3843 PORTSIDE DR LOT 258 (360) 473-5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 5627-000-258-0001 ZONING: Name APPLICANT: OWNER: MGHB LLC MGHB LLC CONTRACTOR: MGHB LLC OWNER EMAIL: SUBMITTED: O8/22/2017 R10 Phone 253-896-1300 APPROVED: 09/19/2017 Address 6820 20TH ST E STE A FIFE, WA 98424 6820 20TH ST E STE A FIFE, WA 98424 6820 20TH ST E, STE A FIFE, WA 98424 EXPIRATION: 03/18/2018 VALUATION: $240,718.58 Residential Building Permit w/ MechanicaUPlumbing NEW SFR -BASIC 2023 B NEW SFR -BASIC 2023 B Access Code EANLU-S18QP EANLU-S18QP S03DF-3GH6L STATUS: ISSUED State Surcharge $4.50 Mechanical Fixture Fee $116,60 Building Code Edition: IBC: 2015 Plumbing Fixture Fee $137400 Occupancy Group: R-3/U ) Technology Fee $113.93 Type of Construction: V-B State Energy Code $50.00 Flood Zone: 1 I Building Permit $25025,00 Setbacks: ////: (F/L/RT/R/O) J 50% Plan Review Fee $655.00 Sanitation Method: SEWER Number of Bedrooms: TOTAL FEES: $39102.03 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 SIGNATURE OF OWNER OR AGENT: PRINTED NAME: thin rmit including all conditions of zoning, building codes, and State and Federal laws. CONDITIONS DATE: L /l Printed by :Wood, Tracey on: 09/19/2017 01:04 PM Page 1 of 5 CITY OF BREMERTON City of Bremerton Department of Community Development 345 - 6tlm Street, Ste. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473=5278 ASSESSOR NUMBER: 5627-000-258-0001 Name APPLICANT: OWNER: CONTRACTOR: OWNER EMAIL: SUBMITTED: MGHB LLC MGHB LLC MGHB LLC 08/22/2017 ZONING: R10 Phone 253-896-1300 APPROVED: 09/19/2017 PERMIT NUMBER DATE ISSUED BB17 00676 09/19/2017 SITE ADDRESS: 3843 PORTSIDE DR LOT 258 Address 6820 20TH ST E STE A FIFE, WA 98424 6820 20TH ST E STE A FIFE, WA 98424 6820 20TH ST E, STE A FIFE, WA 98424 EXPIRATION: 03/18/2018 Access Cade EANLU-S18QP EANLU-S18QP S03DF-3GH6L STATUS: ISSUED By applying for this permit, time applicant has granted to the City of Bremerton the right to enter the above -described location at reasonable times to inspect the proposed, in -progress or completed work performed under this permit to ensure compliance with the permit conditions and other applicable laws and regulations. Should such entry be refused, all authorizations and approvals contained in this permit shall be immediately suspended and any work performed under the permit shall immediately cease until authorized in writing by the City of Bremerton. Work performed in violation of this condition shall be considered to have been performed without the approval of the City of Bremerton. The City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction, and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. L (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 14V 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. 2. (DCD-01) ASBESTOS AND LEAD -BASED PAINT: l(� 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 206-3434800. 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 Conunerce website at: www.commerce.wa.gov/lead, or call: (360) 586-LEAD (5323), CONTRACTOR: A contractor's registration issued by Washington State Dept. of Labor & Industries is required for anyone who contracts or submits bids for construction work, including new construction, alterations, repairs, or anyone who consults or superintends, improves, demolishes, develops residential property for sale, or "flips" houses. Contact L & I at (360)415- 4000 for information. 3. (DCD47) 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. 4. (DCD-14) DCD: Approved Plans, Engineering, Site Plan, Penuit, 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. 5. (DCD-08) Plumbing work shall be performed by a Level 01 Journeyman Plumber licensed in the state of Washington. Residential plumbing work maybe performed by a Level 01 or :Level 02 Journeyman Plumber licensed in the state of Washington. Single family residential plumbing work may be performed by the owner. 6. (DCD-10) A separate electrical permit issued through Labor & Industries (L&I) is required for any new, modified, repair, replacement, service, maintenance, or temporary installations. Electrical work is inspected by L&I prior to cover and the framing inspection. Contact L&I at 3604154000 or www.lni.wa.gov. (RCW 19.28) ,r T (DCD-CO DET. (NEW)) Carbon Monoxide Alarms. For new construction, an approved carbon monoxide alarm listed in compliance with UL 2034 ` h� shall be installed outside of each separate sleeping area in the immediate vicinity of the bedroom in dwelling units and on each level of the dwelling. In a building where a tenancy exists, the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. Printed by :Wood, Tracey on: 09/19/2017 01:04 PM Page 2 of 5 CITY OF BREMERTON 11 City of Bremerton Department of Community Development 345 - 6th Street, Ste. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473=5278 PERMIT NUMBER: DATE ISSUED: BB17 00676 09/19/2017 SITE ADDRESS: 3843 PORTSIDE DR LOT 258 ASSESSOR NUMBER: 5627-000-258-0001 ZONING: R10 Name Phone Address Access Code APPLICANT: MGHB LLC 6820 20TH ST E STE A EANLU-S18QP FIFE, WA 98424 OWNER: MGHB LLC 6820 20TH ST E STE A EANLU-S18QP FIFE, WA 98424 CONTRACTOR: MGHB LLC 253496=1300 6820 20TH ST E, STE A S03DF-3GH6L FIFE, WA 98424 OWNER EMAIL: SUBMITTED: 08/22/2017 APPROVED: 09/19/2017 EXPIRATION: 03/18/2018 STATUS: ISSUED 8. (DCD-FUEL COMBUSTION AIR: IRC Section M1701.1. Solid -fuel -burning appliances shall be provided with combustion air in APPLIANCES) accordance with the appliance manufacturer's installation instructions. Oil -fired appliances shall be provided with combustion air in accordance with NFPA 31. The requirements for combustion and dilution air for gas -fired appliances shall be in accordance with Chapter 24. Fireplaces shall comply with Section 1001. APPLIANCE LOCATIONS: IRC Section G2406.2. Fuel burning appliances shall not be installed in a sleeping room, bathroom, toilet room, or closet. Exception: direct vent appliances (see IRC Section G2406.2 for additional exceptions). PROTECTION OF APPLIANCES: IRC Section M1307.3. Appliances located in a garage or carport or any other location subject to vehicle damage shall be protected by approved barriers. Appliances having an ignition source shall be elevated so that the source of ignition is at least 18" above the floor in garages and in any room that opens to the garage. Appliances designed to be fixed in position shall be fastened or anchored in an approved method. CARBON MONOXIDE ALARMS: IRC Section 315. An approved carbon monoxide alarm listed with UL 2034 shall be installed outside of each separate sleeping area in the immediate vicinity of the bedroom. In a building where a tenancy exists, the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. MANUFACTURER'S SPECS: IRC M1307.1. The manufacturer's operating and installation instructions shall remain attached to the appliance until final inspection /^ / 9. (DCD-52) DCD: Gas Piping: Fuel or gas piping shall be inspected after the installation of fuel/gas piping is complete, and before the Ll� attachment of fixtures, appliances, or shut-off valves. At the time of inspection the test pressure shall be no less than 10 psi held for no less than 15 minutes. Appliances to be attached to the fuel/gas piping system shall not be used until the final inspection has been performed and approved by a Building Inspector. 10. (DCD-56) Combustion Air: In buildings of unusually tight construction, or within a garage, all fuel-buming 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. GI / 11. (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. 12. (DCD49) 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. 13. (DCD-060) Property lines shall be properly marked. Setbacks are measured to the fnished wall of the structure. 14. (DCD43) Under -floor Inspection: After the foundation is complete, and the floor system is framed, but prior to the installation of the sub -floor or floor sheathing, (exposed floor framing) the under -floor area must be inspected, including all floor framing, anchor bolts, hold-downs and under -floor posts and positive connection devices. fib 15. (DCD-38) Shear Wall Inspection/Braced Wall Inspection: Due to the complexity of the shear wall/braced wall nailing patterns and hold- down requirements contained within the engineered lateral or prescriptive design, a separate shear wall/braced wall inspection is required for this project. This inspection should be requested and performed prior to the installation of exterior wall coverings, prior to the framing inspection, such that all shear-wall/braced wall nailing patterns may be observed, and the I , installation of all required hold-down devices and required straps, etc. are in place in accordance with the engineer's lateral or r� prescriptive design. 16. (DCD-50) Final Inspection Required: All building permits shall have a final inspection performed and approved by the City of Bremerton Department of Community Development prior to permit expiration. The failure to request a final inspection or failure to obtain final approval prior to expiration may require a reactivation fee, or a new permit application if more than a year has passed with no activity. The permit expires 180 days past the date of inactivity. Required inspections: Any work required to be inspected and that is covered before such inspection may be required to be uncovered so that the inspection may be performed. Examples of inspections to be performed before covering are mechanical rough -in, plumbing rough -in, gas piping, framing, and sheetrock nailing. Printed by :Wood, Tracey on: 09/19/2017 01:04 PM Page 3 of 5 CITY OF BREMERTON City of Bremerton Department of Community Development PERMIT NUMBER: DATE ISSUED: BB17 00676 09/19/2017 345 - 6th Street, Ste. 600, Bremerton WA 98337 SITE ADDRESS: 3843 PORTSIDE DR LOT 258 (360) 473=5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 5627-000-258-0001 ZONING: R10 Name Phone Address Access Code APPLICANT: MGHB LLC 6820 20TH ST E STE A EANLU-S18QP FIFE, WA 98424 OWNER: MGHB LLC 6820 20TH ST E STE A EANLU-S18QP FIFE, WA 98424 CONTRACTOR: MGHB LLC 253-896-1300 6820 20TH ST E, STE A S0313F-3GH61, FIFE, WA 98424 OWNER EMAIL: SUBMITTED: 08/22/2017 APPROVED: 09/19/2017 EXPIRATION: 03/18/2018 STATUS: ISSUED IT (DCD-91) Call before you dig: Calling 811, two business days before you begin digging, will alert utilities to come out and mark `Ly THEIR buried lines from the street to your house For FREE! 18. (Custom) Must comply with Title 20 of the Bremerton Municipal Code, including BMC 20.60 (R-10 development standards) and conditions of the Plat (Freestone at Bayside, Plat No. BP 16 00033). Per R-10 standards, maximum height is 35 feet. Per plat conditions, setbacks are: Front setback - 20 feet; side setback - 5 feet, except 15 feet from a secondary street frontage; rear to / setback - 15 feet. 19. (Custom) Pursuant to the mitigation agreement between Sinclair Ridge LLC and Bayside, LLC (Auditors file #200704240397), 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. I j 20. (Custom) Pursuant to the mitigation agreement with Kitsap County, payment of traffic mitigation fees in the amount of $1,059.00 shall (, be paid by the owner of each lot and proof of payment submitted to City of Bremerton prior to issuance of building permit. MINIMUM INSPECTIONS REQUIRED To request an inspection, please call (360) 473-5870 and be sure to provide your permit number, name on permit, site address, contact phone numberI and inspection type. To register for on-line inspection access, visit the City's website at www.ci.bremerton.wa.us. Inspection PW&U -DEFERRED FEE PAYMENT FRAMING INSULATION -WALL SHEETROCK DRIVEWAY INSULATION - CEILING INSULATION - UNDERFL ENERGY - DUCT TESTIN ENERGY - AIR LEAK ELECTRICAL FINAL PW&U - SEWER LATERAL FINAL - BUILDING Description Plumbing Rough -In Gas Piping Pressure Test L&I - Electrical Cover Inspection Before Framing (State of Washington) Framing Inspection (Mechanical & Plumb Rough -In, Elect Cover Completed) Insulation - Wall Sheetrock Nailing Paved Driveway &parking areas Insulation - Ceiling Insulation - Underfloor Energy Code -Duct Testing -Provide signed affidavit to Bldg Dept Energy Code -Air Leakage Test (Blower Door Test) L&I - Electrical Final Inspection PW - Sewer Lateral Fina] Inspection - Building Printed by :Wood, Tracey on: 09/19/2017 01:04 PM Page 4 of 5 B CITY OF BREMERTON City of Bremerton Department of Community Development PERMIT NUMBER: DATE ISSUED: BB17 00676 09/19/2017 345 - 6th Street, Ste. 600, Bremerton WA 98337 SITE ADDRESS: 3843 PORTSIDE DR LOT 258 (360) 473-5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 5627-000-258-0001 ZONING: R10 Name Phone Address Access Code APPLICANT: MGHB LLC 6820 20TH ST E STE A EANLU-S18QP OWNER: MGHB LLC CONTRACTOR: MGHB LLC FIFE, WA 98424 6820 20TH ST E STE A FIFE, WA 98424 253-8964300 6820 20TH ST E, STE A FIFE, WA 98424 EANLU-S18QP S03DF-3GH6L OWNER EMAIL: SUBMITTED: 08/22/2017 APPROVED: 09/19/2017 EXPIRATION: 03/18/2018 STATUS: ISSUED Printed by :Wood, Tracey on: 09/19/2017 01:04 PM Page 5 of 5 . e m m m o to cn ;pn m m 0 0 cn m m m �' D 'v D r m m w w x m m �' D > m cDn m o m Oc Oc o 000 wo G�i Z Z .C�1 W_ D '� Z 0 M r+ G -i _i y O O -� G7 O n z Z Z `d G7 -D_i -D_I O N n y y o Z Z < A n z G� D o C O O Z Z Z Rk 0O .