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16TH ST, 2612
ED City of Bremerton Department of Community Development 345 - 6th Street, Ste. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 3942-000-002-0003 Name APPLICANT: SOUND BUILDING SYSTEMS INC OWNER: ADAMS JAMES CONTRACTOR: SOUND BUILDING SYSTEMS INC OWNER EMAIL: SUBMITTED: 09/07/2017 ZONING: R10 Phone Address PERMIT NUMBER: DATE loauELola 360-437-1219 3546 THORNDYKE RD PORT LUDLOW, WA 98365 1229 PIIINNEY AVE N SEATTLE, WA 98133 3604374219 3546 THORNDYKE ROAD PORT LUDLOW, WA 98365 APPROVED: 09/19/2017 EXPIRATION: 04/03/2018 VALUATION: $33,660.00 Building Permit - No Mechanical/Plumbing SFR - NEW STORAGE BLDG SFR - NEW STORAGE BLDG Building Permit $432900 Technology Fee $21.60 Building Code Edition: Plan Review Fee $280.80 Occupancy Group: State Surcharge $4.50 Type of Construction: _ Flood Zone: TOTAL FEES : $738.90 Setbacks: ////: (F/L/RT/R/O) Inspection Requests: DCD: Building Inspections: L&I: Department of Labor and Industries Sanitation Method: Number of Bedrooms: (360)473-5870 (360) 415-4000 FIRE: Fire Inspections HEALTH: Kitsap County Health District PW&U: Public Works -Engineering BB17 00719 10/OS/2017 SITE ADDRESS: 2612E 16TH ST Access Code K6UO3-EZJB3 U1MM6-2TRV4 PLMJJ-9ASTB STATUS: ISSUED (360) 473-5385 (360) 337-5285 (360) 473-5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days. It is the responsibility of the permit holder to see that the required inspections are made. Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction. If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3, Chapter 126, Laws of 1967. All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. I have read, and agree to abide by the conditions of kris per it in luding all conditions of zoning, building codes, and State and Federal laws. SIGNATURE OF OWNER OR AGENT: '-" '`� / _G PRINTED NAME: +� �� (-�- r- DATE: �L�, �, - /NEW CONDITIONS Printed by : Mountjoy, Margret on: 10/OS/2017 02:50 PM Page 1 of 3 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: ASSESSOR NUMBER: 3942-000-002-0003 ZONING: R10 Name Phone Address APPLICANT: SOUND BUILDING SYSTEMS INC 3604374219 3546 THORNDYKE RD PORT LUDLOW, WA 98365 OWNER: ADAMS JAMES 1229 PHINNEY AVE N SEATTLE, WA 98133 CONTRACTOR: SOUND BUILDING SYSTEMS INC 3604374219 3546 THORNDYKE ROAD PORT LUDLOW, WA 98365 OWNER EMAIL: SUBMITTED: 09/07/2017 APPROVED: 09/19/2017 EXPIRATION: 04/03/2018 BB17 00719 10/OS/201'1 SITE ADDRESS: 2612E 16TH ST Access Code K6UO3-EZJB3 U1MM6-2TRV4 PLMJJ-9ASTB STATUS: ISSUED By applying for this permit, the applicant has granted to the City of Bremerton the right to enter the above -described location at reasonable times to inspect the proposed, in -progress or completed work performed under this permit to ensure compliance with the permit conditions and Alter 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. 1. : Vlidi aty of rmit. The issuance or ti pegranng of a ith permsall not be construed to be a permit for , or an approval of, any violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 2. (DCD-50) Final Inspection Required: All building permits shall have a final inspection performed and approved by the City of It/ 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. 3. (DCD-47) DCD: Reinspection Fee: All approved plans, the printed building permit, and the permit inspection placard, are required to be on -site for inspection purposes, and work to be inspected shall 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, Permit, and Conditions shall remain on site and be available for inspection. Any changes to plans shall be approved before construction is performed. Architect or engineer of record shall approve the change before submitting a revision. A revision is subject to a revision fee and additional fees for plan review and inspections. 5. (DCD40) A separate electrical permit issued through Labor & Industries (L&I) is required for any new, modified, repair, replacement, w service, maintenance, or temporary installations. Electrical work is inspected by L&I prior to cover and the framing inspection. Contact L&I at 360-415-4000 or www.Ini.wa.gov. (RCW 19.28) 6. (DCD49) Engineered Wood Floor Trusses & Truss Roof Systems shall have a site specific engineered design (Framing Plan) available �� W at time of Under Floor and/or Framing Inspection. 7. (Custom) This storage building is not to be used as a garage and is not approved for vehicle storage use, due to the lack of paved driveway or approach. 8. (Custom) Must comply with Title 20 of the Bremerton Municipal Code and development regulations of the R-10 Low Density rf Residential zone (BMC 20.60). (DCD-02) DCD MINIMUM INSPECTIONS REQUIRED To request an inspection, please call (360) 473-5870 and be sure to provide your permit number, name on permit, site address, contact phone number, and inspection type. To register for on-line inspection access, visit the City's website at www.ci.bremerton.wa.us. Inspection FOUNDATION -FOOT Description Foundation Footings, Property lines shall be properly identified Printe, 10/OS/2017 02:50 PM d by : MountjoyMargret on: Page 2 of 3 5 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: ASSESSOR NUMBER: 3942-000-002-0003 ZONING: R10 Name Phone Address APPLICANT: SOUND BUILDING SYSTEMS INC 3604374219 3546 THORNDYKE RD PORT LUDLOW, WA 98365 OWNER: ADAMS JAMES 1229 PHINNEY AVE N SEATTLE, WA 98133 CONTRACTOR: SOUND BUILDING SYSTEMS INC 360-4374219 3546 THORNDYKE ROAD PORT LUDLOW, WA 98365 OWNER EMAIL: SUBMITTED: 09/07/2017 APPROVED: 09/19/2017 EXPIRATION: 04/03/2018 FOUNDATION -WALL Foundation Walls /Hold downs :: 6ZIIITiiL� 10/OS/2017 SITE ADDRESS: 2612E 16TH ST Access Code K6UO3-EZJB3 U1MM6-2TRV4 PLMJJ-9ASTB STATUS: ISSUED FRAMING Framing Inspection (Mechanical &Plumb Rough -In, Elect Cover Completed) ELECTRICAL FINAL L&I - Electrical Final Inspection FINAL - BUILDING Final Inspection - Building Printed by : Mountjoy, Margret on: 10/OS/2017 02:50 PM Page 3 of 3 �uild�ng Perrr>iit Applscatior� �. (360) 473-527.5 � Fax r��n1 e.��_���R * �x,�Rn., ,.; �,,.or.,,,..,--�.. _--� _-- Site Address: �.l�l � � Meth .St�e.�t To apply for a property address, contact Public Works at (360) 473-5270 :� .c �.� � �. _ � CONTRACTOR OWNER Name: ScL1n�1 �L[I�C�fn. 5, stems Ins Name: rCcmes hum Address: 3S�it� �arncl. ke /Qnad Address: �llvl� � ib� 5't�e�fi City, State, Zi : P�,-t Ludly� ulA 983�.5 Cit ,State, Zi iQremertvn tJlj 98.3 io License # � Ex .Date: Svutvo,3sva7N�'9 8-19-�otS' Phone #: Bremerton Business License: ��.� o � Authorized A ent Narr>te: 5�►�e, ks c�,����.�,{-�r Contact Name: R���hardW� 1{�er Address: Contact Phone #: 3 � v � �3 7 - i .2 I Y Cit ,State, Zi Email address:s'ound b� � IJ,,; � f�ms hot�n�, I -�� � Phone #: Tax ID/Parcel #: ,�qy �voc,-c�o�-o�03 Email address: Sewer Se tic What is the a liication for? Please check � New Cons#ruction Alteration Addition ❑] NEW SINGLE-FAMILY RESIDENCE ❑RESIDENTIAL REBUILD ❑❑ NEW DUPLEX ❑RESIDENTIAL ADDITION ❑ NEW MANUFACTURED HOME ❑RESIDENTIAL REPAIR orALTERATION ® NEW GARAGE/CARPORT ❑NEW ACCESSORY BUILDING ❑ OTHER: ❑] DEMOLITION sf Interior sf Exterior** sf Foundation Wall** sf Roof /Section*'� �'eparate demolition permit and fees required, Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. IS Ti�IS PROPEI�iY I�//T1�111� 200 FEES" OFA SfAOR�LINE? YES ❑ No ❑ Scope of work posed: Co n st�K� f, � n Square Footage: Building: Garage: 1st Floor 2nd Floor 1st Floor !ca �� 2nd Floor 'x.�v'x r 8 ' p� I e Basement Other Decks) Covered DeCk(s) Uncovered 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 tim for action by the applicant for a period not exceeding 180 days on request by the applicant, showing that circumstances beyond the control o the applicant have prevented ac ion from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiation, th pplicant shall resubmit plans and pay a new plan review fee. --''� � C -� . -- ---- .,� - �/'- ��/7 Date ?D�� QC� Rev. June 2016 (Continued on back) 11 2. Site Address: 6 !lo rh St«e� Are any areas being developed on the site within 200 feet of the shoreline? 3. Slope is calculated by dividing the vertical distance by the horizontal distance and then multiplying the result by 100. Example: Vertical Distance = 20' Horizontal Distance = 100' � �714. Yes / No Check all that apply to the site and areas within 200 feet of the site. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15%. Hilly: slopes present on site of more than 15% and less than 30%. Steep: grades of greater than 30% present on site. Other (please describe): 4. Does the site or properties within 200 feet of the site contain areas of standing water, creek or an area where water flows across the ground surface? Yes /` 5. Is there an apparent wetland present on the site or on properties within 200 feet of the site? Yes No 6. What is the amount of grading proposed (in cubic yards), not including foundation area? Fill amount Cut amount Total grading L) NOTE: Grading over 50 cubic yards requires a separate permit. Will the grading material be imported or exported? Yes 7. Please provide the following information. The setbacks are measured from the finished exterior wall of a structure to the lot line, not from the foundation. Accurately represent your setbacks on site plan. DESCRIPTION PROPOSEDFront yard setback �' � ' Rear yard setback* Side yard setback S' Side yard setback Maximum height Development coverage** Number of off-street parking spaces % *Use this as the second front yard setback for corner 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. Kelli lambert Subject: FW: Accessory Building at 2612 E. 161h St. From: James X [mailto:1amesa2600@5mail.com] Sent: Tuesday, April 10, 2018 7:10 PM To: Kelli Lambert <Kelli.Lambert@ci.bremerton.wa.us> Subject: Re: Accessory Building at 2612 E. 16th St. Hi Kelli, Thanks for speaking with me today. I climbed up on the roof and measured about 18.5 feet to the natural grade. It is quite a bit more measuring from the low end of the house. The new structure is 21'4" which is approximately 16%taller than the main house. I measured with a tape measure, but this seems to be well within the margin. Thanks again, James E �f Sea ie i ��� �v' Q Y►i G S /� c� u y,� ,5 � �i� ,E 1� *� .�%rQe� €�r�n��r�an, +�� ��� � Pa,�c�! 3��l� �/�nD-dfl�-t���,3 i `5, P� FJ Ex,�s�,n� .�F'R �7�v���� � �a7 5� 55' :�.' i :.?: ��� ���� 'fir•• Y % 7 ��� � 1 L�� 1 sty of Bremerton, DCD 2600 N. COLUMBIA CENTER BLVD. SUITE 208 f Cif L4NDWA 99352. F' 40H[oa (503)=735=7552 FAX: (509)-736-7557 www.berkey.biz sxEE ( OF j CA C 13Y - - DATE. l'- 2 CHECK BY _ _____ DATE } sic ! Speed 110 mph T r LCOMMOM t 0 4 r � � r J 0.9 i dos = (2/3}Sms Cs = (SDS)(1e)1R = 0.3 Eq 99.4-91 ASC�7-90 �a � s.�-�, 3.30 Kip < 10.11 Kip Assembly 9 29 ga. Steel (11) Overlap Purlins w/o s = 10.00 ft bh = 11.50 ft day 1 2 3 ftb fGft 10 f 10= w 0 C = 4400 lbs/in G 0 A +II SPLACEMENT BY FRAME &_1944�g1®9705P�- 1__ 4274.00 987.® u4550502 109.1 .0840 2 199.00 1299 ®0 3 199.00 1233.0 .52519077.3 3®204� 849 4 5029.00 617.0 .3931958 U �. LOAD 110255.00� .0934066 957.9 2 10255.00 .0226205 232.® 10255.00 .1326505 1360.3 p �Vh,i/#8#ri�A� i1 vp = Vp11® 59.1 Of 43 _ :.........I.. _...._.._._............. it x P . ................