� D D '� F m � D p m. r M m m O O Z Ca Z r C W W r 0m om .5 m cn cn ;o-n ;am mr O o (i) Roc O O 90 o= !�= v, v, m =' _ m O O N N S?o v c m=r = O o O o m f� m c c ,CDN CD c Cc obm _O co m mm =c3,_,m Q(m n0m d om .D Cn 0 00_ m o CD _ v o op nNn� o Zvmamo, m mni _CDCD (D O m O o CD CD co 0m rn a o<, (9cao a N r o co ccn°o mm m vo 7:a W OUa77 n m n m Y N 0 W no Q (DpCD j��o ONo (D Epo O .o CL mu a CD v 30) C°m O m CI MIA m CD 0 0)CD m_ _ = D _ m m cn co _ `� asp Q� 0 0 CD m i m c o ? cQ cr Q m o cr a CD Z rn N D D D D D D D D W D D D D D D D D D D— v _ _ _ _ _ _ _ _ °' _ _ _ _ _ _ _ _ _ = CD a a a a a a a a a a a a a a a s a N m m a m m m m m m m m m m m m m m m CoCD m O fn (n Vl U) N u! m I O O O O O O O O O O O O O O O O O o N _ _ _ _ _ _ _ _ -T.' _ _ _ _ _ _ _ _ _ _ 0 Ul (n (n (n CD (n (n (n (n m Cn Cn ((n ((n (n w Cn U) (n Cn '+ 00 c C c C c c c c c c c c c c C C c C O N 0) N w 0 w w N w N w w w N N N N m O 71 a ;L ;L a ;L ;a P,;11 ;L ;L a a 7L ;L O c c c c c c d m m m -o obi a) 0) a)0 obi 0 w 0o Oo W M W M 00 O w co w 00 0 w m w co 00 0o Do Do DU Do Do Do Do Do v Do mo D a� W mn mi �y m 0 0 o � co m m ma 0 0� OD N t CL D Sp 0. CL tD r C N O n U) N c rn om m � z X m z W W C 00 W v O o ;o 0) N cn m cop cn m CD CD o r co o cfl � co :U n m z mX O z N C/) V a m o CD O to N p cn (� cu 00 c m O w X0 o a O �o w c m 'I W m� m < Z� 101 fD O C 3 O O O � J N N O M 0o N �3 517 006 76 � D,6 d-3 i3 �ERMIT CENTEAW, Building Permit Application (360) d73-5`l75 *Fax (360) d73-5278 ` �ti�v.ci.bremettott.wa.us C�tYOf Applicant: Owner ,/ Contractor ❑ Authorized Agent ❑ Site Address: V66'k, Lr To apply for a property address, contact Public Works at (360) 473-5270 CONTRACTOR: MGHB LLC OWNER: MGHB LLC Address: 6820 20th St E Address:6820 20th St E City, State, Zip: Fife, WA 98424 City, State, Zip: Fife, WA 98424 License # & Exp. Date: MGHBLL*842MG Phone #: 253 896A300 Contact Name: Malcolm Griffin Authorized Agent Name. Contact Phone #: 253 896A300 Address: Email address: malcolmg@freestonecompanies.com City, State, Zip: Tax ID/Parcel #: 5( �-] -oov 'OOu t Phone #: ( ) Sewer❑✓ Septic ❑ Email address: What is the application for? (Please check) ❑✓ New Construction Alteration Addition NEW SINGLE-FAMILY RESIDENCE ❑ NEW DUPLEX ❑ NEW MANUFACTURED HOME ❑ NEW GARAGE/CARPORT ❑ RESIDENTIAL REBUILD RESIDENTIAL ADDITION RESIDENTIAL REPAIR NEW ACCESSORY BUILDING 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. OTHER: lS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? ❑ YES ❑✓ NO Scope of work proposed: Construct new SFR with attached 2 car garage Square Footage: Building: 1st Floor 855 Basement 0 Garage: 1st Floor 337 2nd Floor 1168 Other 0 Znd Floor 0 Deck(s): 49 Valuation Plan Review Fee Permit Fee Surcharge Total Fees Application for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, showing that circumstances beyond the control 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. JL/C A Applicant's Signature (Print) Date Rev, Oct. 2009 RESIDENTIAL SITE PLAN QUESTIONNAII 1. SiteAddress: ss:23 �. 2. Are any areas being developed on the site within 200 feet of the shoreline? Yes / `©>'J cif NOTE: If yes, please fill out a Shoreline Permit Submittal Checklist (WAC 17s3�-A=�11 �-long OCO CRITICAL AREA CHECKLIST: 3. Slope is calculated by dividing the vertical Check all that apply to the site and areas within 200 feet of the distance by the horizontal distance and then site. multiplying the result by 100. Example: /Flat: less than 5-feet elevation change over entire site. Vertical Distance = 20' Rolling: slopes on site generally less than 15%. 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 / NO 5. Is there an apparent wetland present on the site or on properties within 200 feet of the site? RESIDENTIAL DEVELOPMENT WORKSI3EET: 6. What is the amount of grading proposed (in cubic yards), not including foundation area? Fill amount Cut amount Total grading JU G NOTE: Grading over 50 cubic yards requires a separate permit. Will the grading material be imported or exported? Yes / 10 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 _ _ PROPOSEDML 0 Front and setback Rear yard setback* Side yard setback Side yard setback a Maximum height L& Development coverage" `5 , �1 o Number of off-street parking spaces It Residential Questionnaire *Use this as the'second front yard setback for comer lots and through lots. **Development Coverage is defined as that portion of a lot covered by impervious surface areas of all structures, and impervious paved areas, such as driveways and walkways. Revision: October 2008 `6 L ae).3 6 PERMIT CENTER City of gremert Dept. of Community Development*345 — 61h Street Suite 600*Bremerton*WA*98337-1873 ��' �C4 Mechanical �' Plumbing Type of Fuel: ❑ Electric L I Gas ❑Oil ❑ Propane Occupancy: QTResidendal ❑ Commercial Site Address: 3 6 �) �y ' � b I C� CONTRACTOR: MVL2 LdoLL OWNER: (� N l3 LL Address: $}-o �-o-k, S4� City,State Zip: 'F"{,c qx q;00 Address: ).0 City, State, Zip: >-Ot*% S+ F; +e, WA 9g`tl-�f License #: MbRNJ * gYa-MG Phone # ;Jo65 916 - 1300 Contact Phone #:(V%) 91G -130 Tax ID/Parcel #: 56,:?7 -a 00-25 -vuo ► NO. TYPE OF E UIPMENT NO. TYPE OF FIXTURE AIR HANDLING UNIT>10 OOOCFM ATMOSPHERIC VACUUM BRKR 1-5 AIR HANDLING UNIT <10,000 CFM ATMOSPHERIC VACUUM BRKR >5 (p BATH FAN AND/OR EXHAUST FAN BACKFLOW DEVICE <=2" CLASS 1 HOOD & DUCT SYSTEM BACKFLOW DEVICE > 2" CLASS 2 HOOD & DUCT SYSTEM BUILDING SEWER j CLOTHES DRYER W/ EXHAUST CLOTHES WASHER COMMERCIAL FURNACE/DUCT COMMERCIAL FLOOR DRAM COMM. FURNACE>100 000 BTUS DISHWASHER COMPRESSORS DRAIN PIPENENT PIPE ALTERATION COOK STOVE W/ EXHAUST DRINKING FOUNTAIN DUCT CHANGE W/O NEW FURNACE FLOOR DRAIN ELECTRIC FURNACE/HEAT PUMP FLOOR SINK/INDIRECT WASTE EVAPORATIVE COOLER GREASE INTERCEPTOR FIREPLACE -GAS OR GAS LOG INSERT a HOSE BIBBS FIREPLACE -WOOD OR WOODSTOVE INDUSTRIAL SAND/OIL INTERCEPTOR 1 GAS WATER HEATER & VENT LAWN SPRINKLER W/ BACKFLOW DEV. GAS PIPING ROOF DRAIN MISCELLANEOUS MECHANICAL SHAMPOO SINK W/ BACKFLOW DEVICE NATURAL GAS FURNACE/DUCTING SINK (LAV, KITCHEN MOP OR BAR PROPANE FURNACE/DUCTING SUMP PUMP PROPANE TANK <2000 GALLONS 3 TUB AND/OR SHOWER UNIT UNIT HEATER 3 WATER CLOSET AND/OR URINAL OTHER: OTHER OTHER: OTHER: MECHANICAL FEES: PLUMBING FEES: TOTAL FEES: Applicant's Signature uate Contractors name: MGHB LLC 6 320 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 $ 9,531.00 For payment of traffic impact fees on the following permits at $ 1,059.00 per permit: Lot Permit 234 BB17 00680 235 BB17 00683 236 BB17 00681 237 BB17 00677 238 BB17 00678 239 BB17 00679 240 BB17 00684 241 BB17 00682 258 BB17 00676 Address 3808 Portside Dr. Bremerton 98367 3804 Portside Dr. Bremerton 98367 3800 Portside Dr. Bremerton 98367 3796 Portside Dr. Bremerton 98367 3794 Portside Dr. Bremerton 98367 3790 Portside Dr. Bremerton 98367 2309 Puget Sound Blvd Bremerton 98367 2303 Puget Sound Blvd Bremerton 98367 3843 Portside Dr. Bremerton 98367 Check Number: � � �(o Parcel # 5627-000-234-0000 $1,059.00 5627-000-235-0009 $1,059900 5627-000-236-0008 $1,059.00 5627-000-237-0007 $1,059.00 5627-000-238-0006 $11059.00 5627-000-239-0005 $1,059.00 5627-000-240-0002 $1,059.00 5627-000-241-0001 $1,059.00 5627-000-258-0001 $1,059900 Total : $9,531.00 • n 1 Fb � + i �. ��.� I su A SSFP 19 2017 City of Bremerton, DCD South Kitsap School District Receipt for Impact Fees for Residential Building Permits Contractors name: MGHB LLC 6820 20`h 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 $9,351.00 For payment of impact fees on the following permits at $ 1,039.00 per permit: Lot Permit 234 BB17 00680 235 BB17 00683 236 BB17 00681 237 BB17 00677 238 BB17 00678 239 BB17 00679 240 BB17 00684 241 BB17 00682 258 BB17 00676 Address 3808 Portside Dr. Bremerton 98367 3804 Portside Dr. Bremerton 98367 3800 Portside Dr. Bremerton 98367 3796 Portside Dr. Bremerton 98367 3794 Portside Dr. Bremerton 98367 3790 Portside Dr. Bremerton 98367 2309 Puget Sound Blvd Bremerton 98367 2303 Puget Sound Blvd Bremerton 98367 3843 Portside Dr. Bremerton 98367 Parcel # 5627-000-234-0000 $11039.00 5627-000-235-0009 $1,039.00 5627-000-236-0008 $1,039.00 5627-000-237-0007 $1,039.00 5627-000-238-0006 $1,039.00 5627-000-239-0005 $1,039.00 5627-000-240-0002 $1,039.00 5627-000-241-0001 $1,039.00 5627-000-258-0001 $11039.00 Total : S9,351.00 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 ignature Leslie Foos Malcolm Griffin FEP ' 9 20147 or BretnerfOn DCD Contractors name: South Kitsap School District ®�a�zj Receipt for Impact Fees for Residential Building Perm MGHB LLC 6820 20`h St E. Suite A Fife, WA 98424 Ph: 253-896-1300 Contact: Malcolm Griffin 253-896-1300 AUG 2 5 2017 City of Bremerton, DCD This document reflects receipt of payment from the above contractor in the amount of $11,429.00 For payment of impact fees on the following permits at $ 1,039.00 per permit: Lot Permit Address 249 BB17 00556 3813 Portside Dr. Bremerton 98367 252 BB17 00552 3821 Portside Dr. Bremerton 98367 253 BB17 00302 3825 Portside Dr. Bremerton 98367 254 BB17 00303 3827 Portside Dr. Bremerton 98367 255 BB17 00553 3831 Portside Dr. Bremerton 98367 256 BB17 00304 3835 Portside Dr. Bremerton 98367 263 BB17 00305 3903 Portside Dr. Bremerton 98367 264 BB17 00306 3907 Portside Dr. Bremerton 98367 265 BB17 00555 3911 Portside Dr. Bremerton 98367 266 BB17 00551 3915 Portside Dr. Bremerton 98367 267 BB17 00558 3919 Portside Dr. Bremerton 98367 Parcel # 5627-000-249-0003 $1,039000 5627-000-252-0007 $11039.00 5627-000-253-0006 $11039.00 5627-000-254-0005 $1,039.00 5627-000-255-0004 $11039.00 5627-000-256-0003 $1,039.00 5627-000-263-0004 $1,039.00 5627-000-264-0003 $1,039.00 5627-000-265-0002 $1,039.00 5627-000-266-0001 $1,039.00 5627-000-267-0000 $1,039.00 Total : 511,429.00 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 150 Lfs trsffe+ms ( Malcolm Griffin -ru i � rnax► 2co , 53 _ k� Cp FEP vP44T SS , sx 6 zgo�) SETBACKS front: _ Rear: The setback is measured from the prodr,or wall e finished i i I MA OF % a 2017 City of Bremerton, DCD a s s a c I a t e d earth sciences i n c o r p o r a t e d April 17, 2017 Project No. 120343EO04 Freestone Bayside, LLC c/o Hatton Godat Pantier 3910 Martin Way, Suite B Olympia, Washington 98506 Attention: Mr, Jeff Pantier Subject; Residential Drainage Considerations Bayside at Sinclair Ridge - Phase 2 Anderson Hill Road Bremerton, Washington j vii E L RE "IV i City of Bremerton, DCD Associated Earth Sciences, Inc. (AESI) is pleased to submit this {etter describing our geotechnical opinions concerning residential drainage systems at the above -referenced project site in Bremerton, Washington. This site comprises nearly 300 single-family lots that are being developed in two separate phases. We understand that Phase 1 has been completed and that Phase 2 is currently in progress. AESI has been providing geotechnical consulting and monitoring services for the project since 2012. DRAINAGE SYSTEM DESCRIPTION An AESI geotechnical representative visited the site on March 21, 2017, to observe the on -going construction activities. During our visit, we specifically observed the drainage systems being installed at multiple houses that were in various stages of construction. To mitigate water accumulation in the crawl space of each house, the contractor had opted to install an alternative to traditional exterior footing drains. The alternative system can be described as follows: 1. Each crawl -space subgrade is cut with a slight gradient (approximately 8 inches out of level) so that surface water will drain to a single collection zone. 2. The contractor then excavates a sumphole in the collection zone. The sump depths range from approximately 6 to 12 inches below subgrade. Kirkland Office 1911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 F 1425.827.5424 Everett Office 1 2911 %Hewitt Avenue, Sufke 2 {Everett, WA 98201 P � 425.259.0522 F 1425.827.5424 Tacoma Office 11552 Commerce Street, Suite 102 � Tacoma, WA 98402 P 1253.722.2992 F 1253.722.2993 www,aesgeo.com eaysideatSinclair Ridge Phase Bremerton, Washington Residential Drainage + 3. A PVC collection pipe is set in the sumphole and tied into the existing' exterior stormwater system. 4. Once the assembly is completed, the sump is backfilled with clean, 2- to 4-inch-diameter quarry spalls. 5. The entire subgradelb then covered with a moisture barrier. GEQTECHNICAL CONCLUSIONS' Based on our observations of water conditions at the subject houses,, and>on our experience with residential drainage systems at many previous sites, we conclude that the aboveAescribed drainage system Is a geotechnically acceptable substitute for a traditional perimeter drainage system. In our opinion, these alternative drainage systems can be used for all remaining houses in the Bayside development. CLOSURE AESI has prepared this letter far the exclusive use of'our clients, for specific. application to this project,site. We appreciate the; opportunity to have been of continued service on the project. if you have any questions, please call our office at 258-722-2992 or 425-827-7701, Sincerely, ASSOCIATED EARTH SCIENCES, INC. IUrkland, Washington Ja dies' M. Brisb�Ine, P.E., L.G., L,E.G. S►iior Associate Geotechnical Engineer April 17, 2017 1M8/Id-120343E009.21- P�oJectsj20120343�KE�WP Matthew A. Miller, P.E, Principal Geotechnical Engineer ASSOGATtD FAR7H SCIENCES, 7NC.' Page 2' State f the green drop -downs and boxes that are applicable to your project. As you make selections in the ulated for you: if you do not see the selection you need in the drop -down optiori5, please call the W S �(360) 9$6-2042 for Heating SVstem Tvae• � All other systems O HeatPump ���°�'" �"'t'17)�,r To see detailed instructions for each section, place your cursor on the tMord "Instructions°. � �r• , _. Design 7emperaftirt3 -t. mstructlons ` _ - - "'` - Design Temperature Difference (�T} 41 - Bremerton � � eT =Indoor (7o degrees) -Outdoor Design mp _ ._ . _ . _ �ity of Bre'nerto Area of Building ri, j�C� Conditioned Floor Area Instructions �� � �=2;023 Conditioned Floor Area (sq ft) _ Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height (ft) >�� �>;$4 17,054 Glazing and Doors U-Factor X Area = UA Instructions"'" - " � - uo.ze.µ_.. d�.� 0.280 J 321�' 91.14 S li hts U-factor X Area = UA Instructions 0.50 -_ --- Insulation Attic U-Factor X Area = UA Instructions � �''� �_ R-49 j Y - . _ 0.026 s s i i 68. 30.37 Single Rafter or Joist Vaulted Ceilings �,- �� �, U-Factor X Area UA Instructions �( `Select R Value � '�` No 521eCti0n � -'- Above Grade Walls (see Frgure r) U-Factor X Area UA Instructions � R-21 Intermediate y Y-- �.�! 0.056 - 2 07� =- 116.20 it , Floors _ _ U-Factor X Area UA Instructions �_ SelectR-Value ram: � i No Selection 2,D2� -:' �" = - - _, ,. _ -- , Below Grade Walls (seeFlgure 1) U-Factor X Area UA Instructions � �: ; No selection 0- --- -_ Select R-value b" _ __ __ Slab Below Grade /seeFroure ij ,__� __ _ F-Factor X Len h_ UA Instructions �� wndiflonmg ..� No selection 0 --- I• _ _ _ Slab on Grade (see Flaare i�M _ _ _ F-Factor X _Len h UA Instructions ` � --- °, select R value r � .�'� ' No selection 0 Location of Ducts instructions � --'" Duct Leakage Coefficient � ` CondRioned Space `�' 1,00 li-f - Sum of UA 237.7i Envelope Heat Load 9,746 Btu /Hour Sum of UA X eT Alr Leakage Heat Load 7,551 Btu /Hour Uo/umeX 0.8XeTX.018 building Design Heat Lead 17,297 Btu /Hour A!i Leakage +Envelope Heat Lass building and Duct Heat Load 17,297 Btu /Hour Ducts in unconddkmed space: Sum of Burkl/ng Heat Loss X 1.10 Ducts in conditioned space: Sum o! Bur7dinq Heat Lass X 1 Maximum Heat Equipment Output 21,622 Btu /Hour Bung and Duct Heat Loss X 1.40 for Forced Air Furnace BUlkilnq and Duct Heat Loss X 1.25 for Heat Pump (t77/Ol/13) t E Window,, Skylight and Door Schedule Project Information Contact Information 1 .,...UN ,r IM Width Height Ref, U4actor Qt. Feet "c►, Feet "�h Area UA f Exempt Swinging Door (24'sq. ft. max.)�F. Exempt Glazed Fenestration (15sq. ft.max.) v4vJ 0.00 0.0 0.00 30.0 8.40 22.0 6.16 27.5 7.70 1T81 4.98 15oOl 4.20 10.0 2.80 7.0 > 1.96 17.5 4.90 22.5 6.30 16*01 4.48 8.0 2.24 22.5 6.30 7.0 1.96 24.0 6.72 22a5l 6.30 36.0 10.08 8.8 2.45 4.0 1.12 0.0 0.00 0401 0.00 0001 0.00 0.0 ; 0.00 0801 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0001 0.00 0001 0.00 Otol 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 ZO 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 P Sum of Overhead Glazing Area and UA 0.01 0.00 n.'i....L.,., A /'+1.;Aron IAIcinhtarl I I - I IA1Anwi I O.00 Total Sum Of Fenestration Area and UA (for heating system sizing calcuiations) 325.5 91.15 ` Prescriptive Energy Code Compliance for All Climate Zones in Washington Prolect Information Contact Information 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 All mate ones FI Value U-Factor Fenestration U-Factor n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC ' n/a n/a Ceiling 49i 0.026 Wood Frame Wailg"n 21 int 0.056 Mass Wali R-Value 21/21 n 0.056 Floor 309 0.029 Below Grade Wall' 10/15/21 int + TB 0.042 Slab R-Value & Depth 1 10, 2 ft n/a *Table R402.1.1 and Table H4uz.1.:J rootnotes rncivaeu un rdyG C�. Date Each dwelling unit Ina residential building shall comply with sufficient options from Table R406.2 so as to the following minimum number of credits: I. Small Dwelling Unit: 1.5 credits ❑ 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 greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet:.5 credits Table R406.2 Summary Option Description Credit s la I Efficient Building Envelope 1 a L 0.5 1. c I Efficient Building tnveiope I c r r 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions 0.5 1.0 0.5 1.5 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. "10/15/21.+TB" means 1140 continuous insulation on the exterior of the wall, or R45 on the continuous insulation on the interior of the wall, or 11-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. 1110/15/21.+TB" shall be permitted to be met with 11-13 cavity insulation on the interior of the basement wall plus 11-5 continuous insulation on the interior or exterior of the wall. "10/13" means R40 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. Reserved. g Reserved. h Reserved. ' The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to 11-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. r 6820 22 Slit et FREESTONEat Perrnalt Center File, WA 9E44> tj Dept, of Community Development 345 - 6'h Street, Suite 600'Bremerton'WA`98337-1873 i WHOLE HOUSE VENTILATION USING THE PRESCRIPTIVE METHOD IN 2012 IRC Purpose: We have all heard about office and school buildings which cause people to become ill. If improperly ventilated, our homes can cause some of us to become ill too. With all of the new materials we use to construct and furnish our buildings, it is very important that our homes are ventilated In such a way as to provide us with a method to get the stale air out and fresh air in. Please check the appropriate box to describe which of the four prescriptive Whole House Ventilation Systems you wilt be using, and fill In any blanks or boxes under the system you choose. Option 1, Whole house Ventilation Using Exhaust Fans (IRC Section M1507.3.4) • CFM Exhaust Fan Flow Rating Per Table M1507.3.3(1) and multiplied by factor in Table M1507.3.3(2) (attached). Location of whole house exhaust fan(s) must be shown on the plans. The intermittent mechanical ventilation system shall operate at least one hour out of every four when designed for intermittent operation in accordance with Table M1507.3.3(2). • Fan Controls: 24 hour clock timer capable of continuous operation, with manual and automatic control, & be accessible Whole house fans located 4 feet or less from the interior grille shall have a sone rating of 1.0 or less at 0.1 inches w.g. per HVI 915 (2009) ' At the time of final inspection, the automatic control shall be set to operate the whole -house fan according to the schedule used to calculate the whole -house fan sizing. • Outdoor air shall be distributed to each habitable room by individual outdoor air inlets with controllable and secure openings, provide at € least 4 sq. in. of opening for each space, located at least 10 feet from appliance ducts, and located away from where objectionable odors, fumes and vapors are present. Option 2.Whole house Ventilation Integrated with a Forced Air Heating System (IRG Section M1507,345) Inch Fresh air duct, connected to the furnace returnplenum, sized Per Section M1507.3.3. + Integrated forced -air ventilation systems shall have an outdoor air inlet duct connecting a terminal element on the outside of the building to the return air plenum of the forced -air system, at a point within 4 feet upstream of the air handier. • The outdoor air inlet duct connection to the return air stream shall be located upstream of the forced -air system blower and shall not be connected directly into a furnace cabinet to prevent thermal shock to the heat exchanger. i + The system will be equipped with a motorized damper connected to the automatic ventilation control as specified in Section M1507.3.2. The required flow rate shall be verified by field testing with a flow hood or a flow measuring station. + Outdoor Air inlets shall be screened or otherwise protected from entry by leaves or other material and located + All Ventilation. supply ducts in the conditioned space shall be insulated to a minimum of RA i Option 3. Whole house Ventilation Using a Supply Fan (IRC Section M1507.3.6) • inch Outdoor air inlet duct, connected to [he furnace supply air stream, sized Per Table M1507.0.2. (attached) Fresh Air inlet: Back -draft Damper plus one of the following: (Choose one) ElCalibrated manual volume damper installed and set to meet the measured now rates in Table 1507.3.3(1) (attached) by field tesdrlg with a pressure gauge and/or following' manufacturer's installabon instructions. A manual volume damper installed and set to meet the measured flow rates specified in Table M1507 3.3(1) by field testing with a flow hood or flow measunng stabon. An automatic flow-regutabny device sized to the specified flow rate in Table M1507 3 3(1) which provides constant Mow 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 heal recovery system shah be at least 6 inches in diameter' • Balancing dampers shall be installed on the inlet and exhaust side • Flow measurement grids shall be installed on the supply and return • System minimum flow rating shag not be less than specified in Table M1507 3 3(1) • Outdoor air inlets shah be screened or otherwse protected from entry by leaves or other material and located • ventilation Supply Ducts in the conditioned space upstream of the heat exchanger shah be insulated to a minimum of R,4 Vcac\J CVu. vY VQ\GaOI SuA fife. WAOU204 General Requirements l aG —� At the time of final inspection, the automatic control time shall be set to operate the whale house fan according to the schedule used for the calculation. • A label shall be affixed to the control that reads "Whole House Ventilation" (see operating instructions) • 24-hour clack 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 M15073) REFERENCE TABLES Table Mi 507.3.3(1 } Continuous Whole House Ventliatlon .... A1.1....o.44 oe.,.dremnntcIcfm$ Floor Area (ft') Number of Bedrooms 0-1 2-3 4-5 6-7 1 >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 ion 105 120 135 150 165 Table M1507.3.3(2) Intermit#ent Whole blouse Mechanical Ventilation Factors Run -Time Percentage in Each 4-1-lour Segment 2501° 33% 50°!0 66% 75% 100°!0 4 3 2 1.5 Factor 7abfe M154�.3.b.2 Supply Fan Tested CFM at 0.40" wog. Specified volume Minimum Smooth Minimum Flexible Duct Diame er from Table Duct Dianieier M1507 3 3(il 50-90 cfm 4 inch 5 inch 90450 cfm 5 inch 6 inch I 150-250 cfm 6 inch 7 inch _ �250.400 cfm_ 7 inch inch 1 _.. _---._g All heating equipment must be sized using a recognized engineering practice. Typical sources Include: ASWRAE Wandbook of Fundamentals. ACCA Manual J, 8m Edition" Residential Load Calculation. ACCA Manual N- Commercial Load Calculation. WSEC,..a+w^�_ener�Y wsu edu/codg _ n e H e a t i n g and Air C on d i t i o n i n g 4703 — 116fh Street E, Tacoma, WA 98446 253-537-0655 / 253-539-3861 Fax VENTILATION AIR REPORT To Whom It May Concern: 2-3 bed 1501-3000sfrequires 60cfm minimum continuous operation per Table M1507.3.3(1), 2012 IRC Intermittent Whole Wouse Ventilation Integrated with aForced-Air System - M1507.3.3(2), 2012 /RC 4hr cycle: 3hr ON -- 1 hr OFF Karen Kliemann Kliemann Brothers Heating 253-537-0655 75% run time: 60cfm x 1.3 =outside air set at 78cfm O,iWSEC Code Doe:tNen4ilation Ait Report 1Pan Size - 4-,`7 bed 15Gf-3QQQ . 