_...... {fT)max ®�1 IApurlin spur}in `� i M � 0 • • • 6a� � f - 256 n4 Fb = 675 psi •1 • i�� ". • • •. posts on gable e• i FEE s R OSB with staples it•i�4 '" (1 ile Required spacing for increase in P�DM 3.3.11 6b = 12.0 ft r e Trib1 = 10.00 ft I otal length Of ®ntrellin shear element: Tribe 11.50 It Area = A = 115 sf V = 1944.9 l,lplift Pressure = = 1fi.0 psf Uplift� PUP � 1040 l .s 1 Vg = ((rr(dTtancp + r)^2(dT + r/ia�cp))�3) - (err"3/3tan�p) ®dTAp 79 cf r Jill 1111 SlopeHoriz. Span: eTru Span Beam Type: S4S lumber? Uniform i-. Uniform Live: Point #1: 10 0 :12 9.25 ft 2 DF-L YES VERT. LOAD 3 psf 28 psf 4 is Allow,- Load • i Allow,. . o, Fb = 900 psi Fv = 180 psi F 65 psi E 11600 000 psi LOU - z. Of ® 1 *30 Cr 1*15 3 psf 28 psf r r • " • -r Cal Shear action@ • d Load ... •tal Load8 • in A 2 LIVE DEFLECTION OK it TOTAL DEFLECTION On f a s rf k' M MI 1, Allow. oPress. 2850 Concrete Strength: fC = 250p psi Post Width = 6 in Post Depth = 8 in Diameter ® b 2.fl ft Thickness t - 6 in Column Width = h� = 6 in Depth to Base = 54 in Column Depth = h2 = 8 in AtL L tS Dead Lo Live Load = LL = 2636 ibs r 1062 psf OK Punching Shear (Vu 2) = q�(n(bl2)2) - ((h1�h2)!12)2] 3187 Ibs Attaw. Shear (cp1�c) _ (.5}(41SQRi(F� j(4,�(h z +h 2j(h �)f2 24480 /bs OK ActuaP Canc. Bearing = (9.4DL +i.7LL)/(hi-h2) = 753 psi Allow. Canc. Searing = (p.85}(p.7fc'SQRi"2) - 297v psi �tC P1= 3336 LBS P2= 0 L�� P3= 2502 1rF3� p + �, f� = 69.50 psi �- �JV, f�= .00 psi t�.�{�}, � . �: psi L�r�(l�h: [1}yi��gg.00 ft iJ: C? GRACE: #2 HF Widfh: 8 in. C�epth: 6 in. d - 8 in. Fc w a78 psi F a 7 psi � = 1100000 psi ,� ,� ;� � �► r� >� , _.. � � b �� � - � � L � y � �. �; � _. �.. • ' � � ! • • 1 11 I �'• e� i �i �- 1 ..: �, i11• � � � �' a j ... � .:.,.. Lera = Fc'� _ � cE - K cE r N �: e 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2015 IBC AND ALL CURRENT C/C = CENTER TO CENTER EDITION OF STATE AND LOCAL RULES AND STANDARDS OF GOVERNING AGENCIES HAVING DBL = DOUBLE JURISDICTION. GALV = GALVANIZED HD = HOT DIPPED 2. ANY ERRORS, AMBIGUITIES, AND OMISSION IN DRAWINGS AND/OR SPECIFICATIONS SHALL BE v~i (21) 20d HD GALV. MIN = MINIMUM O REPORTED TO BERKEY ENGINEERING FOR CORRECTION BEFORE ANY PART OF THE WORK IS GRAVEL LAYER OR CL (3) SIDES, STAGGERED PT = PRESSURE TREATED STARTED. NO ALLOWANCE WILL BE MADE IN THE OWNER AND/OR CONTRACTOR FAVOR BY FIRMLY COMPACTED x T1 1 " EXPOSED. SCSJ = SAW CUT JOINT con OF ERRORS, AMBIGUITIES, AND/OR OMISSIONS WHICH SHOULD HAVE BEEN NATIVt SOIL. c0 SW = SHEAR WALL DISCOVERED DURING THE PREPARATION FOR CONSTRUCTION AND DIRECTED TO BERKEY + TYP = TYPICAL ENGINEERING'S ATTENTION IN A TIMELY MANNER, IT IS THE OWNERS ULTIMATE RESPONSIBILITY _ GRADE ++� 8„ CONCRETE, SLAB It TO HOLD THE CONTRACTOR AND/OR SUBCONTRACTORS ACCOUNTABLE THROUGH CONTRACT. �.i, EXTENTS BERKEY ENGINEERING ACCEPTS NO RESPONSIBILITY FOR WORK DONE BY THE OWNER, THE (1 6) 20d HD GALV NAILS CONCRETED SLAB CONTRACTOR OR SUBCONTRACTORS CONTRARY TO THE PLANS OR SPECIFICATIONS. PLACE (4) IN EACH SIDE, SUBSTITUTION OR CHANGES WILL NOT BE ACCEPTED UNLESS APPROVED IN WRITING. THE - I. -_I I i-1 = STAGGERED, 1 EXPOSED 2 0 SUBCONTRACTOR SHALL REVIEW ALL SECTIONS OF SPECIFICATIONS AND ALL SHEETS OF THE Q M z =1I I w 0 o PLANS FOR ANY INFORMATION OR DETAILS PERTAINING TO THEIR SPECIFIC TRADE. 4'— 6 !II=I 11 LEGEND MIN I —I j a w TH =I I== 15 CONCRETE t=1 w 3 w 3. CONTRACTOR IS RESPONSIBLE FOR VERIFICATION OF SITE CONDITIONS, INSTALLATION DEP I=I ii COLLAR willH z x STANDARDS AND CONSTRUCTION CONDITIONS. FIELD VERIFY ALL NECESSARY DIMENSIONS. _I!I_I _I' v� p � ° DISCREPANCIES BETWEEN SITE CONDITIONS AND THE CONSTRUCTION DRAWINGS SHALL BE -1.' * 1 2x6 w CI CALLED TO THE ATTENTION OF THE ENGINEER, WORK DONE WITHOUT THE ENGINEERS =1-- If —I X c� APPROVAL IS THE RESPONSIBILITY OF THE CONTRACTOR/SUBCONTRACTOR. :, j lI =1 j —Ico 2x6 �, X 4. ALL FRAMING MATERIAL SHALL BE DOUGLAS FIR N0. 2 OR BETTER. HEM FIR N0. 1 MAY BE -i- 6" CONCRETEIF - pfBremerte� SUBSTITUTED AS AN ALTERNATIVE. WOOD IN CONTACT WITH EARTH AND/OR CONCRETE SHALL PLUG Dpv.�``�'` of community BE PRESSURE TREATED, 0.6 RETENTION. NAILING EDGE DISTANCES, END DISTANCES, AND Old AT 12" C/C SPACING SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD IN ACCORDANCE WITH 2 _O SEP 2� NDS 1 1 .1 .5.6. as Revie led for C 5. CONCRETE DESIGN BASED ON A COMPRESSIVE STRENGTH OF 2500 PSI AND NO SPECIALD•C •� Z INSPECTION REQUIRED. RECOMMENDED CONCRETE STRENGTH IS 4000 PSI FOR DURABILITY U � kn ONLY. DETAIL 1 -• TYP FTG SCALE: 1/2"=1' DETAIL 2 - HEADER SCALE: 1 "=1'00 W o � N ¢ M M 6. ROOF SHEATHING SHALL BE PAINTED 29 GA. RIBBED STEEL. FASTEN SHEATHING TO FRAMING �D W 3 WITH 1 " #9 SCREWS WITH NEOPRENE WASHERS AT 9" C/C. (D Q o 0 7. SIDE SHEATHING SHALL BE PAINTED 29 GA. RIBBED STEEL. FASTEN SHEATHING TO FRAMINGaddadd j 91 U WITH 1' #9 SCREWS WITH NEOPRENE WASHERS AT 9 C/C. NOTE: CONTRACTOR SHALL VERIFY THAT 20d �.�- KI T NAILED � 8. SW-1 SIDE SHEATHING SHALL BE PAINTED 29 GA. RIBBED STEEL. FASTEN SHEATHING TO TOENAIL DOES NOT EXIT SOLID BLOCKING OE � P 0 7 2017 blo FRAMING WITH 1 1 2" 9 SCREWS WITH NEOPRENE WASHERS AT 9" C C. USE STITCHING SUPPORT FRAMING TO END SUPPORT & END / # / NAILED TO PURLIN, TYP SCREWS AT OVERLAP 2'-0" C/C. bill CEfY of Bremerton, DCp � 9. TRUSS MANUFACTURER SHALL VERIFY LOAD BEARING POINTS FOR ALL TRUSSES. (2) 16d 3/4" a, Ni J (+ 1 /4") 10. (4) 16d HD GALV. NAILS (3.5" LONG) MAY BE SUBSTITUTED FOR (3) 20d. W� 11. DESIGN LOADS: ............... -- �---- � CEILING LOAD: 7 PSF SNOW LOAD: 30 PSF `�, 20d HD GALV., AT DRAWN BY. WIND SPEED: 110 MPH EXP B � 60°, PRE —DRILL t� WITH 5/32 0 BIT. ` G� �� RWB SEISMIC ZONE: D1 '' SOIL BEARING: 1500 PSF SUPPORT FRAMING, Fir APPRovEDBY: cwB END RAFTER OR DATE: TRUSS �'� 7/28n7 20d HD GALV., AT A 37708 SCALE: 600, PRE —DRILL �� S AS NOTED WITH 5/321)0 BIT. I N PROJECT . REV 15850 . 0 EXPIRES 08/18/ SHEET 1 STRUCTURAL NOTES DETAIL 3 GABLE OVERHANG SCALE: 3/4"=1' N 1 - 10' 6x6 � i �,', %, ,�.� .�� �� FOUNDATION PLAN NOTE: PT 6x8 UNLESS EMBED 10' ALL POSTS ARE #2 HEM FIR, NOTED OTHERWISE ALL 4x I N 12"�, 2' — 0" � �� 10' 6x6 U DEEP SCSJ 4" CONCRETE SLAB ON GRADE. SMOOTH TROWEL FINISH �-- ' 10'x7' SLIDER \e � } 20' SCALE: 3/16"=1' z a z 0 Q z 0 w z � Q o � w � o � � H Q � �3� � � Hz� �o� (� O w � o � °° ~�� k N G� � O R, U � M � x 0 N w z U � � � M � V� aj O � �D �p ��3�i` w �� �H�joo ��z�� d w w oo>UO�C � J � x � N 0. R: � Li-� DRAWN BY: RWB APPROVED BY: CWB DATE: 7/28/17 SCALE: AS NOTED PROJECT .REV 15850 . 0 SHEET No. Iv v z O O D � � � _ � fv O � O � fv D � _ � <^ O ROOF FRAMING PLAN AND TYP ENDWALL FRAMING C° v� LO Mc� � J z w °' J � 0 � � r� Z �J N _ _ X N I _ _ _ _ NAIL 2x6 BRACE TO POST AT 17' ABOVE SLAB WITH (3) 20d AND TO TOP CHORD OF -INSIDE TRUSS WITH UPSIDE DOWN LUS26 — — — — � HANGERS, SEE DETAIL 6/S4, TYP _ N - - -N-I �N— - - � N��-�- - - - - - (n (/) (n N X N - - -�- F... J � - F.... � - - - - -0- � - - � - - � 0- - - - - - 2x6 w w _-a v- w w- -- -- - - •W� I w � v W I [W- - - - � 2x6 -z- z---o� --z z-- -- -- z z x �- wllw `�Q � � z z -- w -w-- -- -- w l l w I N � � - - � �- - - - - - N _DETAIL 4/S4_ _ _ _ _ r- TYP 1'-6" �� OVERHANG SECTION A/S4 TYP TYP ROOF SHEATHING SHALL BE ATTACHED TO GABLE END PER NOTE #6 ON SHEET S 1 SCALE: 3/16"=1 ' z � z � z w Q Q w c� `� w � 3 o Q o z � w C7 z � Q o � w � O � w o, H Q `� �3� � � �z� � p .� p m W a w w o w � �x N � � o x 0 N w H w N N [� U �n �n v-� M �1 V� � o � � � ��3�� � w -� -� aF~Qoo ��z�� � W w x o � U � � Natr�aw DRAWN BY: RWB APPROVED BY: CWB DATE: 7/2S/17 SCALE: AS NOTED PROJECT REV 15850 . 0 SHEET No. 10' 21 SECTION A - MAIN BUILDING SECTION 11" 2 MIN 1'-0" LAP (2) 16d NAILS 20' 11„ 2 SCALE: 3/16"=1' 2 MIN 1 MIN. 1' INTO UNDISTURBED NATIVE SOIL 3' MIN SOLID CONCRETE BAC K EI LL GRADE __-, , ;=i Illi, 5'-0" MIN DEPTH DETAIL 5 -ALTERNATE FOOTING FASTEN 2x6 BRACE TO TOP CHORD OF TRUSS WITH UPcin� nn�ni�i LUS26 H� II=III -1 11= , � � �=III -iTi-i °� —� � ti �• .�.,� .,:..� -}. � •� __-a-� t a ,` ,� 2'-0"4 (21) 20d HD GALV. (3) SIDES, STAGGERED, 1" EXPOSED .' 8 CONCRETE SLAB � 8>> COMPACTED FILL (1 6) 20d H D GALV NAILS PLACE (4) IN EACH SIDE, STAGGERED, 1 " EXPOSED 6" CONCRETE PLUG SCALE: 1 /2"=1' + -I- (2) 16d NAILS ��PG� SDI � AT EACH TOP (3) 1 6d � __: <-.. �� �� CHORD TRUSS 2�' � �� � ', � ,,,G NAILS TYP �;'., TRUSS DBL 2x6 PURLIN BLOCK 1�t .0� , 377 ,4, S TRUSS I A E� EXPIRES 08/18/, DETAIL 4 - PURLIN CONNECTION SCALE: 1 "=1 ' DETAIL 6 - BRACE CONNECTION DETAIL SCALE: 1 "=1' C7 � z ,� Q z O H w W U L z�Q V1 Q o � w � O � � F Q � � 3 � � � �z� Wp � o w _ w w o pp N�"' �" X N � � ti o � � x 0 DRAWN BY: RWB APPROVED BY: CWB DATE: 7/23/17 SCALE: AS NOTED PROJECT .REV 15850 . 0 SHEET No. FRONT ELEVATION BACK ELEVATION SCALE: 3/16"=1' � RIGHT ELEVATION SCALE: 3/16"=1' LEFT ELEVATION SCALE: 3/16"=1' SCALE: 3/16"=1' a w H z W)�in 0 Dz�oo aw o>v DX W ci; 4 404 L4 a� a� W MM eo W DRAWN BY: RWB APPROVED BY: CWB DATE: 7/28/17 SCALE: AS NOTED PROJECT . REV 15850 . 0 SHEET No. City of Bremerton Department of Community Development 345 - 6th Street, Ste. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 3942-000-002-0003 ZONING: R10 APPLICANT: OWNER: CONTRACTOR: LENDER: SUBMITTED: VALUATION: State Surcharge Technology Fee Building Permit Plan Review Fee Name CROSS, JOHN CROSS, JOHN Plumbing Fixture Fee Mechanical Fixture Fee 06/27/2016 $7,000.00 $4.50 $11.86 $124.00 $80.60 $77.65 $35.65 TOTAL FEES : $334.26 Inspection Requests: DCD: Building Inspections: L&I: Department of Labor and Industries Phone Address PERMIT NUMBER: DATE ISSUED: 360-265-8796 7037 NW HERRIED RD SILVERDALE, WA 98383 360-2654796 7037 NW HERRIED RD SILVERDALE, WA 98383 APPROVED: 06/27/2016 EXPIRATION: 12/26/2016 Residential Building Permit w/ Mechanical/Plumbing BB16 00451 06/29/2016 SITE ADDRESS: 2612E 16TH ST Access Code STATUS: ISSUED SFR -BATHROOM &KITCHEN REMODEL, REPLACE ELECTRIC WATER HEATER SFR -BATHROOM &KITCHEN REMODEL, REPLACE ELECTRIC WATER HEATER Building Code Edition: Occupancy Group: Type of Construction: Flood Zone: Setbacks: Sanitation Method: Number of Bedrooms: (360) 473-5870 (360) 415-4000 FIRE: Fire Inspections HEALTH: Kitsap County Health District PW&U: Public Works -Engineering (360) 473-5386 (360) 337-5285 (360) 473-5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days. It is the responsibility of the permit holder to see that the required inspections are made. Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction. If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3, Chapter 126, Laws of 1967. All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. I have read, and agree to abide by the conditions of this permit including all conditions of zoning, building codes, and State and Federal laws. SIGNATURE OF OWNER OR AGENT: CONDITIONS City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction, and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. Printed by: Mountjoy, Margret on: 06/29/2016 02:20 PM Page 1 of 4 ASSESSOR NUMBER: APPLICANT: OWNER: CONTRACTOR: LENDER: SUBMITTED: Name City of Bremerton Department of Community Development 345 - 6th Street, U. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473-5278 3942-000-002-0003 CROSS, JOHN CROSS, JOHN 06/27/2016 ZONING: APPROVED: R10 Phone Address PERMIT NUMBER: DATE ISSUED: 360-265-8796 7037 NW HERRIED RD SILVERDALE, WA 98383 360-265-8796 7037 NW HERRIED RD SILVERDALE, WA 98383 06/27/2016 EXPIRATION: 12/26/2016 BB16 00451 06/29/2016 SITE ADDRESS: 2612E 16TH ST Access Code 8S9VD-BCJ83 8S9VD-BCJ83 STATUS: ISSUED 1. (DCD-01) ASBESTOS AND LEAD -BASED PAINT: �' ASBESTOS: Prior to performing any renovation or demolition work, Puget Sound Clean Air Agency and Washington Department of Labor and Industries (L&I) regulations require an asbestos survey be performed to determine whether there are asbestos -containing materials in the work area or structure. The asbestos survey must be conducted by and EPA -certified (AHERA) building inspector (except renovation or owner -occupied single family residences).For more information, please contact Clean Air Agency through their web site at www.pscleanair.org or by phone at 800-552-3565 or 206-343-8800. The L&I web site can be found at www.Ini.wa.gov/TradesLicensing/LicensingReq/Asbestos/default.asp. LEAD -BASED PAINT: A contractor or person receiving compensation who is performing renovation, repairs or painting on a residential building or a child -occupied facility built before 1978, must be trained and certified by an accredited training provider, and registered as a Renovator by the Washington State Department of Commerce- Lead -Based Paint Program. For further information please contact: The Department of Commerce website at: www,commerce,wa.gov/lead, or call: (360) 586-LEAD (5323). CONTRACTOR: A contractor's registration issued by Washington State Dept. of Labor & Industries is required for anyone who contracts or submits bids for construction work, including new construction, alterations, repairs, or anyone who consults or superintends, improves, demolishes, develops residential property for sale, or "flips" houses. Contact L & I at (360)415- 4000 for information. 2. (DCD-02) DCD: Validity of permit. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. / Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 3. (DCD-47) DCD: Reinspection Fee: All approved plans, the printed building permit, and the permit inspection placard, are required to be on -site for inspection purposes, and work to be inspected shall be complete and ready for inspection. If an inspection is called for and plans are not available on site, or the work is not ready for inspection, approval will not be granted. In addition, a re - inspection fee will be charged and must be collected by the Department of Community Development prior to any further inspections being performed or approvals granted. 4. (DCD44) DCD: Approved Plans, Engineering, Site Plan, Permit, and Conditions shall remain on site and be available for inspection. Any changes to plans shall be approved before construction is performed. Architect or engineer of record shall approve the change before submitting a revision. A revision is subject to a revision fee and additional fees for plan review and inspections. 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. (DCD40) A separate electrical permit issued through Labor & Industries (L&I) is required for any new, modified, repair, replacement, service, maintenance, or temporary installations. Electrical work is inspected by L&I prior to cover and the framing inspection. Contact L&I at 360-415-4000 or www.lni.wa.gov. (RCW 19.28) 7. (DCD-CO DET. (NEW)) Carbon Monoxide Alarms. For new construction, an approved carbon monoxide alarm listed in compliance with UL 2034 shall be installed outside of each separate sleeping area in the immediate vicinity of the bedroom in dwelling units and on P P g 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. 8. (DCD-CO DET. CARBON MONOXIDE ALARMS: IRC Section 315.1. An approved carbon monoxide alarm (UL 2034) shall be installedc.� (EXIST)) outside of each separate sleeping area in the immediate vicinity of the bedroom in dwelling units and on each level of the dwelling in accordance with the manufacturer's recommendations. In a building where a tenancy exists, the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. Printed by : Mountjoy, Margret on: 06/29/2016 02:20 PM Page 2 of 4 City of Bremerton PERMIT NUMBER: BB13 00451 ASSESSOR NUMBER: APPLICANT: OWNER: CONTRACTOR: LENDER. SUBMITTED: Name Department of Community Development 345 - 6th Street, Ste. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473-5278 3942-000-002-0003 CROSS, JOHN CROSS, JOHN 06/27/2016 ZONING: APPROVED: I� I Phone Address DATE ISSUED: 360-265-8796 7037 NW HERRIED RD SILVERDALE, WA 98383 360-265-8796 7037 NW HERRIED RD SILVERDALE, WA 98383 06/27/2016 EXPIRATION: 12/26/2016 06/29/2016 SITE ADDRESS: 2612E 16TH ST Access Code 8S9VD-BCJ83 8S9VD-BCJ83 STATUS: ISSUED 9. (DCD-FUEL COMBUSTION AIR: IRC Section M1701.1. Solid -fuel -burning appliances shall be provided with combustion air in APPLIANCES) accordance with the appliance manufacturer's installation instructions. Oil -fired appliances shall be provided with combustion air in accordance with NFPA 31. The requirements for combustion and dilution air for gas -fired appliances shall be in accordance with Chapter 24. Fireplaces shall comply with Section 1001. APPLIANCE LOCATIONS: IRC Section G2406.2. Fuel burning appliances shall not be installed in a sleeping room, bathroom, toilet room, or closet. Exception: direct vent appliances (see IRC Section G2406.2 for additional exceptions). PROTECTION OF APPLIANCES: IRC Section M1307.3. Appliances located in a garage or carport or any other location subject to vehicle damage shall be protected by approved barriers. Appliances having an ignition source shall be elevated so that the source of ignition is at least 18" above the floor in garages and in any room that opens to the garage. Appliances designed to be fixed in position shall be fastened or anchored in an approved method. CARBON MONOXIDE ALARMS: IRC Section 315. An approved carbon monoxide alarm listed with UL 2034 shall be installed outside of each separate sleeping area in the immediate vicinity of the bedroom. In a building where a tenancy exists, the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. MANUFACTURER'S SPECS: IRC M1307.1. The manufacturer's operating and installation instructions shall remain attached to the appliance until final inspection 10. (DCD-52) DCD: Gas Piping: Fuel or gas piping shall be inspected after the installation of fuel/gas piping is complete, and before the attachment of fixtures, appliances, or shut-off valves. At the time of inspection the test pressure shall be no less than 10 psi held for no less than 15 minutes. Appliances to be attached to the fuel/gas piping system shall not be used until the final inspection has been performed and approved by a Building Inspector. 11. (DCD-56) Combustion Air: In buildings of unusually tight construction, or within a garage, all fuel -burning appliances, other than cooking appliances and domestic clothes dryers, shall obtain combustion air from outside in accordance with the International Mechanical Code, International Fuel Gas Code and/or the International Residential Code. 12. (DCD-04) DCD: Plan Review Requirements: The attached plan review checklist and identified corrections, along with the Energy Compliance Worksheet (when applicable) are part of the approved plans and must remain attached thereto. It is the responsibility of the applicant to make the corrections indicated on the plans. Once the plans are marked "APPROVED", they shall not be changed or altered without authorization from the Building Official. All proposed changes to "APPROVED" building plans that effect compliance with the City of Bremerton Building and Fire Code as adopted and amended in BMC Title 17 and Title 18, or any other City of Bremerton ordinance or regulation, must be reviewed and approved by the Department of Community Development prior to construction. Failure to comply and/or removal of attached documents will result in failure of required building inspections. 13. (DCD-19) Engineered Wood Floor Trusses & Truss Roof Systems shall have a site specific engineered design (Framing Plan) available at time of Under Floor and/or Framing Inspection. 14. (DCD-060) Property lines shall be properly marked. Setbacks are measured to the fnished wall of the structure. 15. (DCD-43) Under -floor Inspection: After the foundation is complete, and the floor system is framed, but prior to the installation of the sub -floor or floor sheathing, (exposed floor framing) the under -floor area must be inspected, including all floor framing, anchor bolts, hold-downs and under -floor posts and positive connection devices. 16. (DCD-38) Shear Wall Inspection: Due to the complexity of the shear wall nailing patterns and hold-down requirements contained within the engineered lateral design, a separate shear wall inspection is required for this project. This inspection should be requested and performed prior to the installation of exterior wall coverings, prior to the framing inspection, such that all shear -wall nailing patterns may be observed, and the installation of all required hold-down devices and required straps, etc. are in place in accordance with the engineer's lateral design. 17. (DCD-50) Final Inspection Required: All building permits shall have a final inspection performed and approved by the City of ly Bremerton Department of Community Development prior to permit expiration. The failure to request a final inspection or 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. 18. (DCD-91) Call before you dig: Calling 811, two business days before you begin digging, will alert utilities to come out and mark THEIR buried lines from the street to your house For FREE! t s- 1 Printed by : Mountjoy, Margret on: 06/29/2016 02:20 PM Page 3 of 4 ASSESSOR NUMBER: APPLICANT: OWNER: Name City of Bremerton Department of Community Development 345 - 6th Street, Ste. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473-5278 3942-000-002-0003 CROSS, JOHN CROSS, JOHN CONTRACTOR: ❑ LENDER: SUBMITTED: 06/27/2016 ZONING: APPROVED: R10 Phone Address PERMIT NUMBER: DATE ISSUED: 360-265-8796 7037 NW HERRIED RD SILVERDALE, WA 98383 360-265-8796 7037 NW HERRIED RD SILVERDALE, WA 98383 06/27/2016 EXPIRATION: 12/26/2016 MINIMUM INSPECTIONS REQUIRED BB16 00451 06/29/2416 SITE ADDRESS: 2612E 16TH ST Access Code STATUS: ISSUED To request an inspection, please call (360) 473-5870 and be sure to provide your permit number, name on permit, site address, contact phone number, and inspection type. To register for on-line inspection access, visit the City's website at www.ci.bremerton.wa.us. Inspection Description MECHANICAL Mechanical Rough -In PLUMBING - ROUGH Plumbing Rough -In ELECTRICAL COVER L&I - Electrical Cover Inspection Before Framing (State of Washington) FRAMING Framing Inspection (Mechanical & Plumb Rough -In, Elect Cover Completed) INSULATION -WALL Insulation -Wall SHEETROCK Sheetrock Nailing INSULATION -CEILING Insulation -Ceiling INSULATION- UNDERFL Insulation -Underfloor ENERGY -DUCT TESTIN Energy Code -Duct Testing -Provide signed affidavit to Bldg Dept ELECTRICAL FINAL L&I -Electrical Final Inspection FINAL -BUILDING Final Inspection -Building Printed by : Mountjoy, Margret on: 06/29/2016 02:20 PM Page 4 of 4 IAVG PERMIT PROTECT THIS CARD FROM THE WEATHER 2612 E 16TH ST SFR - BATHROOM & KITCHEN REMODEL, REPLACE ELECTRIC WATER HEATER Building Ij Plumbing Lj Mechanical Lj Alarm/Sprinkler Lj This Placard must be posted on or near building and the Permit &"Approved" plans must be at the site. 6 6 1 UWLM Call the following Aaencv Telephone Numbers for inspections: Building Department Inspections: (360) 473=5870 Water - Public Works: (360) 473=5927 PW - Public Works - Engineering: (360) 473=5270 Kitsap Public Health. (360) 337=5235 Fire - Fire Department: (360) 473=5385 L&I - Dept. of Labor and Industry: (360) 415=4000 - Property lines shall be properly identified and marked before foundation footing inspection. Setbacks are measured to the finished wall structure. - Reinspection fee may be assessed if inspection has been requested when not ready or corrections are not completed. - Permit, approved plans, engineering, and inspection card shall be on site during construction or Reinspection Fee may be assessed. MechanicalRoughmin Plumbing - . ughmIn L&I Electrical Cover Inspection of Washington) �' Framing Inspection (Mechanical & Plumb Roughm1n,II Elect Cover Completed) Insulation =Wall ,. .. , Sheetrock Nailing ..or CeilingInsulation m .