75cfm Printed $Jt9/14 AUG 2 3 2017 Associated Earth. Sciences, Inc. City of Bremerton DCD Serving the Pac fic .Northwest Since ig81 December 10, 2012 pproe Proj� ect No. KE120343A Scott Griffin, Freestone Companies c/o Hatton Godat Pantier 3910 Martin Way, Suite B Olympia, Washington 98506 Attention: Ivlr. Jeff Pantier, P.E. Subject: Limited Geotechnical Engineering, Study Bayside at Sinclair Ridge Bremerton, Washington Dear Mr. Pantier: MY Date JUN?42010 Ci#y of Bremerton, L°;D Associated Earth Sciences, Inc. (AESI) is pleased to present our Iimited geotechiucal 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 geotechnieal 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 geotecltnical issues within Division I and Division II may be implemented independently. The suitability o€ 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 �/a 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 � Evere.tt � Tacoma 425-s2i-77a1 425-259-0522 253-722-2992 www.aesgeo.com Bayside a, 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. LITERATI7RE REVIEW The following documents and plans were reviewed as part of our study. These documents were provided for our use by Hatton Godat Pander and made available to AESI. Plans: s 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: 0 Preliminary Geotechnical Report, Bayside, Anderson Hill Road, Bremerton, Washington Dated May 22, 2006 by Terra. The above mferenced grading and proposed regarding anticipated exploration pits. Hydrogeologic Evaluation, Bayside, Anderson HiII Road, Bremerton, Washington Dated Juty I4, 2006 by Terra. Addendum to Preliminary Geotechnical Report - Geologic Hazard Areas, Bayside, Anderson HiII Road, Bremerton, Washington Dated July 15, 2006 by Terra. o Design Memorandum regarding L224-1 Bayside Detention Ponds Dated March 24, 2007 by 'terra. o South Ponci Interceptor Drain, L224-1 Bayside, Bremerton, Washington, Bigure dated March 2007. graduYg plan provides information regarding site topography prior to grade for the development. The information obtained from the plans d epth of fill generally corresponds with that encountered in our 1)eccJnber !0, 2012 ,ASSOCIATED E^1RTH SC.II;h'CES, WC. A'rJPcltd - KLII03d3r15 - Pr'nJeas12612o3V.rtKPiiVP Page 2 Bayside at Sinclnir Ridge Bremerton, Washington Limited Geotechnical Engineering Stndy SITE DESCiiIPTION 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 die "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 die 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 11 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 is 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. ©ecent6er Id, 2012 —� —�� � .ISSOCIATEU EATeTfI SCIENCES, INC, - AfilpcRA- }.'Ll?0343A5 - Profausl7Dlf03d1UCEN{'P page ` f s Bayside at Sinelaii Ridge Bremerton, Washington Limited Geoteclutical 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 tlie 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 die 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-evaluatc specific recommendations in this report and make appropriate changes. Exploration Pits );xploration 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 r ere 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 ,4lnerican Society for Testing arrd lllateriais (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 die 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 die 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 L)e-cerrrUer /0, 21712 ASSOCIATED EARTH SCttNCGS, INC. klTtpcllrf - hZi203d3A5 - Prcjecltk20llO.td.?IKE�NP page 4 r Y , Bayside at Sinclair Ridge Bremermn, 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 l to 2 feet of the fill encountered directly below the ground surface generally consisted of Ioose, 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 EM7 (Lot 145/146), and between 6 and 12 feet in exploration boring E131 (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 far 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:D 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 I , 1"12cerrrl�er IQ, 2L117 ASSOCIATED EARTH SCIEArCES, lNC. MTlpctld - KE11034.i;fS -Prajccrrtlbt103d3iKFtt'IP I7age 5 Bnyside at Sinclair Ridge Bremerton, Washington Limited Geolechnical Engineering Stady Table 1 Summary of Density Testing Results Lot H Location Test N Depth (feet) Percent Moisture Optimum Moisture ( ercent) Dry Density (pcf7 Proctor ( cf) Percent Proctor N Pond EP-17 DT-1 1 644 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 96.1 213 EP-19 DT-5 1 5.1 8.7 123,5 99.0 80.1 2/3 1 EP-19 DT-6 3 9.0 8.7 123.5 123.5 100 47/48 EP-20 DT-7 2 7.3 8.7 123.5 118.1 95.6 47/48 EP-20 DT-8 4 12.0 8.7 t23.5 118.2 953 133/134 EP-21 DT-9 1 8.5 8.7 123.5 1201 97.3 133/134 EP-21 DT-10 3 11.2 8.7 123.5 121.7 98.5 173/174 EP-22 DT4 1 2 9.6 8.7 123.5 118.4 95.8 173/174 EP-22 DT-12 4 10.9 8.7 123,5 118.2 95.7 187/188 EP-24 DT4 3 1 6.4 8.7 123.5 103.2 83.5 187/188 EP-24 DT44 3 10.4 8.7 1215 119.5 96.7 2871292 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 1501151 EP-28 DT-21 1 9.4 8.7 123.5 123 A 99.6 150/151 EP-28 DT-22 3 11.3 8.7 123.5 122,7 99.3 14 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 P,B - 1. Vashon Lodgement Till l�atural sediments encountered below fire 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, debrisdaden glacial ice during the Vashon 5tade 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 Deceurber in 2012 ASSOCIATED Er1RTN SC1I'NCES, INC, AlTfjtt /(.1 - KEr20343A.5 - Ftiojetrst �01?03dJIKL1{S'F' Page 6 Bayside nt Sinclnu• Ridge Bremerton, Washington Linited Geotechnicat 1 ngineering Study glacial ice from which they were deposited. The upper approximately 1 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/hardseape. Geologic Mapping Review of the regional geologic map titled Preliminary Geomotplrlc 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 Wa11s 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 die recommendations presented on Sheet C-3.21 of the project plans for each of the walls with the exception of wall #1 (Lots 130432), 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 Slieet 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 die top of the rockery along die 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 Iater in this report. Ground Water Ground water seepage t=gas not encountered during our exploration. It is common in areas underlain by lodgement till for seepage to seasonally accumulate at ❑r near the till surface. This type of seepage, known as interflow, occurs when surface water percolates down through tlie 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 C7ecerrBe,- fo, 2012 gssocrATEch snnrN scirxcl=s, rnlc_ ,blTlpc/Id - Y.E/203d3jf5 - Prof>cu}_ml3i)3131KEi1VP Page 1 ) ' 1 Bayside at wnriair Ridge Linriled t rPf) kor III;P/ 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 hill" to be considered suitable for support of structures/slabs/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 spalis. 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 spalis over the fabric to bring the surface of the area to match the surrounding surface. To reduce the potential for erosion/slurnping, 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, ASSC1Ci�TE'I� l•.�tRT'FF SCIENCE S, F/JC. AiT/pold - 6"F.1103d3.i3 _ Vojetr�I201?O.iJ,?;FGUVP Page 8 A � Baysirie nt Sinclair Ridge Br•enierton, Washington Limited Geotechnical Ertghieering Stxdy 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 6Anch- 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 2H: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 I2-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 strictures but 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 vrithin the upper 1 to 2 feet of the existing ground. surface were generally observed to be disturbed and in a relatively Ioose condition and are therefore rat 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 gill." The existing fill observed below the surficial, "disturbed" soil (except as noted in EP-27 and E13-1, Lots 142- December 10, 20I 2 ASSDC1ATEU EARTH SGII;NCIy;-,S, INC, M r1prAA- KEl Xi73J3k5 - Projectsi2rlf 20.3d3t1;E11VP Page 9 Bayside at Sinclair Ridge Brenter7on, Mnshin,Qton Limited Ceotechnicai Engineering Strtdy 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 sliould be founded in or above loose soils. The area bomided by Lines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1,5H:1V 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 Su ort 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 placement. December 1 �, 2t712 ASSC)Ct,�l7ED E,9RTH SClErVCF.S, INC`. hfrfpolrl - 1;'Pt 2o3d3A5 - Projcui12G1 ��i-J31K61 i4'P age 1 � B � Y Bnyside nt 5inclnir Ridge Bremerton, Washington Limited Ceotechnical Engineering Study The floor slab should be constructed atop a capillary break consisting of a minimum thickness of 4 inches of washed 5/8-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-l. 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 loose soil should be removed, moisture -conditioned, as necessary, and replaced as structural fill beneath these lots. AES1 should be on -site during removal to confirm that all loose soils have been removed prior to structural till 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 Int compacted to at least 95 percent of the modified Proctor maximum dry density, as determined 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. CONCli,I7SI0IV5 Based an the results of our assessment, the earthvrork 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. L)ece,nber I0, 2Ul' ,sssoct,�rRn E�xrr�.rci�Nc�s, ir�c 1dTIpcG4!- KEl2Di4J,a5 - firojedr1lp1103ld17;E114'P page I 1 2. Geo5 A lengths behind reinforced earth wall /f 1 (Division II, Lots 130 through 132), wall #4, and wall #7 (Division 1, 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 II) and the interior side slopes along the north, south, and west sides of the upper pond (west of Lots Ml, Division I) appear to have been built at a 2HAV 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 to you on this project. Should you have any questions regarding this report or other geotechnical aspects of the project, please tail us at your earliest convenience. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington J Maire Thornton, P.E. Jon N, Sondergaard, L.C., L.E.G. Senior F.,ngineer Senior Principal Geologist Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix A: Exploration Logs December l0, 201?. _� _— _�._ —_. ,{SSpCUTEL7 E.�RTH SC1ENCr`Y 'ES, jNC. NT/pt/Id - KE1203I3A5 -Pro/cusi2011034-i1KEiIt'P PagC 1 � ( B 4 J ! �i NOTE: BLACK ANO VYflITE REPRODUCTK)N OF TN19 COLOR OAKSINAL MAY FEET REFERENCE: USG570POt REOI/CEITBEfFECTNENEl18ANOlEADTOINCORRECTNf1EAPRETATiON. Associated Earth Sciences, Inc. VICINITY MAP FIGURE f BAYS IDE AT SINCLAIR RIDGE DATE 17112 BREMERTUN, WASMINGTOFt PRoJ, Na. KE120343A zQs� P'ct•u dyne �I)OLL 1��. N.ItMypy tact 4 � i po p Weil -graded gravel and '»iarms Describing Relative Density and Consistency 1 rN $•a• GW gravel with sand, little to s Density SPTIZiblows/ fo ot onofine LL Coarse- VeryLoose 0104 7 aoo0o Loose 41o10 0iNPoorly, -graded graveGrained Soils 00000 GP Medium Dense 101o30 o a 000pa and gravel with sand, Dense 301050 Test Symbols o d 000�0 little to no fines G = Grain Size ar o z o000o Very Dense >50 0 o cI Consistency SPTf�lbloayslfaot M=Moisture Content z u' °Silty gravel and silty A = Atterberg Umils o + vGM ravel with sand Flne Very Sufi 0 (o?- C Chemical -o •6 g $oft 21o4 DD = Dry Density a Grained Soliso °' Medium Stiff 4 to 8 K= Permeability Stiff 8l015 Clayey gravel and Very Stiff 15 to 30 }GC clayey gravel with sand Hard >30 0 LO c� Component Definitions ED o Well -graded sand and Descriptive Term Size Range and Sieve Number OE;a SW sand with gravel, little Boulders Larger than 12' 0 ro to no fines rL Cobbles 3' to 124 Poorl -coded sand Gravel W to No. 4 (4.75 mm) 0 o > y g Coarse Gravel 3• to 3/4• rn c> w SP and sand with gravel, Fine Gravel 3/4' to No. 4 (4.75 mm) v little l0 no fines Sand No. 4 (4 75 mm) to No 200 (0 075 mm) o d 0 2 z Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) m o N Silty sand and Medium Sand No. 10 (2.00 mm) to No. 40 (0,425 mm) Co m ti sM silty sand with Fine Sand No. 40 (0.425 mm) to No. 200 (0 075 mm) o n E gravel U LO 5.. Sill and Clay Smaller than No 200 (0.075 mm) in c NI . sc Clayey sand and (3) �Stimated Percentage Moisture Content clayey sand with gravel rn Percentape by Dry -Absence of moisture, Component Weight dusty, dry to the touch Silt, sandy slit, gravelly silt, Trace <5 Slightly Moist - Perceptible > C) ML Few 5 l0 10 moisture in silt with sand or gravel a Lillie iS to 25 Moist -Damp but no visible in U _ With Non -primary coarse water C)N Clay of low to medium constituents: > 15% Very Moist -Water visible but d .j CL plasticity, silty, sandy, or Fines content between not free draining z N . gravelly clay, lean clay 5 o and 15% Wei -Visible free water, usually N'0_ _ from below water table a Q Organic clay or silt of low Symbols 12 n = oL plasticity 81ows/6eor _ Sampler portion of 6" o TYPE! Elastic silt, clayey slit, sill 2,0 00 r Sampler Typa with micaceous or $pllt•Spoon it a --t.i o MH diatomaceous fine sand or Description y N sill Sampler / 3.0" OD Splil•Spoon Sampler _ j o Clay of high plasticity, (SPA �/ 3.25' OD Split -Spoon fling Sampler tq m ro 't,' CM sandy or gravelly clay, fat Bulk sample 3.0" 00 Thin•Wall Tube Sampler clay With Sand or gravel Grab Samples Y (including Shelby tube) � � rrf ��i Organic clayo sill of o Portion I � Cement grout surface seat Benton seal Riler pack wish blank casting section Screened casing o Hyd 010 vrilh filler pack g r o ron no recovered _End cap oN medium to high— i�f'% plasticity Rt Percentage G}' dry weight t4} Depth of ground water i �✓ (SST) Standard Penetration Test ATD = At time of doling _>. Peat, muck and other tal In Ge(ASTn fal Accordance } 2 Static water level (date) In General Acrordanco v�i(h PT highly organic soils Standard Practice for Description si Combined USCS symbols used for =ON and Identification of Solis (A.STM D-2466) lines between 5 % and 15% Classilicattons of sells in this report are based on visual field and/or laboratory obsarvatians, which Include dansltylconsisiancy, moisture condition, grain size, and plasticity estimates and should not be umstmad to imply field or laboratory lesling unless presented herein. Visual manual and/or laboratory dassilica0on methods of ASTIR D-2487 and 0-2488 were used as an Identification guide for the Unified Soil Classification System, Associated Earth Sciences, Inc Imkt f« l FlGtIRE Al h V This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should he s 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 o a simpllication of actual conditions encountered. DESCRIPTION Vashon Lodgement Tilt - Disturbed Loose, dry to slightly moist, light reddish brown, silty fine SAND, with gravel. 