` I Insulation = Underfloor to II III ME L&I =Electrical Final Inspection .• FINAL BUILDING (360) 473-5870 All of the above must be approved. Approved Final Inspection grants occupancy for single family residence only. Commercial structures require separate Certificate o, f Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING DEPARTMENT APPROVAL Page 1 of 1 - - �1'_ I �, C_�TY OP BREMERTON � _ � - � ! !� `� �, t � } r •'- �� � � � � � DeUarl���e��t. of C�iruriluuty Develo��netit � �45 - 6tI� Srt�eet Srute 600 � BreYnerton � VVA � 4f�3o7-1873 (360) 473-5275 k Fax (360) ��73-527$ .k �v«���.ci.brenZerton.�va.us Site Address: Contractor Authorized To apply for a property address, contact Public Works at {360) 473-5270 CONTRACTOR; OWNER; �p�.�J Address: Address: ? N. w EAR/F Cit ,State, Zi Cit ,State, Zi : � �rfc E' �- 9'�353 License # & Ex .Date: Phone #: 3 2 S- Contact Name: Authorized Agent Name: Contact Phone #: Address: Email address: Cit ,State, Zi Tax IDlParcel #: 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 GARAGEICARPORT ❑ DEMOLITION sf Interior sf Exterior*'� ❑ RESIDENTIAL REBUILD ❑ RESIDENTIAL ADDITION RESIDENTIAL REPAIR ❑ NEW ACCESSORY BUILDING sf Foundaiivn Wall'* sf Roof i Section** ** Separate de�r�olitiot� permit and fees required. Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. ❑ OTHER: IS THIS PRQP�I�TY Vlifil-lII1� 2�� DEL T C1F �4 SI,fE7I��1.I1V�� YEs ❑ No � Scope of work proposed: ��� �- ,ram i� � �c j�-�,v � , 5 tom/ S/�1.� K '�'v� _ Tc�1 L � t 5! ri.�K 3 tt�Et'F' �'1= w�4LL.� -z s-�� !y � ..... '. ,} S(�Ui.. �, �._,---�-- _,..�..,:...a. ,�� door ?,raj rsasemenr 2nd Floor ©thee f�v�:�y�aGs i�C Lu �ZZ �L !tC �t t'C /"L Garage: 1st Floor 2nd Floor Deck(sj; Z od Valuation Plan Review Fee Permit Fee Surcharge Total Fees ��� Application far which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data submitted far review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time far 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. plicant's Signature (Print) 6-ZS-�.or6 Date Rev. oct. 2oa8 (Continued on back} I� I PERMIT CENTER RESIDENTIAL MECHANICAL /1'LU1Y10 erton, DCD Dept. of Community Development*345 — 6t" Street, Suite 600*Bremerton*WA*98331- I of Type of Fuel: N Electric ❑ Gas ❑ Oil ❑ Propane Site Address: �v CONTRACTOR: OWNER: � 6 ,✓ c� �� Address: Address: 3-7 N I-j?,Q,FQ City, State, Zip: City, State, Zip: ��„��,o, � w 991 ; �7 License #: Phone # (366 ) 2,657wrR72,6 Contact Phone #: ( ) Tax ID/Parcel #: Bremerton Business License: QTY TYPE OF EQUIPMENT QTY TYPE OF EQUIPMENT AIR CONDITIONER / EVAP COOLER BUILDING SEWER BOILER < = 100K BTU CLOTHES WASHER BOILER > 100K <= 500K 1 DISHWASHER CLOTHES DRYER WITH EXHAUST DRAIN PIPE CHANGE COOK STOVE FLOOR DRAIN / TRENCH DRAIN FAN / BATH OR EXHAUST HOSE BIBB FIREPLACE GAS OR GAS LOG INSERT LAWN SPRINKLER W/ BACKFLOW DEV FIREPLACE WOOD OR WOODSTOVE MISC PLUMBING FURNACE ELECTRIC / HEAT PUMP SINK (LAV, KITCHEN, MOP OR BAR FURNACE LP GAS / DUCTING SUMP PUMP FURNACE NATURAL GAS / DUCTING a' TUB AND/OR SHOWER UNIT FURNACE OIL TOILET / BIDET GASPIPE SYSTEM WATER HEATER ELECTRIC LP TANK < 2000 GALLONS / WATER PIPE CHANGE MISC MECHANICAL EQUIPMENT / RANGE HOOD WATER HEATER GAS AND VENT MISC MECHANICAL Applicant's Signature Print Name Date Rev. June 2016 AFTER RECORDING MAIL TO: John Cross 7037 Herried Road NW Silverdale, WA 98383 LRND TITLE 201606210240 Dead Rao Fee; $ 73,00 1� Dolores Oilmort, Kitsa Co Aud �p i Filed fo;* Record at Request of WFG Naiioaal Title Com�aiay Escrow Number: 657209 Statutory Warranty Grantor(s): Armando Garcia Grantee(s): John Cross Abbreviated Legal: Lt 2, Elmer Johsnon Addn., V/P Assessor's Tax Parcel Number(s): 39420000020003 City of Bremerton, DCD Page: 1 THE GRANTOR Armando Garcia, an unmarried z{rar� for and in consi 'lion of TEN DOLLARS AND OTHER GOOD AND VALUABLE CONSIDER 1�T QN in hand par nveys and warrants John Cross p g a married man as his se arate estate the followin sci ibed real es{at , situated in the County of Kitsap State of Washington: y LRA records of Kitsap County, Washington. Grantee herein is prohibited from conveying caption�d,�rbptrty for any sales price far a period of 30 days from the date of this deed, After this 30 day ppeerind,�Grantee�s fuu•ther prohibited froze conveying the property for a sales price greater than $162y5404:0Q u>iti190 Ay from the date of this deed. These restrictions shall run with the land and ar in t perlo* to the,Grantee. GRANTOR ACKNOWLEDG S.THAT ItL O TFj PROPERTY IS MARKETABLE AT THE TIME OF THIS CONVEYANCE. THE ISO QW1 G SHALL NOT CAUSE THE TITLE TO BE UNMARKETABLE: RIG CONVEYANCE, ER TI NS, COVENANTS, CONDITIONS, AND RESTRICTIONS, PRESENTLY OF CQkD AND GENERAL TO THE AREA; EASEMENTS AND ENCROACHMENTS, I�t�'T' TER IAJ LY-AFFECTING THE VALUE OF OR UNDULY INTERFERING H GRAN,TRE'&fiASONABLE USE OF THE PROPPRTY; AND RESERVED OIL ANOIOR MINING, RJGHTS. Dated this / %, � :ayof d 4d)VC, STATE OF `b�AISI�ING�ON County of King , ���• SS: w oi\have satisfactory evidence that A mando Garcia is the person who appeared before person c owIedged that he signed this instrur>tent and acknowledge it to be his free and for the s and puXposesrzzeniioned izz this instrumen . �4 V 4. lot ;< �J '� " ;" Notary Public in an for t State of WASHINGTON op w Residing in `;, `•,, :;., :`°�, .�-z My appointment expires: :k% KiTSAP COUNTY TREASURER EXCISE 2016EX04329 Total; S2,A08.00 OB12112D16 e Cierk's Initial,�� �t4b) l !g 3 Qb�Yi' t validity of permit. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of. any violation of the provisions of the International Codes or any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the pro v ions of the International Codes and o 4-the City of Bremerton shall not be valid. 06Q5 &. IRC 1 Q504) i 'N U Yf� lt�Ui•t� ISO tr iI j "US7' COMPLY ILL WASHIfV W17H STATE ,rTOnr Ga CHANGES MUST BE APPROVED PRIOR TO PERFORMING WORK City of Bremerton Dept. of Community Development JUN272016 Reviewed fo Co Compliance By: J� cd Co ()f Bremerton, �D ASSESSOR NUMBER: APPLICANT: OWNER: CONTRACTOR: LENDER. SUBMITTED: VALUATION: Building Permit State Surcharge Technology Fee Plan Review Fee TOTAL FEES Name City of Bremerton Department of Community Development 345 - 6th Street, Ste. 600, Bremerton WA 98337 (360) 473=5275 Fax: (360) 473-5278 3942-000-002-0003 CROSS, JOHN CROSS, JOHN L■' 07/12/2016 $2,500.00 E:1 11 $4.50 $52.00 $140.50 ZONING: APPROVED: R10 Phone Address PERMIT NUMBER: DATE ISSUED: 360-265-8796 2612E 16TH ST BREMERTON, WA 98310 360-265-8796 2612 E 16TH ST BREMERTON, WA 98310 08/04/2016 EXPIRATION: 02/OS/2017 Building Permit - No MechanicaUPlumbing BB16 00511 08/09/2016 SITE ADDRESS: 2612E 16TH ST Access Code QP6AW-NB7DR QP6AW-NB7DR STATUS: ISSUED SFR -REPLACE DECK AND REDO SIDING ON EAST SIDE OF HOUSE SFR -REPLACE DECK AND REDO SIDING ON EAST SIDE OF HOUSE Building Code Edition: Occupancy Group: Type of Construction: Flood Zone: Setbacks: Sanitation Method: Number of Bedrooms: �-►�CK (F/L/RT/R/O) Inspection Requests: FIRE: Fire Inspections (360) 473-5386 DCD: Building Inspections. (360) 473-5870 HEALTH: Kitsap County Health District (360) 337-5285 L&I: Department of Labor and Industries (360) 415=4000 PW&U: Public Works - Engineering (360) 473-5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days. It is the responsibility of the permit holder to see that the required inspections are made. Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction. If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3, Chapter 126, Laws of 1967. All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. I have read, and agree to abide by the conditions of this permit including all conditions of zoning, building codes, and State and Federal laws. SIGNATURE OF OWNER OR AGENT: CONDITIONS City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction, and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. Printed by :Wood, Tracey on: 08/09/2016 08:47 AM Page 1 of 3 City of Bremerton PERMIT NUMBER. ASSESSOR NUMBER: APPLICANT: OWNER: CONTRACTOR: LENDER. SUBMITTED: fr;�T�Ra Department of Community Development 345 - 6th Street, Ste. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473-5278 3942-000-002-0003 CROSS, JOHN CROSS, JOHN L■J 07I12/2016 ZONING: R10 Phone 360-265-8796 360-265-8796 APPROVED: 08/04/2016 DATE ISSUED Address 2612E 16TH ST BREMERTON, 2612 E 16TH ST BREMERTON, WA 98310 EXPIRATION: 02/05/2017 08/09/2016 SITE ADDRESS: 2612E 16TH ST Access Code QP6AW-NB7DR QP6AW-NB7DR STATUS: ISSUED 1. (DCD-02) DCD: Validity of permit. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 2. (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. 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-01) ASBESTOS AND LEAD -BASED PAINT: ASBESTOS: Prior to performing any renovation or demolition work, Puget Sound Clean Air Agency and Washington Department of Labor and Industries (L&I) regulations require an asbestos survey be performed to determine whether there are asbestos -containing materials in the work area or structure. The asbestos survey must be conducted by and EPA -certified (AHERA) building inspector (except renovation or owner -occupied single family residences).For more information, please contact Clean Air Agency through their web site at www.pscleanair.org or by phone at 800-552-3565 or 206-3434800. 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 Commerce website at: www.commerce.wa.gov/lead, or call: (360) 58&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. 5. (DCD-14) DCD: Approved Plans, Engineering, Site Plan, Permit, and Conditions shall remain on site and be available for inspection. Any changes to plans shall be approved before construction is performed. Architect or engineer of record shall approve the change before submitting a revision. A revision is subject to a revision fee and additional fees for plan review and inspections. 6. (DCD-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.Ini.wa.gov. (RCW 19.28) 7. (Custom) Development must comply with Title 20 in the BMC. No structures shall be placed within the setbacks, driveways shall not exceed 20' in width, height shall not exceed 35' from average grade to the peak of the structure, and all development not shown on the approved plans must be submitted for review and approval prior to construction. 8. (LU9) All driveways and areas used for loading, parking, and maneuvering motorized vehicles shall have a paved surface. Two off- street parking spaces are required for every residential unit pursuant to BMC 20.48. MINIMUM INSPECTIONS REQUIRED Printed by :Wood, Tracey on: 08/09/2016 08:47 AM Page 2 of 3 City of Bremerton PERMIT NUMBER: BB15 00511 ASSESSOR NUMBER: APPLICANT: OWNER: CONTRACTOR: LENDER. SUBMITTED: Name Department of Community Development 345 - 6th Street, Ste. 600, Bremerton WA 98337 (360) 473-5275 Fax: (360) 473-5278 3942-000-002-0003 CROSS, JOHN CROSS, JOHN u 07/12/2016 ZONING: R10 360-265-8796 360-265-8796 APPROVED: 08/04/2016 DATE ISSUED: Address 2612E 16TH ST BREMERTON, 2612 E 16TH ST BREMERTON, WA 98310 WA 98310 EXPIRATION: OZ/OS/2017 08/09/2016 SITE ADDRESS: 2612 E IVH ST Access Code QP6AW-NB7DR STATUS: ISSUED To request an inspection, please call (360) 473-5870 and be sure to provide your permit number, name on permit, site address, contact phone number, and inspection type. To register for on-line inspection access, visit the City's website at www.ci.bremerton.wa.us. Inspection Description FOUNDATION - FOOT Foundation Footings, Property lines shall be properly identified FRAMING - UNDERFLOOR Underfloor Framing Inspection/Anchor Bolts & Washers/Hold Downs FRAMING Framing Inspection (Mechanical & Plumb Rough -In, Elect Cover Completed) FINAL - BUILDING Final Inspection - Building Printed by :Wood, Tracey on: 08/09/2016 08:47 AM Page 3 of 3 Iluilffi PROTECT THIS CARD FROM THE WEATHER 2612 E 16TH ST SFR - REPLACE DECK AND REDO SIDING ON EAST SIDE Building Lj Plumbing Lj Mechanical Lj Alarm/Sprinkler Lj This Placard must be posted on or near building and the Permit &"Approved" plans must be at the site. Call the following Agencv_Telephone Numbers for inspections: Building Department Inspections. (360) 473-5870 Water - Public Works. (360) 473-5927 PW - Public Works - Engineering: (360) 473=5270 Kitsap Public Health: (360) 337-5235 Fire - Fire Department: (360) 473=5385 L&1 - Dept. of Labor and Industry: (360) 415=4000 - Property lines shall be properly identified and marked before foundation footing inspection. Setbacks are measured to the finished wall structure. - Reinspection fee may be assessed if inspection has been requested when not ready or corrections are not completed. - Permit, approved plans, engineering, and inspection card shall be on site during construction or Reinspection Fee may be assessed. Inspection APP DATE Notes Foundation Footings, Property lines shall be properly identified Underfloor Framing Inspection/Anchor Bolts & Washers/Hold Downs Framing Inspection (Mechanical & Plumb Rough -In, Elect Cover Completed) t Final Inspection - Buildingm FINAL BUILDING (360) 473-5870 All of the above must be approved. Approved Final Inspection grants occupancy for single family residence only. Commercial structures require separate Certificate of Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING lltJYAK'1'ML+'N'1' AYYKUVAL Page 1 of 1 -�-- C I T Y O F BREMERTON �- - --- k���l� oG�SI • � ►Y ii l 1 T_�' jt .ri1 �+�y � 1 � �`� ate► ��.; JUL F ��,� BuiBc�6r�g Permit Application C;ty cif Sre�nertan, DCD Department of Commuiuh� Development �` 345 - 6tli Street, Suite 600 �' Bremerton � WA * 98337-1873 (360) 4,73-5275 * ram (360) 4,73-5278 � «���v.ci.bremerton.wa.us bite Address: �� � ! � �- ��; � � �� To apply for a property address, contact Public Works at (360) 473-5270 CONTRACTOR OWNER Name: Name: *��;,��� ����' Address: Address: � Z C 9� �-- Cit ,State, Zi Cit ,State, Zi _3.�.-Z���Tc'��✓ ce�;Li- ��/Ci License # & Ex .Date: Phone #: .� � � � ,5-� ,� 7 Bremerton Business License: Authorized A ent Name: Contact Name: Address: Contact Phone #: Cit ,State, Zi Email address: Phone #: Tax ID/Parcel #: Email address: ��'�'�G �;c�f���C���n��:�-�`>��' Sewer Se tic What is the a lication for? Please check New Construction Alteration Addition 0 NEW SINGLE-FAMILY RESIDENCE Q NEW DUPLEX 0 NEW MANUFACTURED HOME 0 NEW GARAGE/CARPORT 0 OTHER: DEMOLITION sf Interior Z , sf Exterior** 0 RESIDENTIAL REBUILD 0 RESIDENTIAL ADDITION 'RESIDENTIAL REPAIR or ALTERATION 0 NEW ACCESSORY BUILDING sf Foundation Wall** sf Roof /Section** Separate demolition permit and fees required. Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? YES � NO Scope of work proposed: ��n��u� ��o t�.a�x Yfg..�,� ��cK ,�-,,,,,� ��F�f��� .���t/�,r :� L.i.. i+'�l't� lC /' C-,'�-,yFc 5'�' �.7� iyc-'� �Jiy miffs T .s-i ,r�� Gr �ti��s'C= Square Footage: Building: 1st Floor Basement 2nd Floor Garage: 1st Floor 2nd Floor Other Decks) Covered Decks) Uncovered 4%� Valuation Plan Review Fee Permit Fee Surchar a Tech Fee Total Fees �2So o as 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 tim for action by the applicant for a period not exceeding 180 days on request by the applicant, showing that circumstances beyond the control o the 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. gnature �G�r-f� Gtr c�-,�.�..5 Print Name Date Rev. June 2016 (Continued on back) 1. Site Address: �. � t "Z c /G'�,�- s�� 2. Are any areas being developed on the site within 200 feet of the shoreline? Yes o NOTE: If yes, please fill out a Shoreline Permit Submittal Checklist (WAC 173-27-180) CRITICAL AREA CHECKLIST: 3. Slope is calculated by dividing the vertical distance by the horizontal distance and then multiplying the result by 100. Example: Vertical Distance = 20' Horizontal Distance = 100' Vertical 20 feet Horizontal 100 feet = .2 X 100 = 20% slope Check all that apply to the site and areas within 200 feet of the site. %l Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15%. Hilly: slopes present on site of more than 15% and less than 30%. Steep: grades of greater than 30%present on site. Other (please describe): 4. Does the site or properties within 200 feet of the site contain areas of standing water, creek or an area where water flows across the ground surface? Yes 5. Is there an apparent wetland present on the site or on properties within 200 feet of the site? Yes( RESIDENTIAL DEVELOPMENT WOP:KSHEET: 6. What is the amount of grading proposed (in cubic yards), not including foundation area? Fill amount Cut amount Total grading NOTE: Grading over 50 cubic yards requires a separate permit. Will the grading material be imported or exported? Yes 7. Please provide the following information. The setbacks are measured from the finished exterior wall of a structure to the lot line, not from the foundation. Accurately represent your setbacks on site plan. DESCRIPTION PROPOSED Front yard setback � 6 *' Rear yard setback* ' �` Side yard setback � Side yard setback /S'" Maximum height �° �'` Development coverage** Number ofoff-street parking spaces *Use this as the second front yard setback for corner 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. ��� s�t�r�`�S' Residential Questionnaire �� /�' �.4-i2- �; r9-�2P� ��'7'�f3 s't���FC RE'v �k: c i� Ff�v� s"t3' ` ry ,�" '�' � ,7 �°c •ram �z- Revision: October 2008 AFTER RECORDING MAIL TO: John Cross 7037 Herried Road NW Silverdale, WA 98383 LRND TITLE 201606210240 Deed Roe Fee; $ 73,00 —�— Qolores0G61more@ Kltsa Co Aud ' III(IIII II�II III I Ilfll(If IIIIII IIII I I�IIIIIIfII � [�(I IIIII I III IIII� Filed fox RecUrd at Request of: WFG National Title Coma Escrow Number: 657209 Statutory �Varran Grantor(s): Armando Garcia Grantee(s): John Cross Abbreviated Legal: Lt 2, Elmer Johsnon Addn., V/P Assessor's Tax Parcel Numberfs): 3942000002000Y THE GRANTOR Armando Garcia, an unmarried r}iat� for and in cc AND OTHER GOOD AND VALUABLE CONSIDER?�Tl N in hand Cross, a married man_as his separate estate the following �sc ed real Kitsa State of Washington: \` to the records of Kitsaa County, Washington. Grantee herein is prohibited from conveying from the date of this deed. After this 30 day JJ property for a sales price greater than $162?,yb restrictions shall run with the land and arV ng PA 1 �tion of TEN DOLLARS nveys and warrants Jahn situated in the County of •ty for any sales price for a period of 30 days �her prohibited frorn� conveying the om the date of this deed. These Grantee• GRAN'TOR ACKNOWLED ��THATT1,'1'LEPROPERTY IS MARKETABLE AT THE TIME OF THIS CONV NG� THE I�O�Ia4 G SHALL NOT CAUSE THE 'CI'1`LE TO BE UNMARKETABLE.: RIG RE$ERVAT 014S, COVENANTS, CONDITIONS, AND RESTRICTIONS, PRESENTLY OF 4.TQk17 AND GENERAL TO THE AREA; EASEMENTS AND ENCROACHMENTS, TER�A1tLY�/ AFFECTING THE VALUE OF OR UNDULY INTERFERING 11 GRAN,TEE' GASONABLE USE OF THE PROPERTY; AND RESERVED OIL AN / R MINING, RIGHTS. Dated this av of 'COX/C, STATE OF Vi��ISI:I,1N�iTON _ I certi that I l:n7iw maperson volunt act for the e, a id satisfactory evidence that Armando Garcia is the person who appeared before (edged that he si gned this instrutrtent and acknowledge it to be his free and �s and pu�ose�mentioned'. ! :�r'tS .`i.L\\:..•fit`{-%a�li?! tit ��' ll. a +`alrl:, •��.. lam,\•�'� KiTSAP COUNTY TREASURER EXCISE 201 fiEX04329 Total: S2,d08.00 Notary Public in an for State of WASHINGTON My appointment expires: 3 08/21I2016 AFTER RECORDING MAIL TO: John Cross 7037 Herried Road NW Silverdale, WA 98383 LRND TITLE 202606210240 Deed Rec Fee; $ 73,00 0B/21/2016 01:40 PM Il illlllllleIl III IIII m111111 IIIIKit S Ill III�IiIIlI(II I��[�I I \I(II(IIIII II(i� Filed for Record at Request of: WFG National Title Escrow Number: 657209 Statutory Warxarity Grantor(s): Armando Garcia Grantee(s): John Cross Abbreviated Legal: Lt 2, Elmer Johsnon Addn., VIP Assessor's Tax Parcel Numberf s), 3942000002000a Pace: 1 THE GRANTOR Armando Garcia an unmarried r is for and in consi lion of TEN DOLLARS AND OTHER GOOD AND VALUABLE CONSIDE �T N in hand poi , nveys and warrants John Cross a married man as his separate estate the following &ssc ed real e t ,situated in the County of Kitsap , State of Washington: records of Kitsag County, Washington. Grantee herein is prohibited from conveying caption�Ed,prdperty for any sales price for a period of 30 days from the date of this deed. After this 30 day �e��Grantee is�fu�ther prohibited from conveying the property for a sales price greater than $16 i. .09 uki1,90 dAy �# from the date of this deed. These restrictions shall run with the land and ar nt personal b %the,Grantee. GRANTOR ACKNOWLEDG���THAT T�011LL 'lf0 TF#OPROPERTY IS MARKETABLE AT THE TIME OF THIS CONV N � THE IIO)�I.,O �' G SHALL NOT CAUSE THE 'CI'I`LE TO BE UNMARKETABLE: RIG , REL$ERVAjj!0NS, COVENANTS, CONDITIONS, AND RESTRICTIONS, PRESENTLY OF "S,,OkD AND GENERAL TO THE AREA; EASEMENTS AND ENCROACHMENTS, N TEMALLY, AFFECTING THE VALUE OF OR UNDULY INTERFERING 11 GRANTEE'SASONABLE USE OF THE PROPERTY;AND RESERVED OIL AN / R MINING• RIGHTS. " ii Dated this %%,t�ddv of 4)vr' "edoolz> STATE OF ��INFiTON County of King �`�,, �� SS: I ce , me I 1vw o have satisfactory evidence that Armando Garcia is the person who appeared before person c ow Iedged that he signed this instru_meni and acknowledge it to be his free and for the s s and ptl,�osesmen�ioned in -this instrumen . J// Mazta33rob v �E .Notary Public in an fart State of WASHINGTON +. `y TM:, 45 Residing in e :. `: ,,,:; •;._, - _� My appointment expires: 3 KITSAP COUNTY TREASURER EXCISE 201 fiEX04329 Total: S2,d08.00 08/21/2D18 Clerk's Initia!__,�.� k,°.� �� '"'' `` ity of pefn�ft. TMe iee n �. ! � s � u� o0 or rentin of a ermlt qx, r } �s not be cons,r�,Q � F� � �, ' d to be a permit for, o an a r t� of, any violation c' tr-re ^rovisions of the International v�i fades or any other orr�nance of the City of Bremerton,: i'ermits resuminr, t .,, �, c ,ive authority to violate or cancel ��,e provisions o� ;he international Codes and C��f Ci �t`�f-�,����, �{�`,, rdirlanCes of the Ciry of Bremerton shall not be valid, i 6C 105 $► IRC 105,4) t CHANGES MUST BE APPROVED i��ilt7R T'C) PERrOR ING WORK tt �� r MUST COMPLY WITH ,. � ALL WASHINOTp�i STATE CODES �� ����.� �� S' C �t yy � S Ir �` i �; � i I � � ��,� .j. �� �� ���c°��d��� } :� , City f Bremerton pit, pf Corn unity DevQlopmc�n 0 4 2016 Cn',.,.,i1nc8 St�� E:'siFt��y G=G' Gi;�CE C pB o 1�I4- rrtax, overhang � 0 if® v /i mber species: - Table - overall suck v�idth: '- � 2x6" overhang T=r/�'.�=�C Yoc^ .f�7 " E G l� CGs �✓ �!� d C' i %G it x ledger board with Y" dia, bolts/lag screws/anchors " o.c. {see Table 5) joist hanger: !bs (see Table 3A) trimmer banger: ibs {see Table i) rim joist stir stringers; coat or solid {see Figure 28) treads: _x {see Table 6) JUL 1 Zi C's�� of r)re;r�rt�n, ��;� '` � • 1 ��#�� �,�t�� �� 1 1'F a Q t �- � x � �, •, fy; c`) r�••--�--�.