1 Vashon Lodgement Till Medium dense to dense, moist, gray, silty SAND, with gravel. 2 3 4 5 Bottom of exploration pit at depth 5 feet 6 No ground water seepage. No raving. 7 8 9 10 11 12 13 14 is 16 17 18 19 Logged by, hiiT Approved by: �ssociated PraJect No. I{E120343A 9/ti/12 u U 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 se of excavation. n of . Subsurface bsu rf a e co a complete s maechange at this location with the passage of time. The data presented are DESCRIPTION 1 Loose, dry, light brown, silty fine SAND, few gravel, slightly organic. 2 3 Weathered Vashon Lodgement Till 4 Medium dense, slightly moist, red brown, silty fine SAND, few grave Vashon Lodgement Till 5 Dense, slightly moist, gray, silty fine to medium SAND. !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 19 - �ay�icie �t �inci�ir Ride Bremerton, WA ogged by: MTAssociated Earth Sciences, Inc. project No. KE120343A Apryoved by: a r 9!8/12 1 t E 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 data time of excavation. Subsurface conditions may change at this location vdth the passage of time. The presented are o a simpification 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, siighty moist, light brown, silty fine SAND. 2 Vashon Lodgement Till Dense, moist, gray, silty fine to medium SAND. 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 18 19 Logged tsy: hAr Hpproved by: Maysitle mi �incl!nir pidggm E3rerrier�on, t�� Associated Earth Sciences, Inc. Project No. KE12fi343A 9/6l12 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 i6 17 18 i9 This log is pars of the report prepared by Associated Earth Sclenres, Inc. (AESQ for the named �roiect and should be read together with that report for complete Interpretation. This summary a plies 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, DESCRtPTiON Vashon Lodgement Till - Disturbed Loose, dry, light brown, silty fine to medium SAND, with gravel. Vashon Lodgement Till Medium dense to dense, moist, gray, fine to medium SAND< with gravel, trace silt. Bolcom of exploration pit al depth 51eet No ground water seepage. No raving. Loggeri by: MT Appravod by: ays6trle ai Sinclair l�ielge E�rc�ert�n, VUA Associated Earth Sciences, Inc. Protect Na. KE120343A 9181 i 2 n. D 1 2 3 4 5 6 7 8 9 10 i1 12 13 14 15 16 17 i8 19 ,1.MKIMACM This log is part of the report prepared by Associated Earth Sciences, Ina. (AESI) for the named protect and should be read together with that report for complete interpretation. This summary applies only to the location of this french at the 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 Loose, dry, fight brown, silty fine SAND, few gravel. Medium dense, slighty moist to moist, brown gray, silty tine to medium SAND, with gravel. bottom of exploration pit ai depth 5 feat No ground water seepage. No caving. togged by; r�nT Approved by: �aysi�e at Sinclair i�idc�e �rer�erton, t�lA Associated Earth Sciences, Inc. POO lip" Project No. f�E120343A 9/6/12 0 1 2 3 4 5 6 7 8 9 0 12 13 14 15 i6 17 18 - 19 - This log is part of the report prepared by Associated Earth Sciences, Inc. (AE51) for the named �rolect 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 excavalion. Subsurface conditions may change at this location with the passage of time. The data presented are a slmplficalion of actual conditions encountered. DESCRIPTION Loose, dry, Tight brown, silty fine to medium SAND, with gravel. Medium dense, slightly moist, gray, silty SAND, with gravel. Medium dense, moist, brown, silty fine to medium SAND, few gravel, dense, moist, uveatnerea vasnon �oagement 1l11 fine to medium SAND, orange oxidization Vachon Lodgement Till Dense, moist to very moist, gray, fine to medium SAND, little silt, few Bottom of exploration pit at depth 5 feet No ground water seepage. No caving. logged by' tAT Approved by: �y�icle �t Sine�aar �ici�� �r�rnert®n,1JV� Ayssssociirat�eed Earth Sciences, Inc. Project No. KE120S43A $/6/12 u U x KINIJIMMIMM 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 appplies only to the location of this trench at the CL m time of excavation. Subsurface conditions may change at this location M the passage of time. The data presented are a a simplfication 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 18 19 Logged by: tfiT Approved by: Bayside at Sinclair Ridge Associated Ea.th Sciences, Project Na. KE120343yt 9/6112 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESi) for tho named protect and should be n read together vrith 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 Vashon Lodgement Till - Disturbed Loose dry to slightly moist brown, silty fine to medium SAND grave l, r I , 1 Medid um ense, slih gtly moist to moist, gray, silty tine to medium SAND, wi 2 Vashon Lodgement Till 4 5 3 Bottom of exploration pit at depth 5 lest 6 No ground water seepaoe. (Jo caving. 7 8 9 10 11 12 13 14 15 16 17 - 18 19 ---20—_.----- N ��ysid� at �i�cl�ir Ridge R�er-�erton, VI/,4 2 Associated Earth Sciences, Irtc. Logged hy: MT Project No. KE120343A PP Y Approved b : 9/6/12 e a a Logged by: h9T Approved by; �a�side at �ir�clair ridge �remertor�, �� associated Earth Sciences, Inc. Project (�la. KE120343i-t 9/6/i 2 = This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named �rolect and should be together that for interpretation. This read with report complete summary applies only to the location of this trench at the m time of excavation. Subsurface conditions may change at this location wish the passage of time. The data presented are o a simplflcallon 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 Vashon 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 15 16 17 18 19 - Logged by: MT kpprovad by: Associated earth St•ienres�Y(,4{�Istc. Praject No. KE120343A 9/6/12 Ils log is part of the report prepared by AssoGata Earth Sciences, Inc. tAESI) for the named project and should he o read together with that report for complete interpretation. This summary applies only to the location of this french 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 1 Loose, dry, light brotivn, silty fine SAND. Medium dense, slightly moist to moist, brown gray, silty fine to medium SAND, 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 i2 13 - 14 15 - 16 17 - f8 19 Logged by: t�T Approved by: E�aysit�e �t Sincl�i� F�i�fc�e Associated Earth Sciences, Inc. ^a4.i C - P Protect No. KE120343A S/6/12 Wodated Earth Sciences, fnc. Log�oa by: rnr Approved by: Project F�fo. KE120343A 9/6/12 This log is part of the report prepared by Associated Earth Sciences, Ina (AESI) for the named pro)ect 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 sfmplficalion of actual conditions encountered. DESCRIPTION 1 2 3 Q 5 6 7 8 9 10 11 12 13 1d 15 t6 17 18 19 Loose, dry to slightly moist, brown, silty tine to medium SAND, few gravel. Medium dense, slightly moist to moist, brown, silty fine to medium SAND, few gravel. Bottom of exploration pit at depth 6 feet No ground water seepage. No caving. 0 d 0 a Logged try' VIT Approved by ssociated Earth Sciences, file. project trio, KE120343Ft 9l6112 This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be o read together Mlh 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 0 a simpitication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till - Disturbed 1 Loose, dry to slightly moist, gray, fine to medium SAND, few gravel. Vashon Lodgement Till 2 Medium dense, moist, gray, fine to medium SAND,, large (1 B inch) tree root In place, 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 18 19 Logged hy: tviT Approved Gy: Bayside at Sinclair Ridge rerrter�crt, VVA Asssoocitife"d Earth Sciences, Inc. Project No. KE120343A 9/6/12 el This log is part of the report prepared by Associated Earth Sciences, Inc. (AESi) for the named p�roject and should be � read together with that report for complete interpretation. This summary applies only to the focafion of this trench at the time. The data w time of excavation. Subsurface conditions may change at this location with the passage of presented are p a simplflcation of actual conditions encountered. DESCRIPTION Vashon Lodgement Till- Disturbed Loose, slightly moist, gray, fine to medium SAND, trace silt. 1 Vashon Lodgement Till Medium dense to dense, slightly moist to moist, gray, tine to medium SAND, trace silt. 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 17 18 - 19 ysidpe at�yQ}ilr�tcfnir[pPic[ge fl ��L�LVCI� VV F� Associated Earth Sciences, Inc, Logged by: M7 Approvad by: Project Na. KI=120343A This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named p�roject and should be read together with that report for complete Interpretation, This summary applies only to the loca(ion of this french at the m time of excavation. Subsurface condllIons may change at this location with the passage of time. The data presented are o a simpffication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till - Disturbed 1 Loose, slightly moist, gray, fine to medium SAND, trace silt, Vashon Lodgement Till Medium dense to dense, slightly moist to moist, gray, fine to medium SAND, trace silt, 2 3 4 5 Bottom or 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 19 Loggod rv: fnr Approved by: Bayside at Sinclair Ridgy Bre�-ler�i0�, VV� Rssociated Earth Sciences, Inc. S r4 F tii f'raject No. KE120343A s/6�1 z 9 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be -5 read together with that report for complete Interpretation. This summary applies only to the location of this trench at the time. data dine of excavation. Subsurface conditions may change at this location with the passage of The presented are o a simplification of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, slightly moist to moist, gray brown, silty fine to medium SAND, few gravel. 2 Medium dense, moist, gray brown, silty fine to medium SAND, few gravel. 3 4 5 6 7 8 9 10 ti 12 Vashon Lodgement Tilt 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 } I 16 17 18 18 T fJ Tayside at �inctair �iidc�e Bremerton, WA d Associated Earth Sciences, Inc. project No, lfE120343A 2 Logged by MT Approved by. n v 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 }8 19 Thts log Is part of iho roport prepared by Associated Earth Sciences, Inc. (AESt) for the named mJect 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 or actual conditions encountered. DESCFIIPTION Loose to medium dense, slightly moist, gray brown, sit#y fine SAND, few gravel. Medium dense, slightly moist to moist, gray brown, silly line to medium SAND, few gravel. Bottom of expiaratlon pit at depth 7 7 Ieet fJo Around water seepage, fJo caving. Longed by: full Approved by: Fmeo ssociated Earth Sciences, Inc, Pra)ecE No. K�i20343A 9!7/12 N Q N n E n 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. The data are a time of excavation. Subsurface conditions may change at this location with the passage of presented o a simpffication 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 5 6 7 6 Vashon Lodgement Till 9 Dense, moist, gray, silt fine SAND, with gravel. 