��--,s.-n.�,�-�.-�,-,�.._ ,• � � .ate__. f €..:. � Cc;i�uelon Rcr.is°Ant Fasteders: �_,�, ._ _ r,._r..., t � � �S �,,; �!u snare Ibr ;,�:;sg�re preservative treated ` wood shall b�� -�° r,o�•�;�ped galvanized steel, �teinless ate&;, ,,:;�v;,, ror.ze or copper. �xeeption: ha t•��r.,� ci4i•, �o. cr greater steel --=� boots. ��� � 7"/tom �-�rvfi`�C-.�.� �� ��.��_,.�. � i A ;! t L_ ���� `�1��,9atxt�.�� �.o ii��� f I �— � _ iEiR��a,� ��a ..j � r� � ���� _ _ r 1( -� �;� I d .� �-�� �:, ' �.. } I j �, t ���3 � �xl 4' �- �' f { � �res�r� Dec Basad in ple"HO4, wide �nfla► Cnefa CONTENTS MINIMUM REQUIREMENTS & LIMITATIONS ...........2 DECKING REQUIREMENTS...........................................3 JOISTSIZE.........................................................................3 BEAM SIZE & ASSEMBLY REQUIREMENTS .0600000000605 DECKFRAMING PLAN ................................................... 8 JOIST -TO -BEAM CONNECTION....................................9 JOISTHANGERS..............................................................9 POST REQUIREMENTS.................................................10 RIM JOIST REQUIREMENTS........................................11 FOOTINGS...........................:...........................................11 LEDGER ATTACHMENT REQUIREMENTS...............13 PROHIBITED LEDGER ATTACHMENTS ...................15 LEDGER BOARD FASTENERS................................:...15 NON -LEDGER DECKS - VERTICAL LOADS .............17 DECK LATERAL LOADS..............................................17 GUARD REQUIREMENTS............................................19 GUARD POST ATTACHMENTS..................................19 STAIRInVu EMENTS..............:............................... 20 STAIR HANDRAIL REQUIREMENTS ......................... 22 STAIR FOOTING REQUIREMENTS ............................ 22 STAIR LIGHTING REQUIREMENTS ........................... 22 FRAMING AT CHIMNEY OR BAY WINDOW ........... 23 MINIMUM REQUIREMENTS & LIMITATIONS zinc -coated galvanized steel, stainless steel, silicon 1. This document applies to single level residential bronze, or copper. Hot -dipped galvanized pp fasteners shall meet the requirements of ASTMA wood decks that are attached to the house to resist 153, Standard Specification for Zinc Coating lateral forces. [R507.2.3] (Hot -Dip) on Iron and Steel Hardware, Class D 2. Overall deck length shall be equal to or less than for fasteners 3/8" diameter and smaller or Class C overall deck width. See DECK FRAMING PLAN for for fasteners with diameters over 3/8". definition of deck length and width. ■ Fasteners other than nails and timber rivets shall 3. Minimum post size is 6x6 nominal and maximum post be permitted to be of mechanically deposited zinc - height shall be in accordance with Table 4. coated steel with coating weights in accordance 4. All lumber shall be identified by the grade mark of, with ASTMB 695, Class 55, minimum, or certificate of inspection issued by, an approved ■ All connectors (joist hangers, cast -in -place post lumber grading or inspection bureau or agency anchors, etc.) shall be galvanized or shall be (www.alsc.org). All lumber and glued laminated stainless steel. Hardware to be hot -dipped prior to timber shall be a naturally durable species (such as fabrication shall meet ASTMA 653, Standard Redwood or Western Cedars with 90 percent or Specification for Steel Sheet, Zinc -Coated more of the width of each side is heartwood); or be (Galvanized) or Zinc -Iron Alloy -Coated preservatively treated with an approved process in (Galvannealed) by the Hot Dip Process, G-185 accordance with American Wood Protection coating. Hardware to be hot -dipped galvanized Association standards (Table 1) [R317 and R318] . after fabrication shall meet ASTM A 123, All lumber in contact with the ground shall be Specification for Zinc (Hot -Dip Galvanized) approved preservative treated wood suitable for Coatings on Iron and Steel Products. ground contact. [R317.1.2] All cuts shall be field ■ Fasteners and connectors exposed to salt water or treated with an approved preservative (such as located within 300 feet of a salt water shoreline copper naphthenate) [R4020102]. shall be stainless steel grade 304 or 316. 5. All nails shall meet the requirements of ASTM F ■ Fasteners and connectors shall be of the same 1667. Threaded nails as stated in this document corrosion -resistant material. include helical (spiral) and annular (ring -shank) nails. Wood screws shall meet the requirements of ■ Other coated or non-ferrous fasteners or hardware ANSI/ASME B18.6.1. Bolts and lag screws shall shall be as approved by the authority having meet the requirements of ANSIMSME B18.2.1. jurisdiction. 6. Throughout this document, 1/2" diameter bolts and 8. Decks supporting large concentrated loads such as lag screws are specified for various connections. hot tubs are beyond the scope of this document. Edge distance and spacing requirements are based 9. This document does not apply to decks which will on'/2" diameter fasteners. If larger (or smaller) experience snow loads, snow drift loads, or sliding fasteners are specified, edge distance and spacing snow loads that exceed 40 psf. shall be adjusted. 10. Lateral load resistance is limited to the prescriptive 7. To resist corrosion, the following is required provisions of R507.2.3 of the IRC. Alternative loads [R317.3]: and detailing shall be approved by the authority ■ All screws, bolts, washers, nuts, and nails for use having jurisdiction. with preservative treated wood shall be hot -dipped American Wood Council 11. Flashing shall be corrosion -resistant metal [R703.8] of minimum nominal 0.0194nch thickness or approved non-metallic material. Aluminum should not be used in direct contact with lumber treated with preservatives that contain copper such as ACQ, Copper Azole, or ACZA. 12. Decks shall not be used or occupied until final inspection and approval is obtained. 13. This document is not intended to preclude the use of other construction methods or materials not described herein. Table 1. Common Species and Use Categories for Decay Resistance.' Species Above Ground Ground Contact Southern Pine X X N Douglas Fir -Larch X X Hem -Fir X X m SPF X Ponderosa Pine X X a� Red Pine X X Redwood X X Western Cedars X >,M Redwood X z o Western Cedars X 1. Use categories listed in Table 1 are ,based on the America Wood Protection Association (AWPA) Book of Standards. 2. Above Ground — UC3B; Ground Contact — UC4A. 3. Naturally durable species with 90% heartwood in width on each side need not be treated per minimum requirements. DECKING REQUIREMENTS All decking material shall be composed of dimension lumber (2" nominal thickness) or span rated decking in accordance with the American Lumber Standard Committee Policy for Evaluation of Recommended Spans for Span Rated Decking Products (November S, 2004). Attach decking to each joist with 2-8d threaded nails or 248 screws. Space decking boards approximately 1/8" apart. See Figure 11 for decking connection requirements at the rim joist. Decking placement may range from an angle perpendicular to the joists to an angle of 45 degrees to the joists. Each segment of decking must bear on a minimum of 3 joists (or 3 supports). Decking not meeting these requirements maybe substituted when the product has been approved by the authority having jurisdiction; however, connections equivalent to those shown for lumber or span rated decking are assumed. JOIST SIZE; - The span of a j oist, L, is measured from the face of support at one end of the joist to the face of support at the other end of the joist and does not include the length of the overhangs, Lo. Use Table 2 to determine allowable j oist span, LJ, based on lumber size and j oist spacing. Joist span, L, must be less than or equal to allowable joist span, Li. Overhang length is the lesser of allowable overhang, Lo, or one fourth the joist span, L/4. See Figure 1 and Figure 2 for joist span types. American Wood Council Table 2. Maximum Joist Spans and Overhangs.' Joist Spacing (o.c.) 12 16" 24" 12 16 24" Species Size Allowable Span (LJAllowable Overhang 3, Lo„ 2x6 9 -11 9 -0 7 -7 1 -0 1 1 1 3 2x8 13'-1" 11'-10" 9'-8" 1'-10" 2'-0" 2'-4" Southern Pine 2x10 16 - 2" 14 - 0" 11' - 5" 3' - 1" 3' - 5" 2' - 10" 2x12 18'-0fit 16'-6" 13'-6" 4'-6" 41-2" 3'-4" 2x66 9'-6" 8'-4" 6'-10" 0'-11" 1'-0" 1'-2" Douglas Fir- 2x8 12 - 6" 11 - 1" 9' - 1" 1' - 8" 1' - 10" 2' - 2" Larch, Hem-Fir4 2x10 15 - 8" 13 - 7" 11 - 1" 1-100" 3' - 2" 2' - 9" Spruce -Pine -Fir 2x12 18'-0if/ 15'-9" 12'-10" 41 -4" 3'-11" 3'-3" 2x66 8'-10" 8'-0" 6'-10" 0'-9" 0'-10" 0'-11" Redwood, 111-8 " 10' - 7" 81-8 " 1' - 5" Western Cedars, 2x8 Ponderosa Pines, 2x10 14' - 11" 13' - 0" 10, - 7"F3� RedPine5 2x12 17'-5" 15'-1" 12'-4" 1' 7" 1'-9" - 2'-7" 2'-8" 3'-9" 3'-1" 1. Assumes 40 psf live load, 10 psf dead load, No. 2 stress grade, and wet service conditions. 2. Assumes U360 deflection. 3. Maximum allowable overhang cannot exceed L/4 or Y4 of actual main span. Assumes cantilever length/180 deflection with 220 lb point load (See Figure 1A and Figure 2). 4. Incising assumed for Douglas fir -larch, hem -fir, and spruce-pine-flr. 5. Design values based on northern species with no incising assumed. 6. Ledger shall be a minimum of 2x8 nominal. Where guards are required, outside joists and rim joists shall be a minimum of 2x8 nominal. 7. Joist length prescriptively limited to 181-0" for footing design. Figure 1A. Joist Span —Joists Attached at House and Bearing Over Beam. existing wall optional overhang joist rim joist I /I ,,, blocking (at overhanging 1/ 1 joists only) I — — — — — — foist anger — ledger board - beam {bush tight bearing) Lo or U4 maximum overhang post joist span (LsL�) See Table 2 American Wood Council Figure 1 B. Joist Span Joists Attached at House and to Side of Beam. existing wall t ledger board ---1 *Note: beam depth must be equal to or greater than joist pest depth if joist hangers are used joist span jl..st_,,) See Table 2 Figure 2. Joist Span —Non- Ledger Deck. existing wail --�--1 �-- op#fond overhang op#ionai overhang —� I x i�x�i=x�i70:1 m1 i / blocking (at overhanging rim joist 1/ 1 Joists only) l� l rim joist beam (flush tight bearing) joist beam. (flush I tight bearing) I Lo or U4 maximum overhang BEAM SIZE &ASSEMBLY REQUIREMENTS Deck beam spans shall be in accordance with Table 3 and can extend past the post face up to LB/4 as shown in Figure 3. Joists may bear on the beam and extend past the beam face up to the lesser of Lo or L/4 as shown in Figures 1 A and 2, or the joists may attach to the side of the beam with joist hangers as shown in Figure 1B. post joist span tt-`-t-.i) See Table 2 pOSt Lo or LJ4 maximum overhang Joists shall not frame in from opposite sides of the same beam. See JOIST -TO -BEAM CONNECTION details, Figure 6. Where multiple 2x members are used, the deck's beam is assembled by attaching the members identified in Table 3A in accordance with Figure 4 [Table R602.3 (1)] . American Wood Council Table 3A. Dimension Lumber Deck Beam Spans (LB)' for Joists Framing from One Side Only. Joist Spans Less Than or Equal to. Species Size 6' 8' 10, 12' 14' 16' 18, 2-2x6 6'-8" 5'-8" 5'-1" 4'-7" 4'-3" 4'-0" 3'-9" 2-2x8 8'-6" 7'-4" 6'-6" 5'-11" 5'-6" 51-1" 4'-9" 2-2x10 10'-1" 8'-9" 7'-9" 71-1" 6'-6" 6'-1" 5'-9" Southern Pine 2-2x12 II' II" 10'-4" - 9'" 6'-9" 3-2x6 7'-11" 7'-2" 6'-5" 5'-10" 5'-5" 5'-0" 4'-9" 3-2x8 10'-7" 9'-3" 8'-3" 7'-6" 6'-11" 6'-5" 61-1" 3-2x10 12'-9" 11'-0" 9'-9" 8'-9" 8'-3" 7'-8" 7'-3" 3-2x12 15'-0" 13'-0" 11'-7" 10'-6" 9'-9" 9'-1" 8'-7" 3x6or2-2x6 5'-2" 4'-5" 3'-11" 3'-7" 3'-3" 2'-10" 2'-6" 3x8or2-2x8 6'-7" 5'-8" 5'-1" 4'-7" 4'-3" 3'-10" 3'-5" Douglas Fir- 3x10or2-2x10 8'-1" 7'-0" 6'-3" 5'-8" 5'-3" 4'-10" 4'-5" Larch 2, Hem- 3x12 or 2-2x12 9' - 5" 8' - 2" 7' - 3" 6' - 7" 6' - 1" 5' - 8" 5' - 4" Firs, Spruce- Pine -Firs, 4x6 6-2 5-3 4-8 4-3 3-11 3-8 3-5 Redwood, 4x8 8'-2" 7'-0" 6'-3" 5'-8" 5'-3" 4'-11" 4'-7" Western 4x10 9'-8" 8'-4" 7'-5" 6'-9" 6'-3" 5'-10" 5'-5" Cedars, 4x12 11'-2" 9'-8" 8'-7" 7'-10" 7'-3" 6'-9" 6'-4" Ponderosa ' Pine3, Red 3-2x6 7-1" ' 6-5" ' 5-9" ' 5-3" ' 4-10" ' 4-6" ' 4-3" Pine 3-2x8 9'-5" 81_3" 71_4" 6'_8" 61_2" 51_911 51_5" 3-2x10 11'-9" 10'-2" 9'-1" 8'-3" 7'-7" 7'-1" 6'-8" 3-2x12 13'-8" 11'-10" 10'-6" 9'-7" 8'-10" 8'-3" 7'-10" I. Assumes 40 psf live load, 10 psf dead load, U360 simple span beam deflection limit, cantilever length/180 deflection limit, No. 2 stress grade, and wet service conditions. 2. Incising assumed for Douglas fir -larch, hem -fir, and spruce -pine -fir. 3. Design values based on northern species with no incising assumed. 4. Beam depth must be equal to or greater than joist depth if joist hangers are used (see Figure 6, Option 3). American Wood Council Table 3B. Glued Laminated Timber Beam Spans (LB)' for Joists Framing from One Side Only. Joist Spans (L) Less Than or Equal to: Stress Class2 Width Depth 6' 8' 10, 12' 14' 16' 18' 9-1/2" 12'-2" 10'-6" 914" 8'-6" 7'-1off 714" 6'-11" 3-1/2" 11-7/8" 15'-2" 13'-1" 11'-8" 10'-8" 9'-10" 9'-2" 8'-8" Balanced or Unbalanced 20E-1.5E 14" 17'-10" 15'-5" 1314" 12'-7" 111-7" 10'-10" 10'-2" And Higher Grade 11-7/8" 18'-0115 16'-8" 14'-10" 131-7" 12'-6" 11'-8" 11'-0" Cedar 5-1/4" 14" 18'-0"5 18'-011 5 17'-6" 151-11 1414" 1314" 13'-0" 16" 18'-0i5 18'-0115 18'-0"5 18'-0i5 16#A off 1514' 141-10" 9-1/2" 13'-11" 12'-1" 1014" 9'-1off 9'-1" 8'-6" 8'-0" 3-1 /2" 11-7/8 17'-5" 151-1 If 13'-5" 12'-3" 1114" 101 -7" 10'-0" Unbalanced 24F-1.8E Douglas Fir -Larch or Southern Pine 14" 18'-0i5 17'-9" 15'-10" 14'-5" 13'-4" 12'-6" 111- 9" 11-7/8" 18'-0i5 18'-0i5 17'-1 " 15'-7" 14'-5" 13'-6" 12'-8" 18'-0"5 18'-0"5 18'-0"5 18'-0"5 17'-0" 15'-10" 14'-11 it 16 4" 18'-0i5 18'-005 18'-0i5 1 O'-On5 18'-0i5 18'-0i5 17 -0" 9-1/2" 13'-11" 12'-7" 11'-8" 11'-0" 10'-5" 9VA 1" 9 1 J" 3-1/2" 11-7/8 17'-5" 151-10" 14'-8" 1314" 13'-1" 12'-6" 12'-0" Balanced 24F-1.8E 14" 18'-0" 18'-0" 17'-4" 16'-3" 15'-5" 14'-9" 14' Douglas Fir -Larch or -2" , „ Southern Pine 11-7/8 18 -0 18 -0 17 -4 16 -3 15 -5 14 -9 14 -2 5-1/4" 14" 18 1-011b 18'-0" 18'-0" 181-0#15 18'-0" 17'-6" 1614" 16" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 1. Assumes 40 psf live load, 10 psf dead load, L/360 simple span beam deflection limit, cantilever length/180 deflection limit. Glued laminated timber shall be naturally durable or preservative treated with'an oil -borne treatment in accordance with AWPA U1. See MINIMUM REQUIREMENTS & LIMITATIONS. 2. Preservative treated structural composite lumber of equal or greater capacity can be substituted. 3. Beam widths of 3-1/8" or wider can be used for the tabulated 3-1/2" width, and beam widths of 5-1/8" or wider can be used for the tabulated 5-1/4" width. 4. Beam depth must be equal to or greater than joist depth if joist hangers are used (see Figure 6, Option 3). 5. Beam span prescriptively limited to 18'-0" for footing design. Figure 3. Beam Span. joists above optional overhang`(may occur at each end) lUl IVI IUI IVI II I IN IN IN '— beam beam splice at interior post post, typical locations l.B/4 max. beam span {Ls): beam span {Lsj: LBl4 max. overhang See Table 3 See Table 3 overhang American Wood Council Figure 4. Beam Assembly Details. 10d threaded nail or #1 p wood screw z3" long, staggered in 2 rows a If a beam is constructed with 3-members, attach each outside member to the inside member as shown here. A framing plan shows fill width, length, joist and beam layout; the location of the ledger board, posts, and footings; and the type, size, and spacing of the ledger board fasteners. Figure 5. Typical Deck Framing Plan. 0 J WERE m C N U w a� 0 (D Lumber species: 2 threaded nails or screws at each end or splice end; splices shall be located only over interior posts (Figure 3) —� 16" typical The overall deck length shall be equal to or less than the overall deck width. Stairs and stair landings shall not be included in determining the overall deck length or width. See Figure 5 for an example of a typical deck framing plano (see Table 1) Chimney or Bay Window br triple _ X mmer (see Figure 35) min. 6x6 post L$l4 max. � beam span (t$): see Table 3 singl overhang double, Or triple x ; Ls= '-, overall deck width. " x ledger board with/2" dia. bolts/lag screws/anchors o.G. (see Table 5) joist hanger: lbs (see Table 3A) trimmer hanger: Ibs (see Table 7) � (I � rim joist L.BI4 max. overhang stair stringers: cut or solid Figure 28) , treads: x (see Table 6) American Wood Council T-TO-BE Each joist shall be attached to the beam as shown in Figure 6. Joists may bear on and overhang past the beam face the lesser of Lo or L/4 when Option 1 or Option 2 is used to attach the joist to the beam and blocking is provided between joists at beam bearing. Mechanical Fasteners or hurricane clips used, as shown in Option 2, Figure 6. Joist -to -Beam Detail. must have a minimum capacity of 1001bs in both uplift and lateral load directions. Joists may also attach to the side of the beam with joist hangers per Option 3. Joists shall not frame in from opposite sides of the same beam. See JOIST HANGERS for more information. Hangers, clips, and mechanical fasteners shall be galvanized or stainless steel (see MINIMUM REQUIREMENTS). 3-ou threaded OPTION 1 OPTION 2* OPTION 3* toe nails mechanical {2 on one side, fastener or top of beam or 1 on the other) hurricane clip joist ledger and joist hanger most be at same elevation U U C U beam *see manufacturer's recommendations for additional requirements. JOIST HANGERS Joist hangers, as shown in Figure 7, shall have a depth of at least 60% of ledger or beam depth. Each hanger shall have a minimum vertical capacity in accordance with Table 3A. The joist hanger shall be selected from an approved manufacturer's product data based on the dimensions of the j oist or header it is carrying. Joist hangers and fasteners shall be corrosion resistant (see MINIMUM REQUIREMENTS). with inside flanges when clearances to Use joist hangers w the edge of the beam or ledger board dictate. Do not use clip angles or brackets to support joists. Table 3A Joist Hanger Vertical Capacity. Joist Size Minimum Ca acit , Ibs 2x6 400 2x8 500 2x10 600 2x12 700 Figure 7. Typical Joist Hangers. joist hanger with inside flanges American Wood Council POST REQUIREMENTS All deck post sizes shall be 6x6 (nominal) or larger, and the maximum height shall be in accordance with Table 4 and measured from grade or top of foundation, whichever is highest, to the underside of the beam. Under prescriptive limits of this document, 8x8 nominal posts can be substituted anywhere in Table 4 but are limited to a maximum height of 14'-0". Posts shall be centered on footings. Cut ends and notches of posts shall be field treated with an approved preservative (such as copper naphthenate) [R402.1.2]. The beam shall be attached to the post by notching as shown in Figure 8A or by providing an approved post cap to connect the beam and post as shown in Figure 8B. All 3-ply beams shall be connected to the post by a post cap. All through - bolts shall have washers under the bolt head and nut. Attachment of the beam to the side of the post without notching is prohibited (see Figure 9). Provide diagonal bracing parallel to the beam at each corner post greater than 2'-0" in height as shown in Figure 10. Diagonal bracing is prohibited on center posts. Bracing shall be fastened to the post at one end and the beam at the other with 1/2" diameter lag screws. For non -ledger decks, (see Figure 21) diagonal bracing may be omitted at the beam and posts adjacent to the house. Figure 8A. Post -to -Beam Attachment Requirements. single 3" or 4" nominal or double 2" nominal beam beam must bear fully on notched 6x6 6x6 min. Typical Post (2) �z' diameter through -bolts with washers Z2" 0 A# Splice Figure 8B, Alternate Approved Post -to -Beam Post Cap Attachment. c.,liei e��.rn nr Figure 9. Prohibited Post -to -Beam Attachment Condition. Figure 10. Diagonal Bracing. 2x4> typical Note: ,Support of beams w/ fasteners only is prohibited. Bearing is required. See Figure W f.V (1) 1 /2" diameter lag screw with washersI typical DIAGONAL BRACING PARALLEL TO BEAM Note: Diagonal Bracing is prohibited on center posts. American Wood Council RIM JOIST REQUIREMENTS Attach a continuous rim joist to the ends of joists as shown in Figure 11. Attach decking to the rim joist as shown in Figure 11. For more decking attachment requirements, see DECKING REQUIREMENTS. Figure 11. Rim Joist Connection Details. FOOTINGS �R4031 See Figure 12 and Table 4 for footing size, footing thickness, and post attachment options and requirements. All footings shall bear on undisturbed soil at least 12 inches below the undisturbed ground surface or below the frost line, whichever is deeper. Contact the authority having jurisdiction to determine the specified frost line. Bearing conditions shall be verified in the field by the building official prior to placement of concrete. Where the building official determines that in -place soils with an allowable bearing capacity of less than 1,500 psf are likely to be present at the site, the allowable bearing capacity shall be determined by a soils investigation. secure decking to top of rim joist with 10d threaded nails or #1 0 x 3" minimum wood screws @ 6" o.c. ©ist to end of each joist with :tided nails or (3) ##1 0 x 3" ood screws DECK FOOTINGS CLOSER TI�[AN 5'-0" TO AN EXTERIOR HOUSE FOUNDATION WALL MUST BEAR AT THE SAME ELEVATION AS THE FOOTING OF THE HOUSE FOUNDATION. Do not construct footings over septic systems or leach fields, utility lines, or enclosed meters. Contact local utilities (call 811) before digging. Pre -manufactured post anchors shall be galvanized or stainless steel. See MINIMUM REQUIREMENTS. American Wood Council Table 4. Post Height for 6x65 and Footing Sizes for all Posts. Post Heights' Footing Sizes2 J J L d LL 4) C C to N a ;, C E N C U) MIX i d no &MM 00 C M t0 L ~ No mCO rm CD c d a° �° u°i °o p = tL 510' 14' 14' 14' 14' 14' 18 16"x16" 7" 6' 514' 14' 14' 14' 14' 14' 21 It 18"x 18" 8" <_ 18' 14' 14' 12' 14' ill 24" 21 "x21 If 10" 510' 14' 14' 14' 14' 14' 20" 18"x18 8" 8' 514' 14' 14' 14' 14' 11' 24" 21"x21 10" 518' 14' 13' 11' 12' 8' 27" 241lx24" 11" 510' 14' 14' 14' 14' 12' 23" 20"x20" 9" 10' 514' 14' 13' 11' 13' 8' 27" 24"x24" 11" 518' 12' 11' 8' 11 2' 31 " 27"x27" 13" <510' 14' 14' 12' 14' 10' 25" 22"x22" 10" 12' 514' 13' 12' 9' 11' 5' 30" 26"x26" 13" 518' 11' 9' 6' 9' 2' 34" 30"x30" 15" 510' 14' 13' 11' 13' 8' 27" 24"x24 11" 14' <_14' 11' 10' 7' 10' 2' 32" 29"x29" 14" 518' 9' 8' 2' 8' NP 37" 33"x33" 16" 510' 13' 12' 10' 12' 6' 29" 26"x26" 12" 16' 514' 10' 9' 5' 9' 2' 35" 31 "x31 " 15" 518' 7' 5' 2' 7' NP 40" 35"x35" 18" 510' 12' 118' 11' 2' 31 it 271lx27" 13" 18' <_14' 9' 8' 2' 8' NP 37" 33"x33" 16" 518' 5' 2' 2' 6' NP 42" 37'x37" 19" 1. Assumes 40 psf live load, 10 psf dead load, LB/4 and Lj/4 overhangs, No 2. Stress grade and wet service conditions. 