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 Logged bye tJT Approved by: ��ysicie �t SHnct�ir l�icig� Associated Earth Sciences, Inc. Project lJo. KEi2ti343A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 This log Is part of fhe report prepared by Associated Eanh SciensesInc. (AE51) for khe named project and should be read together with that report for complete Interpretation. This summ, ary 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 simpification of actual conditions encountered. DESCRIPTION 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. Medium dense, moist, gray brown, fine to medium SAND, trace silt, to silty fine SAND, few gravel. vashon Lodgement Tiii Dense, moist, gray, silty fine to medium SAND, with gravel. Bottom of exploration pit at depth 9 feel No ground water seepage. No caving. Lapped by: tAT Aprnoved by: ��y�ide �t Sirlciair Ridge r�iitertOrl, � Associated Earth Sciences, Inc. 77 Project No. KE120343A 9/7�1 z LOG OF EXPLORATION PIT NO. EP-29 This tog is part of the report prepared by Assoo(ated Earth Sciences, Inc. {AESIJ inr the named project and should be a read together with that report for complete interpretation. This summary a piles 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 a simpificallon 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 5 feet 6 No ground water seepage: No caving: 7 8 9 10 f1 12 f3 14 15 16 f7 i8 19 N O Bremerton, 1 A Associated Earth Sciences, Inc. Project Na, KE120343A Logged by: MT Approved by: W7112 i a 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 a piles only to the location of (his trench at the 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 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 t6 17 18 19 Loose, slightly moist, gray brown, silty fine SAND. Medium dense, slightly moist to moist, gray brown, fine to medium SAND, with silt, few gravel. 8otiom of exploration pit at depth tl feet No ground water seepage. No caving. Logy€:d t5y: tfT Approved by; �ay�rcie �t Sinclair t�icige rett�ertot�y WA Associated Eai'th Sciences, Inc, Project No. KE12d343A sm12 a • ,.. ,. ' • '. �,,�� j r t :� ice. •� r 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 o1 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 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 i6 17 18 19 Loose, slightly moist, gray brown, silty fine to medium SAND. Medium dense, slightly moist to moist, gray brown, fine to medium SAND, with silt, few gravel. Bottom of exploration pit of depth 5 feet No ground tvaler seepage. No caving, Tayside of �irlcl�ir Ric[c�e �reme�tc�n, UVA Associated Farah Sciences, Inc. Logged by: hair kpprovad hy; Protect No. KE124343A 9f1112 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named pproject and should be together that for lete Interpretation. This read with report com summary applies only to the location of this trench at the v limo 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, light brown, silty fine SAND. 1 Medium dense, slightly moist to moist, light brown, fine to medium SAND, trace silt, few gravel, 2 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 17 18 19 Logged hy: hl�T kpprovad by: 9 l.. "sociated Eartli Sciences, Inc. Project No. KE920343,4 9l7H 2 � a r 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 t6 17 18 19 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESIJ 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 lime of excavation. Subsurface conditions may change at this location with the passage of time, The data presented ate a simptfication of actual conditions encountered. DESCRIPTION Loose, slightly moist, brown, fine fo medium SAND. Medium dense, slightly moist to moist, brown gray, fine to medium SAND to silly fine to medium SAND, with gravel. Dense, moist, gray, silty fine to medium SAND, with gravel. Bottom of exploration pit at depth 9 feet No ground water seepage. No caving. a R i_ogged t,y: r�tT Approved by: a u ��y�ide �� Sinclair Fridge i31✓emer�on, VU� Associated Earth Sciences, Inc. Profect No. KE120343A 9l7112 t This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named �ro)ect and should be together that for Interpretation. read with report complete 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 dais presented are to a simpliloatlon of actual conditions encountered. DESCRIPTION Fill Loose, dry, brown, silty line to medium SAND. 1 2 Medium dense, slightly moist to moist below 3 feet brown gray, silt SAND with ravel to fine to 9 Y i )� g Y� Y � 9 medium SAND, with sill 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 togged hy: tvlT Approved by: Associated Earth Sciences, Inc. Project Ido, KE120343A 9R/12 f N O N 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 f6 17 18 i9 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named protect and should be read together vilih that report for complete Interpretation, This summary appiios only to the location of this trench at the lime of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpification of actual conditions encountered. DESCRIPTION Loose, slightly moist, light brown, silty fine to medium SAND, few gravel. Medium dense, moist, brown gray, silty fine to medium SAND, few gravel. Medium dense to loose, moist, brown gray, silty SAND, with gravel. I3oHom of explorotion pit at depth 10 feet No grouted water seepage. No caving. Lagged hy: MT Rpproved by: ssociated Earth Sciences, Inc. Project Na. KE12d343/l 9!T/i 2 11121111 = This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named pproject and should be read together That for interpretation. with report complete This summary a piles only to the location of this trench at the 0 time of excavation. Subsurface conditions may change al this location with the passage of time. The data presented are o a simpif!cation 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 i1 12 13 14 15 16 17 18 — 19 Logged by: f�iT Ikpproved by. ssociated Farth Sciences, Inc. Project No. KE120343A 9/7/12 4 r LOG OF EXPLORATION PIT IVO. LP-29 Thls log is part of tha report prepared by Associated Earth Sciences, inc. (AESI) for the named project and should be o read together with that report for complete Interpretation. This summary appplies only to the location of this trench at the time of excavation. Subsurface conditions may change ai this location wlih the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION 1 Loose, dry, light brown, silly fine to medium SAND, few gravel. 2 Medium dense, slightly moist to moist, light brown gray, silty fine to medium SAND, few gravel. 3 4 5 B 7 B 9 10 Bottom of exploration pit at depth 1 tl feet 11 No ground water seepage. No caving. 12 13 14 15 16 17 1$ 19 a Tayside at Sinclair Ridge o Rremerton, VIVA Associated Earth Sciences, Inc. Project Na KE120843A Logged t Approved d by:: 9/27112 + r s This log Is part of the report prepared by Associated Earth Sciences, Inc. (AE51) for the named ��roJecl 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 simplfication of actual conditions encountered. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 i6 i6 17 18 19 DESCRIPTION Loose, dry, light brown, silty fine to medium SAND, few gravel. Medlum dense, slightly moist to moist, light brown gray, silty fine to medium SAND, few gravel. BoHom of exploraiion pit at depth 13 feet No ground water seepage. No caving. Logged try. tv9T Approved by. �ssociated Earth Sciences, Inc. Project No, KE12g343A 9/27/12 Associated Earth Sciences, Inc. N CS o Exploration Log Project Number Exploration Number EB-1 Sheet 1 of 1 �.L s: r -��d KE120343A Project Name eayside at Sinclair Ridge Ground Surface Elevation (ft) Location Bremerton WA Datum NIA Driller/Equipment Geologic Drill /Track mounted drill rig Date Start/Flnlsh 9197119 9127112 Hammer Weight/Drop 140# / 30" Hole Diameter (in) R Inches =D C p —4) > � � N Blows/Foot N N S p y�— > L N T `� �� DESCRIPTION O " t M 10 20 30 40 0 S 1 FIII t4 29 Dry, light brown, silty fine to medium SAND, few gravel (ML). 15 S-2 19 1 A23 12 - 5 9 S.3 11 20 9 S-4 Slightly moist, brown, silty line to medium SAND, few gravel (ML), 2 66 3 10 2 5.5 3 6 Slight moist to moist, brown gray, silty fine to medium SAND, few gravel A S-6 (ML)- 14 14 a 15 S•7 11 18 a 6 20 20 Moist, gray brown, silty fine to medium SAND, few gravel (ML). 12 Aft 7 S-8 19 18 25 S 9 Is 17 7 20 j € Vashon Lodgement I Ill 30 Moist, brown gray, silty fine to medium SAND, with gravel (ML). 19 C0 S-10 24 96 - 35 17 &n S•11 19 i i 26 I 40 M € S-12 19 i Bottom of exploration boring at 415 feel No ground water seepage ---- --- - -- Sampler Type (ST): _ 2' OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: MT r©D1 LLl 3" OD Split Spoon Sampler (D & M) Ring Sampls y Water Level () Approved by: Grab Sample Shelby Tube Sampled Water Level at fhne of drilling (ATD) Associated Earth Sciences, Inc. Exploration Log tY ..}� " �" MUM 0 Project Number Exploration Number Sheet KE120343A EB-2 1 of 1 Project Name Baysfde at Sinclair Ridge around Surface Elevation (It) Location Bremerton. WA Datum N/A Driller/Equipment Geoloalc Drill / Track mounted drill rig Date Start/Finish q 19 7112,912 7119 Hammer Welght/Drop 140# r30" Hole Diameter (In) R inr;hng N L ,gyp — ry W N (0 N Blows/Foot N � mS L° 5E a)o T m rn C5 rAE " m 3 m c DESCRIPTION 10 20 30 40 ° Fill Dry to slightly moist, light brown, silty SAND, few gravel (ML), S-1 9 Al 6 5 Moist, gray brown, silly fine to medium SAND, with gravel (ML), 6 &2 15 A32 17 S-3 e 16 31 15 to S-4 6 12 30 18 S•5 Moist, gray brown, silty fine to medium SAND, few gravel (ML). 10 13 A 2 13 - 15 S-6 72 11 A23 12 20 Moist, gray brown, silly fine to medium SAND, few gravel (ML). 12 S 7 12 A 2 14 - 25 S-g 17 13 A 8 15 Vashon Lodgement Till Moist, brown gray, silly fine to medium SAND, with gravel (ML). 30 S-9 '4 24 5fl I 34 — 35 S 10 23 52 og Bottom of explorallan boring a1 36 6 feet No ground waler seepage 40 Sampler Type (S'i t; 2" OD Split Spoon Sarrtpler (SP'r) U No Herevery M Molsture Logged by: I'Al' 1 3" OD Split Spoon Sampfet (D & M) ® Ring Sample Y Water Level O Approved by: Grab Sample Shelby Tube Sample Water Level at time o? drilling (ATD) �� WELLER CONSULTIh 21925 8TH PL W BOTHELL, WA 98021 (425) 488 - 9868 (425) 486 - 6715 FAX STRUCTURAL DESIGN PLAN 2023 f'] AUG 2 3 2017 City of Bremerton, DGp I BREMERTON, WASHINGTON La ��,, ✓'{y �0 :,: \J ,j 2<<`7 C:ty of Pre��ert©�, BCD NOTE: This stamp applies to the members and assemblies described in these calculations only and is only valid if it is a wet stamp. NO. 17-024 DATE 05/13/17 PREPARED BY Mark Weller, PI D DESIGN CRITERIA PER THE 2015 INTERNATIONAL BUILDING CODE EARTHQUAKE PER SECTION 1613 Design Per ASCE 7-10 Section 12.8 Equivalent Lateral Force Procedure Shear: V = Cs * W Cs =Seismic Response Coefficient W = Effective Seismic Weight Site 1 Project Specific Design Values: Ss = 1.55 per USGS Site Class D (Default) R = 6.5 fiAom Table 12.2-1 Cs = 0.1590 per Section 12.8.1.1 S� = 0.54 per USGS Seismic Design Category D Risk Category 11 from Table 1.5-1 Ie = 1.00 from Table 1.5-2 DESIGN PER SECTION 1G09 (Allowable Stress Design) Design per ASCE 7-10 Section 28.6 ign Wind Pressure: Ps = �, * I� * Kz�' * PSan where: X =Exposure Factor Kzr = Topographic Factor I� = Importance Factor PS30 = Base Design Pressure Site/Project Specific Values: Basic Wind Speed = l ]0 mph (V"„) X = 1.00 Exposure "B" (<30') "Urban Clustered Area" Kz,r = 1.00 Ie = l.00 PS30 =see ASCE 7- ] 0, Figure 28.6.1 TANDARD DESIGN INFORMATION The information described below is to be used unless otherwise noted on the plans OD DESIGN per Section 2301, Allowable Strength Design, ANSI/AWC SDPWS 2015 & AF & PA NDS 2015 when applicable; per 23U8 Conventional Light -Frame Construction (MINIMUM NAILING REQUIREMENTS per Table 2304,10.1 BOLTS: 5/8" Q� x 10", A307 or better, w/ 7" min. Embedment. V = 1.6 x 860 = 1376 # /bolt CONCRETE DESIGN per Chapter 19 & ACI 318-14 Concrete: f� = 2500 psi Rebar: fy = 40,000 psi MISCELLANEOUS HARDWARE SIMPSON Strong -Tie Connectors or e �t (SEE ANSI / AWC SDPWS-2015 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" Ql}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" d) 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 SIL'�'-2 v = 950 plf 7/16" OSB, w/ 8d (0.131 "nails @ 2" o.c. (staggered) Anchorage (interior walls only) to 4x (min,) BEAM or blkg below: %4" x 4/" SIDS SCREWS @ 3"o.c. NOTE: use min 3" nominal studs @ adjoining panel edges The shear values above are based upon the t�se 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.G SHEAK 4UALL EDGE NAILING f;1M JCIST LOCATE SHEATHING JDINT � COMMON MEMBEI: �H�Ai� T�.AN���� Cry �XT�I�IOr� WALL n�TAIL t!) u ! 0 N T Z O_ f^ U Li (n O T ti Li U W L NPIP N O O C) r M N II II 5 En Dow a oft%0 0 r r LL Ua @� U) CD N M r T 0 0 ro ro a �- N— 4" w a a O a C4 06 O) � C ,C 0 0 4+ w" u'aa ,n 0 11 11 D O O ❑ CC LL T 00INe M 04 oIto N (D 0 0 0 LOn o t00 N Ln N 00 TM 1i• if TT � � M lM � TF TM h N tM c+M 000 � O P~. O ti rN` O ti Z 00 LO M 00 00 00 00 N N too 0, O r •— M '� 'a �" r' N N U � � II 11 II II � 11 11 11 II O4amo 4moo N T T as as 00 as as w o o 0 0 1111 0 o C) o c6 (0 c � c cow a Ua Ua E°- Ua @� U Ua LL LL w LL LL LL LL LL Z U> U) (0 U) (n (0 w co m 0) 00 o LO o N o M LO N O � 0 0 00 0 00 0 00 0 0 O CD O co V V V V V V V V co V V V V V V V V u if Q co Q mU❑ j Q mU❑ Q caVoting a= i (p Z co(M Or(0 r` N OOO M D? OMO 00 N Off? MG 3 0 cr (0 00 00 r U) tVn (D T 00 co t� 0 0 0 to � r N d N r IN N r N j1 OM (1 � IOU If it II II 1� it II 11 it L, 11 II 11 11 I� II II II 11 Ius } 4— y— 474—Um 4-- v- v- v- 7 4— v— v- 4—LLv- T a n.aa a aan. a aaa a aaa r r O) rt tY N M V; TJ. r 0) d, tt r QI d' a o a ro w tot co r- tF m r. v (Neir � c� r: v_ W O a 0 U N y N Lis N N r 4ow N `— Los—� � ❑ F- Q ® O O O W U@@ ommmot L`L @���_ @ Li �� CL LL LL LL LL LL LL IL LL L LL 1L LL. IL M LL. 1L U. LL L to U) U) U) U1 O U) U) U) (n � (n U) U) (n O U) U) (n 0 o m Nor- I- r- oro CL00 alma F" r. aaa = N tf rZ. N L(7 LO m 00 Stools LOm tC it II II II LL LL LL :3 LL :3 LL LL `p U � ro c o N 2 U ca .� m C � N d- _ N � W m .r 'a+ C v! O l` r N J d'i dl�tlr 00 �rtoLO (�Mvw�' V O(0 U)rN C<N- .N- CV.N-- h IT LO Lc) U)) N ul t[y O U") N a °iti(D(01�It C) C) d (00)IW co � 0) a) h 0) ( ILL M corN I� tlot� to (0 M O th(nODOC)(}(0 O Or a (0 2 NNNNNN �d rYt�00 N Jw: 00 00 U•) to rt V 4= 00 00 00 00 00 Z � U v- C +? a C CL a @ L Cl0 0 0 0 0 oo @ Q �0O o00 (L � O M M M M M M � p M M M co M (p r r �-- '•- r r d' m U04 r r r r r C? N t U U Q Iy N pOOOO 0o II QOO 000 �000004 00 y N 00 000 LL C r r 0 0 0 C) Q) ry r r r r r a CD LO Q. OLOLO� Zp(PMt0 lN � Iqrtti or W 0 0 N N N N O C, r r O CL OL 0 f w U) U) U1 (n (n tp L h U) (n co U) U) U) U) It +- a II w w v= �- aaaaaa a ClCL an.a L � L N r r r Z3 w r N fD O (D (0 O O 0) to two ry M LC} N N I� iC) IN .0 d tt> to (0 L" f� N �) 0)00 j V) r N N N (0 N (0% Id) C r r r r h C mo• h O N r M @ @ @ U •c @ .O 03 m U 0� � Imo• M N O mLO r1 N r W t z _O I rY�LL O fQ t� m UM) LOCOC() N MID �o �LXa E c E a) CD w � w rn rn :a c c •• 0 o n o J ) _$ U m C\i rn) a) a F- I-^ r N co N CN' � '1 00 d' In 0 Ln C%4 CD r r CD a ILL N ILL 0000 LL w N N 0)(0 r r to in O L CY) M p (p r CO � m V N M N ~ M C) JS rnrnv�t zrnrn a, c a a mCL D �000c) moo Q C q co m cM M G 0 CO CO LU 7 U r r r rS E r r a) LL O o m 0) w TMx LL cl� if .0 n .� E o o rn a) ? y o 0 w 0 0 �o(Ornrn CC) a) 'Q LO a) r r N N c S Q' �" O N N = cu O O G � � R7 (0 i aj C, M N N w a) 19 CO r � p, N N fT (n U1 U) N N F~ 0 (n L s V) LL a a a a y a s Vu Q) = O t� 000 � Y � N 8 V r1 V ci U r ma a) C CD M M CO CO .c M U') 90 Q7 M co CO (D C M r �j w J M a) ttl f9 o M CO 00 m M m } M M fD N qqm � N Itt 00 00 m _ m to N Jd N N N N J c Wd0 p cuj u~,�0 U. F- c; b m a o O O _NCL O N E w Y I! u) d 0 maw 11 Uj X 0 a II � w Y d Y fM eN- rj p_ O O (0 4- M C p co 0 II NNO) LO 00 If CA 11 X R7 N 11 p it J d' w r� 0 M U3 11 = to �- .- 00 > t - Ci x I Y w L1 O 0 � 0 p � Z 3 w O It N x Ll I- N 0 0 II M it IJL c a)a) L3 Z F > C It }- L z wx ?>z OCOO a�o O IL �� U. O Z v y bf .L' N ♦+ Z sZ. to LO � � N J C It OOLO m � tY � p 0o c=i o 00 x d`n to 0 In `o v ab C Q Q LO W � � N 00 W 11 N Y 00 O � X � M c0 d 'c- 11 t! > N � N �k 3 � M o`0 II � > If rz > z LL C+� Lq- 0 Mv 8 o-- SHEATH TRUSS, PER SW-4, L = 10', SEE DETAIL B (�2 CS16 TO HEADER BELOW 0 CS16 TO WALL BELOW CS16 TO RIM BELOW HOLD BACK STUD 70 ALLOW FOR CONTINUOUS SHEAR WALL SHEATHING ADD CS16 ABOVE &BELOW OPENING, SEE DETAIL C NOTE: ALL EXTERIOR WALLS &GAB TO BE SW-6 U.N.O. UPPER FLOOR S�3EAR WALLS 7-yr� �1 ADD (5) A35 RIM TO WALL TOP PLATE �2 EXTEND GARAGE DOOR HEADER TO i CORNER, PROVIDE NAILING PER DETAIL D �3 A HTT 5 MAY BE USED IN LIEU OF AN STHD14RJ HOLDOWN, SEE DETAIL E a HDQ8, SEE DETAIL F t 4 NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.O. MAIN FLOOR SHEAR WALLS :511A i +ks , de") eGAL 1� CONCRETE STEM WALL TO BE 4' - 0" MIN. ABOVE GARAGE SLAB O A HTT 5 MAY BE USED IN LIEU OF AN STHD14RJ HOLDOWN, SEE DETAIL E �3 SSTB28 FOR HDQ8 ABOVE, SEE DETAIL F 0 (4) 5!8" A.B. REQ'D r ,wCWELLER CONSULTINt ENGINEERS, P.C. 21925 8TH PL W BOTHELL, WA 98021 •:.: •:. TRUSSES PER PLAN Sd (0.131) 0 6" O.C. ROOF SHEATHING VENTED 6LOCKlNG H i An 24'In C DETAIL A JOB NAME PLAN 2023 JOB NUMBER 17-024 PREPARED BY MW DATE 5 / 13 / 17 SHEET NO. Lt OF C.,.t o DETP�IL B ROOF SHEATHING SHEATH TRU55 PER 5W-4, PROVIDE INTERMEDIATE FRAMING A5 REQUIRED 8d (0.131) 0 4' O.C. 8d (0.131) 0 4" O.G. 2 x _ A5 REQUIRED SHEAR WALL PER PLAN WELLER CONSULTING ENGINEERS, RC, 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 DETAIL C JOB NAME PLAN 2023 JOB NUMBER 17-024 PREPARED BY M W DATE 5 / 13 ! 17 SHEET NO, Ll OF l_t c WINDOW /DOOR HEADER wiNDow / DooR FRAMING ADD C516 STRAP FULL WIDTH OF SHEAR 4NALL PLUS 16' END LENGTH, i I I le PROVIDE 2 x BLOCKING DEHIND C516 STRAP, TYP, w ENGINEERS,wWC ILTIAG 21925 8TH PL W BOTHELL, WA 98021 ':•: 4:. l;J S J J Q 6L Lu W Lu LL w D�T�IL D WINDOW /DOOR FRAMING WINDO�A/ /DOOR HEADER PROVIDE (2) R04V5 OF 8d 0 2" O.C, SHEAR WALL TO HEADER JOB NAME PLAN 2023 JOB NUMBER 17-024 PREPARED BY MW DATE 51 13 / 17 SHEET NO, OF U 0 DET/�IL � DEVIL F _ HF # 2 5TUD5 DLDOWN i 15T N!/ 50LID BLOCKING ATE 10LDOWN raj L i'LATE ROOF FRAMING PLAN NOTES DESIGN LOADS; ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE (2) 2 X POST (aALL 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 BEAMS: NOTE: PROVIDER) 2 X POST @ ALL BEAMS U.N.O. B1: 4x10DF#2 3 2: 4x8DF#2 COLUMNS: C1: 4 x 4 P.T. W/ AC4 & ABU44 VI' ��. .�� �z UPPER FLOOR FRAMING PLAN NC DESIGN LOADS: FLOOR DL = 10 PSF LL = 40 PSF JOISTS: 2 x 12 HF # 2 (a� 16" O.C. FJ1: 2 x 12 HF # 2 @ 12" O.C. NOTE: PROVIDE LUS28 HANGERS (a� ALL FLUSH FRAMED ENDS HEADERS: 4 x 8 DF # 2 U.N.O. NOTE: PROVIDE (1) 2 X TRIMMER @ ALL HEADERS U.N.O H1: 5 1/8 x 12 GLB (24F-V4) BEAMS: NOTE: PROVIDE (2) 2 X POST @ ALL BEAMS U.N.O. B3: 5 1/8 x 13 1/2 GLB (24F=V4) 349 2x12HF#2 350 W 10 x 26 COLUMNS: C2: (2)2x6HF#2 33: 4x6DF#2 C4: 6x6DF#2 NOTE: PROVIDE (2) ROWS OF 1/4" x 4 1/2" SDS 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 V�F- UPPER FEt�(JR FRAMING P`I.AN MAIN FLOOR FRAMING PLAN NOTE DESIGN LOADS: FLOOR DL = 10 PSF LL = 40 PSF JOISTS: 2 x 10 HF # 2 (a7 16" O.C. NOTE: PROVIDE LUS28 HANGERS na ALL FLUSH FRAMED ENDS BEAMS: 4 x 8 DF # 2 U.N.O. NOTE: PROVIDE 4 x 4 POST @ ALL BEAMS U.N.O. PROVIDE 4 x 6 POST @ ALL BEAM SPLICES U.N.O. COLUMNS: C4: 4x6DF#2 NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT, LOADS ABOVE vc� � � � � * � ! � WELLER CONSULTING ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PK (425) 488 - 9868 • FAX (425) 486 - 6715 1/2" � CARRIAGE BOLTS 0 24" O.C. 5TAGGERED EACH 51DE OF THE WED 2X _ HF # 2 TOP PLATE A5 REQUIRED (TO MATCH FLANGE WIDTH) STEEL BEAM PER PLAN TY�'IC/�L WODn TO STEEL CONNECTION JO$ NAME PLAN 2023 JOB NUMBER 17424 PREPARED BY MW DATE 5 / 13 / 17 SHEET NO. V ? OF "TEFL BEAM PER PLAN .0 x 6" LAG BOLT CH SIDE OF WEB 5T PER PLAN TYPICAL WOOn pO�T TO STEEL BEAM DETAIL a BeamChek v2016 licensed to: Weller Consulting Engineers, PC, Reg # 5234-65779 PLAN 2023 ROOF FRAMING 3T1 (FOR REACTION ONLY) Date: 6/13/17 Selection (2) 2x 12 HF #2 Lu 040 Ft Conditions NDS 2015 Min Bearing Area R1= 2.0 ins R2= 2.0 inz (1.5} DL Defl= 0.29 in Data Beam Span 18.0 ft Reaction 1 LL 450 # Reaction 2 LL Beam Wt per ft 8.2 # Reaction 1 TL 794 # Reaction 2 TL Bm Wt Included 148 # Maximum V 794 # Max Moment 3572 W Max V (Reduced) 711 # TL Max Defl L / 240 TL Actual Defl L / 395 LL Max Defl L / 360 LL Actual Defl L / 848 Attributes Section On' Shear in2 TL Deli in LL Defl Actual 63.28 33.75 0.55 0:25 Critical 43.85 6.18 0.90 0.60 Status OK OK OK OK Ratio 69% 18% 61 % 42% Fb si Fv (nisi) E (psi x mil) Fc ! (psi Values Reference Values 850 150 143 406 Adjusted Values 978 173 1.3 � 405 Adjustments CF Size Factor 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 50 Uniform TL: 80 = A I Uniform Laad A i R1 = 794 R2 = 794 SPAN = 18 FT Uniform and partial uniform loads are ibs per lineal ft. 450 # 794 # k Y BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2023 3T2 (FOR REACTION ONLY) Selection OF FRAMING Date: 5/13/17 (2) 2x 8 IF #2 Lu = 0.0 Ft Conditions NU51015 Min Bearing Area Data Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl Attributes Actual Critical Status Ratio Values Adjustments Loads anon 26.28 23.26 OK 89% R1= 3.7 inz R2= 3.7 inz (1.° 6.0 ft Reaction 1 LL 5.29 # Reaction 1 TL 32 # Maximum V 2274'# Max V (Reduced) L / 240 TL Actual Defl L / 360 LL Actual Defl Shear (in) TL Defl (in) 2115 0.14 10.53 0.30 OK OK 48% 47% DL Defl= 0.07 in 938 # Reaction 2 LL 1516 # Reaction 2 TL 1516 # 1211 # L / 509 L/980 LL Dell 0.07 0.20 OK 37% Fb ( si Fv ( si E si x mii Fc I (psi) Reference Values 850 150 1.3 405 Ad justed Values 1173 173 1.3 405 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 Uniform LL: 313 Uniform n Uniform TL: 500 = A R1=1516 R2=1516 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 523445779 1 PLAN 2023 ROOF FRAMING GT3 (FOR REACTION ONLY) Selection 3-1/8x 15 GLB 24F*V4 DF(DF Conditions NDS 2015 Min Bearing Area R1= 2.4 W R2= 3.4 ins (1.5 Data Beam Span 25.0 ft Reaction 1 LL Beam Wt per it 11.39 # Reaction 1 TL Bm Wt Included 285 # Maximum V Max Moment 13572 '# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl Attributes Actual Critical Status Ratio Values Adjustments FI« Pt load: Date: 5t13/17 Lu = 0.0 Ft DL Defl= 0.59 in Recom Camber- 0.89 in 888 # Reaction 2 LL 1300 # 1567 # Reaction 2 TL 2234 # 2234 # 2120 # L/264 L / 552 Section tn' Shear ins TL Deft in LL Defl 117.19 46.88 1 A 3 0.54 59.01 11.52 1.25 0.83 OK OK OK OK 50% 25% 91% 65% Fb (psi) Fv $I) E (psi x mil)Fc I si Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1,8 650 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft LL; 18.0 80 = A SPAN = 25 FT Uniform and partial uniform loads are ibs per lineal ft. BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2023 GT4 (FOR REACTION ONLY) Selection OF FRAMING Date: 5/13/17 3-1/8x 13A/2 GLB 24F44 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Adjustments Loads Min Bearing Area R1= 2.5 inR2= 2.5 in (1,5) DL Defl= 0.63 in Recom Camber= 0.95 in Beam Span 25.0 ft Reaction 1 LL 938 # Reaction 2 LL 938 # Beam Wt per ft 10.25 # Reaction 1 TL 1628 # Reaction 2 TL 1628 # Bm Wt Included 256 # Maximum V 1628 # Max Moment 10176'# Max V (Reduced) 1482 # TL Max Defl L / 240 TL Actual Defl L 1250 I.I. Max Defl L / 360 LL Actual Defl L / 626 Section in' Shear in' TL Defl in LL Defl 94.92 42,19 1.20 0.57 44.24 8.05 1.25 0.83 OK OK OK OK 47% 19% 96% 68% Fb si Fv si E si x mil) Fc! (psi) Reference Values 2400 240 1.8 650 Adiusted Values 2760 276 1.8 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use CI Stability 1.000 1.15 1.15 1.00 N/A 1.00 1.00 1.0000 Rb = 0.00 Uniform LL: 75 1.00 Le = 0.00 Ft Uniform TL; 120 = A I Uniform Load A I R1 = 1628 R2 = 1628 SPAN = 25 FT Uniform and partial uniform toads are Ibs per lineal ft. v�� PLAN 2023 TYPICAL HEADER Selection E Reg # 5234-65779 ROOF FRAMING Date: 5/13/17 4x 8 DF-L #2 Lu = 0.0 Ft � ) Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Adiustments Loads Min Bearing Area R1= 2.5 inz R2= 2.5 in2 (1.5) DL Defl= 0.04 in Beam Span Beam Wt per ft 5.5 ft 6.17 # Reaction 1 LL Reaction 1 TL 963 # 1557 # Reaction 2 LL 963 # Reaction 2 TL 1557 # Bm Wt Included 34 # Maximum V 1557 # Max Moment 2141 W Max V (Reduced) 12151 TL Max Defl L / 240 TL Actual Defl L / 847 LL Max Defl L / 360 LL Actual Defl L 1 >1000 Section in Shear inz TL Defl(in),LL Defl 30.66 25.38 0.08 0.04 19.09 8.80 0.28 0.18 OK OK OK OK 62% 35% 28% 22% Fb (psi) Fv(psi) E(psi x mil Fc l si Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 115 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 350 Uniform TL: 560 = A R1 = 1557 R2 = 1557 SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft, s T PLAN 2023 TYPICAL HEADER Selection t0. OF FRAMING P.C. Reg # Date: 5/13/17 Ft DFmL #2 Lu r f Conditions NDS 2015 Min Bearing Area R1= 2.8 in2 R2= 2.7 in2 (1.5) DL Defl= 0.01 in Data Beam Span 3.0 ft Reaction 1 LL 1048 # Reaction 2 LL 1005 # Beam Wt per ft 6.17 # Reaction 1 TL 1776 # Reaction 2 TL 1681 # Bm Wt Included 18 # Maximum V 1776 # Max Moment 2068'# Max V (Reduced) 1664 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LLActual Defl L / >1000 Attributes Section in' Shear in2 TL Defl in LL Defl Actual 30.66 25.38 0.02 <0.01 Critical 18.45 12.06 0.15 0.10 Status OK OK OK OK Ratio 60% 48% 13% 10% Fb(psi) Fv psi E(psi x mil Fc 1(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 1400 1100 Cl Stability 1.0000 Rb = 0.00 Le = 0,00 Ft Loads Point LL Point TL Distance Par Unlf I.I. Par Unif TL Start End 1300 B = 2234 1425 113 H = 180 0 1.25 350 1 = 560 1425 3.0 Pt loads: � U � 0 R1 = 1776 R2 = 1681 SPAN =3FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2023 B1 Selection Conditions to: VVE7 I Consulting RQQF FRAMING Date: 5/13/17 4x 10 DF-L #2 Lu = 0,0 Ft DS 2015 n Ranr;nn Gran R1= 1 fi M2 R2= 1.5 in (1.5) DL Defl= 0,09 in Beam Span 11.0 ft Reaction 1 LL 550 # Reaction 2 LL 550 # Beam Wt per ft 7.87 # Reaction 1 TL 923 # Reaction 2 TL 923 # Bm Wt Included 87 # Maximum V 923 # Max Moment 2539'# Max V (Reduced) 794 # TL Max Defl L / 240 TL Actual Defl L / 736 LL Max Defl L / 360 LL Actual Defl L / >1000 Attrrbufes Section ink Shear (inZ) TL ueti (In2 r,u uel Actual 49,91 32.38 0,18 0.09 Critical 24.53 5.75 0,55 0,37 Status OK OK OK OK Ratio 49% 18% 33% 24% Fb(psi) Fv(psi ' E(psi x r Values Reference Values 9Q0 180 1,6 Ad usted Values 1242 20i IF 1.6 Adiustmenfs CF Size Factor 1200 Cd Duration 1.15 I A 5 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1,00 1:00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 100 Uniform TL; 160 = A Load A 625 R -- 923 R2 = 923 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2023 62 Selection Conditions Data Attributes Actual Critical Status Ratio v2018 licensed to: Wetter ROOF FRAMING Date; 5/13/17 4x 8 DF-L #2 Lu = O.t) Ft NDS 2015 Min Bearing Area R1= 1.2 in' R2= 1.2 in' (1.5) OL Defl= 0.04 in Beam Span 7.0 ft Reaction 1 LL 438 # Reaction 2 LL 438 # Beam Wt per ft 6.17 # Reaction 1 TL 722 # Reaction 2 TL 722 # Bm Wt Included 43 # Maximum V 722 # Max Moment 1263 '# Max V (Reduced) 597 # TL Max Defl L / 240 TL Actual Defl L / > 1000 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section W Shear W TL Defl in LL Defl 30.66 25.38 0.07 0.04 12,95 4.98 0.35 0.23 OK OK OK OK 42% 20% 21% 16% Valuas Reference Values Adjusted Values. Adjustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Loads. � (psi) Fv (psis E {psi x 900 180 1.6 1.300 1.00 1.00 1.00 N/A 1.00 1.00 1.( 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL; 125 Uniform TL: 200 = A SPAN=7FT Uniform and partial uniform loads are Ibs per lineal ft. 62S v2016 licensed to; Weiler Consulting Engineers, P.C. Reg ## 5234*t65779 PLAN 2023 UPPER FLOOR FRAMING JOlcr Date: 5/13/17 TYPICAL Selection „2x12 HF#2@16inoc Lu=Q.OFt Conditions NDS 2015, Repetitive Use Data Attributes Actual Critical Status Ratio Values Adiustments Loads MiB n earing Area R1= 1.2 in2 R2= 1.2 in2 (1.5) DL Deft= 0,07 in Beam Span 14.0 ft Reaction 1 LL 373 # Reaction 2 LL 373 # Beam Wt per ft 0 # Reaction 1 TL 467 # Reaction 2 TL 467 # Bm Wt Included 0 # Maximum V 467 # Max Moment 1633'# Max V (Reduced) 404 # TL Max Defl L / 240 TL Actual Defl L / 614 LL Max Defl L / 360 LL Actual Defl L / 845 Section in' Shear in2 TL Defl (in) LL Defl 31.64 16.88 0.27 0.20 20.06 4,04 0.70 0.47 OK OK OK OK 63% 24% 39% 43% Fb(psi) Fv(psi) E(psi x mil Fca (psi) Reference Values 850 150 1:3 405 Adiusted Values 978 150 1.3 405 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,Q0 1,00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 53 ( Uniform Load A Uniform TL: 67 = A R1 = 467 SPAN=14FT Uniform and partial uniform loads are Ibs per lineal ft. Uniform LL: 53 ( Uniform Load A Uniform TL: 67 = A R1 = 467 SPAN=14FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2023 FJ1 Selection Conditions Data Attributes Actual Critical Status Ratio 1/alues Adjustments Loads v2016 licensed to. Weller :onsu/ting Engineers, P, C. Reg IF 52. UPPER FLOOR FRAMING Date: 5/13117 2x 12 tiF #2 @ 12 in oc Lu = 000 Ft rvvo cu 15, nepeuuve use Min Bearing Area R1= 1.0 in2 R2= 1.0 1n2 (1.5) DL Defl= 0.11 in Beam Span 16.5 ft Reaciion 1 LL 330 # Reaction 2 LL Beam Wt per ft 0 # Reaction 1 TL 413 # Reaction 2 TL Bm Wit Included 0 # Maximum V 413 # Max Moment 1702'# Max V (Reduced) 366 # TL Max Deft L / 240 TLActual Defl L / 500 LL Max Defl L / 360 LL Actual Defl L / 688 Section {ih') Shear (in?� TL Defl (in) LL Defl 31,64 16,88 0.40 0.29 20.89 3.66 0,83 0.55 OK OK OK OK 66% 22% 48% 52% Fb (psi) Fv (psi) E (psi x mil) Fc L {psi Reference Values 850 150 1.3 405 Ad'usted Values 978 150 1.3 405 CF Size Factor 11000 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 40 niform Load A Uniform TL: 50 = A R1 =413 R2=413 SPAN=16.5FT Uniform and partial uniform loads are Ibs per lineal ft. 330 # 413 # Vie � y b 6 BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2023 UPPER FLOOR FRAMING TYPICAL HEADER Date: 5/13/17 ` Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min RAnrinn Area R1= 1.7 in' 132= 1.7 in f1.5) DL Defl= 0.01 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 4,5 ft Reaction 1 LL 675 # Reaction 2 LL 675 # Beam Wt per ft 6A 7 # Reaction 1 TL 1077 # Reaction 2 TL 1077 # Bm Wt Included 28 # Maximum V 1077 # Max Moment 1212 W Max V (Reduced) 788 # TL Max Defl L / 240 TL Actual Defl L / > 1000 LL Max Defl L / 360 LLActual Defl L / >1000 Section' in' Shear (in? TL Defl in LLDefl 30.66 25.38 0.03 0.02 12.43 6.57 0.23 0.15 OK OK OK OK 41% 26% 13% 10% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft 250 Uniform TL: 313 = 50 H=80 0 4.5 SPAN = 4,5 FT Uniform and partial uniform loads are Ibs per lineal ft. vr� BeamChek v2016 licensed to; Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2023 UPPER FLOOR FRAMING TYPICAL HEADER Date: 5/13/17 Selection 4x 8 DF-L #2 Lu 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.3 in R2= 23 in (1.5) DL Defl= <0.01 in. Data Beam Span 3.0 ft Reaction 1 LL 900 # Reaction 2 LL Beam Wt per ft 6.17 # Reaction 1 TL 1438 # Reaction 2 TL Bm Wt Included 18 # Maximum V 1438 # Max Moment 10781# Max V (Reduced) 859 # TL Max Defl L / 240 TL Actual Defl L / > 1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adjustments ion Sectin' Shear in2 TL Defl in LL Defl 30.66 25.38 0.01 <0.01 9.62 6.22 0.15 0.10 OK OK OK OK 31% 25% 8% 6% Fbpsi) Fv ( so E(psi x mil Fc I(psi) Reference Values 900 180 1.6 625 Adjusted Values 1346 _ _ 207 1.6 625 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 250 Uniform TL; 313 = A Part Unif LL Par Unif TL Start End 350� H = 560 0 3.0 i = 80 0 3.0 Uniform Load A 438 R2 --- 438 SPAN = 3 FT Uniform and partial uniform loads are Ibs per lineal ft. Loads Uniform LL: 250 Uniform TL; 313 = A Part Unif LL Par Unif TL Start End 350� H = 560 0 3.0 i = 80 0 3.0 Uniform Load A 438 R2 --- 438 SPAN = 3 FT Uniform and partial uniform loads are Ibs per lineal ft. 6licensed to: Welter P C. Heg # PLAN 2023 UPPER FLOOR FRAMING H1 Date: 5/13/17 Selection 5418x 12 GLB 2044 DFIDF Lu = 040 Ft Conditions NDS 2015 Min Bearina Area R1= 7.1 in2 R2= 6.6 in2 (1.5) DL Defl= 0.26 in Recom Camber = 0.39 in Data Beam Span 14.5 ft Reaction 1 LL 2965 # Reaction 2 LL 2733 # Beam Wt per ft 14.94 # Reaction 1 TL 4584 # Reaction 2 TL 4295 # Bm Wt Included 217 # Maximum V 4584 # Max Moment 16421 '# Max V (Reduced) 3944 # TL Max Defl L / 240 TL Actual Defl L / 309 LL Max Defl L / 360 LL Actual Defl L / 570 Attributes Section ing Shear in2 TL Defl' in LL Qe Actual 123.00 61.50 0.56 0.31 Critical 71.40 21.44 0.73 0.48 Status OK OK OK OK Ratio 58% 35% 78% 63% Fbpsi) Fv ( si) E(psi x Values Reference Values 2400 240 1.8' Adjusted. Values 2760 276 198' Adiustments Cv Volume 1.000 Cd Duration 1915 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1,00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft 650 Leads Uniform LL: 260 Uniform TL: 325 = A Par Unif LL Par Unif T_L � Start End 80 H = 100 _ 0 10.5 75 1 = 120 0 14.5 J = 80 0 14.5 R1 = 4584 R2 = 4295 SPAN=14.5FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2023 UPPER FLOOR FRAMING - B3 Date:5/13/17 " Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustmenis Loads 5-1/8x 134/2 GL1324F-V4 DF/DF Lu = 0.0 Ft ^- 1 NDS 2015 Min Bearing Area R1= 4.5 in' R2= 4.5 in (1.5) DL Defl= 0.12 in Recom Camber= 0.18 in Beam Span 17.0 ft Reaction 1 LL 2210 # Reaction 2 LL 2210 # Beam Wt per ft 16.81 # Reaction 1 TL 2905 # Reaction 2 TL 2905 # Bm Wt Included 286 # Maximum V 2905 # Max Moment 12348'# Max V (Reduced) 2521 # TL Max Defl L / 240 TL Actual Defl L / 537 LL Max Defl L / 360 LL Actual Defl L / 791 Section (in° Shear in2 TL Defl in . LLD fl 155.67 6919 0.38 0.26 61.74 15.76 0.85 0.57 OK OK OK OK 40% 23% 45% 46% Fb(psi) Fv(psi) E si x mil Fc si Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft R1 = 2905 Uniform LL: 260 Load A Uniform TL: 325 = A R2 = 2905 - SPAN = 17 FT ` Uniform and partial uniform loads are Ibs per lineal ft. u 6eamChek v20-16 PLAN 2023 B4 Selection Conditions Dafa Attribufes Actual Critical Status Ratio Values Adjustments Loads 2x 12 HF #2 NDS 2015 Min Bearing Area Beam Span Beam Wt per ft Bm Wit Included Max Moment TL Max Defl LL Max Defl 31.64 10.00 OK 32% Reference Values to: onsulfing Engineers, P.C. Reg # 5235 UPPER FLOOR FRAMING Date: 5/13/17 Lu = 0.0 Ft R1= 1.7 in;' R2= 1.7 in (1.5) DL Defl= <0.01 in. 4.0 ft Reaction 1 LL 560 # Reaction 2 LL 4.1 # Reaction 1 TL 708 # Reaction 2 TL 16 # Maximum V 708 # 708'# Max V (Reduced) 376 # L 1240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 Shear (in') TL Defl (in) LL Defl 16.88 0.01 <0401 3.76 0.20 0.13 OK OK OK 22% 5% 5% Fb {psi} Fv (psi) E (psi x mil) Fc .L_-(p 850 150 1.3 405 ojzn iSn 1.3 _ 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.0C CI Stability 1.0000 Rb = 0.00 Uniform LL: 280 Uniform Load A 1.0 Le Uniform R1 = 708 SPAN = 4 FT Uniform and partial uniform loads are ibs per lineal ft. it Vz�. r3eamChek v2016 ticensed to: Weller Consuiting__Engtneers, P.C. Reg # 5234-65779 PLAN 2023 35 Selection Conditions Data Attributes Actual Critical Status Ratio UPPER FLOOR FRAMING Datep 5/13/17 W 10x 26 50 ksi Wide Flange Steel Lateral Support: Lc nutual vlcc 1b o-J/9 X I V-J/tf In, Min Bearing Length Rl= 0,9 in. R2= 0.9 in. (1.0) DL Defl= 0.13 in Recom Camber= 0.19 in eam Span 20.0 ft Reaction 1 LL 5000 # Reaction Z. LL 5000 # Beam Wt per ft 26.0 # Reaction 1 TL 6510 # Reaction 2 TL 6610 # Bm Wt Included 520 # Maximum V 6510 # Max Moment 32550'# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 428 LL Max Defl L / 360 LL Actual Defl L / 558 Section (in') Shear in2) TL Defl (in) LL Defl 27.90 2.69 0.56 11.84 0.33 1.00 OK OK OK 42% 12% 56% Values Ref. Value Fy 50000 50000 Adiusted Values 33000 20000 Adiustments YP Factor, Lc 0.66 v0.40 Loads Uniform LL: 500 Uniform Load A 0.43 0.67 OK 65% E SI X 29.0 29.0 Uniform TL: 625 = A R 1 = 6510 R2 = 6510 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. VE5 BeamChek v2016 licensed to: Weller Consulting Engineers; P.G: Reg # 52344 PLAN 2023 MAIN FLOOR FRAMING Date: 5/13/17 TYPICAL JOIST Lu = 0 0 Ft Selection 2x 10 HF #2 @ 18 in oc Conditions NDS 2015, Repetitive Use Min Bearing Area R1= 1.1 in2 R2= 1.1 In (1.5) DL Defl= 0.12 in Data Beam Span 115 ft Reaction 1 LL 360 # Reaction 2 LL Beam Wt per ft 0 # Reaction 1 TL 450 # Reaction 2 TL 450 # Bm Wt Included 0 # Maximum V Max Moment 15191# Max V (Reduced) 399 # TL Max Defl L / 240 TL Actual Defl L / 381 LL Max Deft L / 360 LL Actual Defl L / 524 Attributes Section in' Shear in2) TL Defl in LLDefl Actual 21.39 13088 0.43 0.31 Critical 16.95 3.99 0.68 0.45 Status OK OK 63 0 69 0 Ratio 79 /0 29 �o Fbpsi) Fv _(psi) E(psi x mil 405 150 1,3 Values Rerence Values 850 fe150 1 3 405 pdiusted Values 1075 Adiustments CF Size Factor 1.100 Cd Duration 1.00 1100 Cr Repetitive 1.15 Ch Shear Stress N/A 1,00 1400 Cm Wet Use 1.00 1.00 Cl Stability 1;0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 53 Uniform TL: 67 = A Uniform Load. A R1 = 450 - SPAN=13.5FT Uniform and partial uniform loads are Ibs per lineal ft 360 # 450 # vz� BeamChek v2016 licensed to; Weiler Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2023 MAIN FLOOR FRAMING TYPICAL BEAM Date: 5/13/17 Selection 4x 8 DF-L #2 Lu = 0,0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.3 in' R2= 3.3 in' (1.5) DL Defl= 0.01 In Data Beam Span 4.0 ft Reaction 1 LL 1640 # Reaction 2 LL Beam Wt per ft 6.17 # Reaction 1 TL 2062 # Reaction 2 TL Bm Wt Included 25 # Maximum V 2062 # Max Moment 2062'# Max V (Reduced) 1439 # TL Max Defl L / 240 TLActual Deft L / >1000 LL Max Defl L / 360 LL Actual Defl L / > 1000 Attributes Section in' Shear (ins) TL Defl (in) LL Defl Actual 30.66 25.38 0.04 0.03 Critical 2115 11.99 0.20 0.13 Status OK OK OK OK Ratio 69% 47% 18% 20% Fb (psi) Fv (psi) E (psi x mil FcPSI Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 146 625 Adiustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1$00 Ch Shear Stress NA 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: 820 Uniform TL: 1025 = A Uniform Load A R1 = 2062 R2 = 2062 SPAN = 4 FT Uniform and partial uniform loads are Ibs per lineal ft. 1640 # 2062 # vas BeamChek v20961icensed to. Weller Consulting Engineers, P.C. Reg # 5z3a-ti5��s PLAN 2023 MAIN FLOOR FRAMING TYPICAL BEAM Date, 5/13117 election 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.8 in' R2= 2.8 in (1.5) DL Defl= 0.02 in Data Beam Span 5.5 ft Reaction 1 LL 1375 # Reaction 2 LL Beam Wt per ft 6.17 # Reaction 1 TL 1736 # Reaction 2 TL Bm Wt Included 34 # Maximum V 1736 # Max Moment 2387 `# Max V (Reduced) 1354 # TL Max Defl L / 240 TL Actual Defl L / 820 LL Max Defl L / 360 LL Actual Defl L / > 1000 Attributes Actual Critical Status Ratio Values Adiustments Loads 1375 # 1736 # Section In' Shear in TL Defl in LL Defl 30.66 25.38 0.08 0.06 24.48 11.29 0.28 0.18 OK OK OK OK 80% 44% 29% 32% Fb (psi)Fv (psi)E (psi x mil Fc (psi) Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 500 = Uniform TL: 625 A SPAN=5.5F7 Uniform and partial uniform loads are Ibs per lineal ft.