2. Assumes 1,500 psf soil bearing capacity and 150 pcf concrete. Value may be multiplied by 0.9 for corner posts. 3. Incising assumed for Douglas fir -larch, hem -fir, and spruce-pine4r. 4. Assumes 2,500 psi compressive strength of concrete. Coordinate footing thickness with post base and anchor requirements. 5. W nominal posts may be substituted anywhere in Table 4 to a maximum height of 14'. American Wood Council Figure 12. Tvaical Footing Options. about 1 4 d 12" min. 4 A frost depth. posts must be centered on footing pre -manufactured post base with post anchor a q A .4' per Table 4 v 4. q ' .d 4 a, A A , per Table 4 footings must .bear on undisturbed soil LEDGER ATTACHMENT: REQUIREMENTS Cut ends ofi posts shall be field treated with an approved preservative (such as copper naphthenate) 12" diameter cone, stem d�per Table 4 (R5071 GENERAL: Attach the ledger board, which shall be equal to or greater than the deck j oist depth but less than or equal to the house band or rim joist depth, to the house in accordance with Figures 14 and 15. The ledger shall be a minimum nominal 2x8. When attachments are made to the house band joist, the band joist shall be capable of supporting the new deck. If this cannot be verified or conditions at the house differ from the details herein, then either anon -ledger deck or full plan submission is required. See NON -LEDGER DECKS. SH)ING AND .FLASHING: House siding or the exterior finish system must be removed prior to installation of the ledger board. Approved corrosion resistant flashing is required at any ledger board connection to a wall of wood framed construction (see MINIMUM REQUIREMENTS). See Figure 14 for continuous flashing with drip edge. The threshold shall be carefully flashed and caulked to prevent water intrusion due to splash from the deck or melting snow and ice. MANUFACTURED WOOD I -JOIST: The term "I - Joist" denotes manufactured wood "I"joists (see Figure 13A). Many new homes constructed with wood I joists include V or thicker engineered wood products (EWP) — per 'Table 4 gravel 4„ such as oriented strand board (OSB) or structural composite lumber (SCL) including laminated veneer lumber (LVL) — as band joists (or rim joists) that can support the attachment of a deck (see Figure 14). However, some older homes might be constructed with band boards that are too thin (less than 1 ") to support a deck. In such cases, a non -ledger deck or a full plan submission is required. MANUFACTURED WOOD TRUSS: A metal plate connected wood truss (MPCWT) is an engineered, prefabricated structural component designed for each specific application. MPCWT's used in residential floors are often installed with a 2x4 lumber "ribbon" at the Is of the trusses (see Figure 13B) to tie the ends of the trusses together. The ribbon board, by itself, is not intended to support the deck ledger and deck. Installing residential decks when the floor system for the house uses MPCWT requires a standard detail provided by the truss designer, a non -ledger deck, or a full plan submission. Refer to the Technical Note — Attachment of Residential Deck Ledger to Metal Plate Connected Wood Truss Floor System for special blocking details anI attachment requirements (www.sbcmdustry.com). American Wood Council Figure 13A. Wood I -Joist Profile. Figure 1313. Metal Plate Connected (MPC) Wood Floor Trusses with a 2x4 Lumber "Ribbon" at the Ends of the Trusses. eck attachment FLOCJR TRUSSES "It?N WALL Figure 14. General Attachment of Ledger Board to Band Joist or Rim Joist. exterior sheathing existing stud wall existing 2x band joist or 1" minimum EWP rim joist 2x floor joist, wood joist, or MPCWT I existing wall 2" min. min. 5" max. 2" min. remove siding at ledger prior to installation threshold carefully flashed and caulked to prevent water intrusion ledger and joist flush on top continuous flashing extending past joist hanger deck joist 1/2" diameter lag screws or through -bolts with washers joist hanger 2x ledger board; must be greater than or equal to the depth of the deck Joist and no greater than the depth of the house band or rim joist Figure 15. Attachment of Ledger Board to Foundation Wall (Concrete or Solid Masonry). embed anchors per manufacturer recommendations ° to resist corrosion and decay, this area should be caulked ° C deck joist existing concrete or solid masonry* ° wall 1/2" diameter P *Note: Blocks filled ° < approved expansion, epoxy, or adhesive with grout t ° anchors with washers concrete at ', kJoist hanger anchor locations for new construction xedger board; must be greater than or equal to the size of the joist American Wood Council PROHIBITED LEDGER ATTACHMENTS Attachments to exterior veneers (brick, masonry, stone), hollow masonry, and to cantilevered floor overhangs or bay windows are prohibited (see Figures 17 and 18). In such cases, the non -ledger deck is required (See NON. LEDGER DECKS). Figure 17. No Attachment to or Through Exterior Veneers (Brick, Masonry, Stone). LEDGER BOARD FASTENERS Only those fasteners noted below are permitted. LEAD ANCHORS ARE PROHIBITED. Deck ledger connection to band joist or rim joist. The connection between a deck ledger and a 2-inch nominal Figure 18, No Attachment to House Overhang with Ledger, lumber band joist (1-1/2" actual) or EWP rim joist bearing on a sill plate or wall plate shall be constructed with Y2" lag screws or bolts with washers per Table 5 and Figure 19 (see MINIMUM REQUIREMENTS). Table 5. Fastener Spacing for a Southern Pine, Douglas Fir -Larch, or Hem -Fir Deck Ledger or Band or Rim Joist and a 2-inch Nominal Solid -Sawn Spruce -Pine -Fir Band Joist or EWP Rim Joist.3,4,5,s,s Deck Live Load = 40 sf, Deck Dead Load = 10 sf Rim Joist 6'-0" 6'-1" 8'-1" 10'-1" 12'-1" 14'-1" 16'-1" Joist Span or and to to to to to to Band Joist less 8'-0" 10'-0" 12'-0" 14'-0" 16'-0" 18'-0" Connection Details On-Center'Spacin of Fasteners '/Z" diameter lag screwl with 1" EWP 24�� 18�� 14�� 12�� 10�; 9"11 8�� 15/32" maximum sheathing 1� /$ EWP 2821„ 16,E 14�� 12�� 109 If 1-/2 Lumber 30 23 18 15 13 11 10 diameter bolt with �" EWP 24„ 18 if 1412It 10 of 98�; 15/32�� maximum sheathing 11 /8 EWP 2821 1614„ 12�� 109 1-/z Lumber 36 36 34 29 24 21 19 %" diameter bolt with 15/32" maximum sheathin�q and 1 %" Lumber 36 36 29 24 21" 18 16" %it stacked washers 1. The tip of the lag screw shall fully extend beyond the inside face of the band or rim joist. 2. The maximum gap between the face of the ledger board and face of the wall sheathing shall be %2". 3. Ledgers shall be flashed or caulked to prevent water from contacting the house band joist (see Figures 14 and 15). 4. Lag screws and bolts shall be staggered per Figure 19. 5. Deck ledgers shall be minimum 2x8 pressure -preservative -treated No.2 grade lumber, or other approved materials as established by standard engineering practice. 6. When solid -sawn pressure -preservative -treated deck ledgers are attached to engineered wood products (minimum 1" thick wood structural panel band joist or structural composite lumber including laminated veneer lumber), the ledger attachment shall be designed in accordance with accepted engineering practice. Tabulated values based on 300 lbs and 350 lbs for 1" and 1-1/8" EWP rim joist, respectively. 7. Wood structural panel sheathing, gypsum board sheathing, or foam sheathing shall be permitted between the band or rim joist and ledger. Stacked washers are permitted in combination with wood structural panel sheathing, but are not permitted in combination with gypsum board or foam sheathing. The maximum distance between the face of the ledger board and the face of the band joist shall be 1 ". 8. Fastener spacing also applies to southern pine, Douglas fir -larch, and hem -fir band or rim joists. American Wood Council Placement of lag screws or bolts in deck ledgers The lag screws or bolts shall be placed as shown in Figure 19. The lag screws or bolts shall be staggered from the top to the bottom along the horizontal run of the deck ledger (see Figure 19). Proper installation of lag screws or bolts shall be verified by the authority having jurisdiction. Figure 19. Ledger Board Fastener Spacing and Clearances. stagger fasteners See Figure 14 for rim See Table 5 N E in 2 rows -- -- joist fastener spacing { � � co) �00 5.5"* min. for 2x8 *Distance can be reduced to 4.5" 5" max. �� 6.5" min. for WO if lag screws are used or bolt CO)�a� ��� 7.5" min. for 2x12 spacing is reduced to that of lag screws to attach 2x8 ledgers to 2x8 band joists (1/2" 2" min. lag screw, through -bolt, or 3/4" min. stacked washers not permitted) ledger anchor with washer Through -Bolts Through -bolts shall have a diameter of 1/2". Pilot holes for through -bolts shall be 17/32" to 9/16" in diameter. Through -bolts require washers at the bolt head and nut. Expansion and Adhesive Anchors Use approved expansion or adhesive anchors when attaching a ledger board to a concrete or solid masonry wall as shown in Figure 15. Expansion and adhesive anchor bolts shall have a diameter of 1/2". Minimum spacing and embedment length shall be per the Figure 20. Lag Screw Requirements. Lag screw installation requirements: Each lag screw shall have pilot holes drilled as follows: 1) Drill a 1/2" diameter hole in the ledger board, 2) Drill a 5/16" diameter hole into the band board of the house. DO NOT DRILL A 1/2" DIAMETER HOLE INTO THE BAND manufacturer's recommendations. All anchors must have washers. Lag Screws Lag screws shall have a diameter of '/2" (see MINIMUM REQUIREMENTS). Lag screws may be used only when the field conditions conform to those shown in Figure 14. See Figure 20 for lag screw length and shank requirements. All lag screws shall be installed with washers. lag screws must be hot - dipped galvanised or stainless steel only screw must penetrate beyond band board a minimum of 114 The threaded portion of the lag screw shall be inserted into the pilot hole by turning. DO NOT DRIVE LAG SCREWS WITH A HAMMER. Use soap or a wood - compatible lubricant as required to facilitate tightening. Each lag screw shall be thoroughly tightened (snug but not over -tightened to avoid wood damage). American Wood Council NON -LEDGER DECKS - FOR RESISTING VERTICAL LOADS Non -ledger decks use the house for resisting lateral loads but do not utilize the exterior wall of the house to support vertical loads (see Figure 211. Rather than supporting the deck on a ledger, an additional beam with posts is provided at or within the lesser of Lo or L/4 of the house. THE ASSOCIATED DECK POST FOOTINGS SHALL BE PLACED AT THE SAME ELEVATION AS THE HOUSE FOOTING IF LOCATED CLOSER THAN 514' TO A HOUSE WALL (see Figure 2 and Figure 12). For houses with basements, a cylindrical footing (caisson) is recommended to minimize required excavation at the basement wall. Beam size is determined by Table 3. Non -ledger decks shall be attached to the house per Table 5 and Figures 22 or 23 for lateral loads. Figure 21. Non -Ledger Deck - For Resisting Vertical Loads. blocking between overhanging joists at beam bearing install diagonals per Figure 10 rim joist join# overhang - existing house foundation wail oeam,-�' �Y� /peck footings mus# be at OstS ,/ Same elevation as sts existing house footing if located closer than 514' to house wall Note: Tension device not shown. See provision for 'depk lateral forces: Attachment to House: Decks shall be positively anchored to the primary structure [R507.1 ] . The lateral connection required shall be permitted to be in accordance with Figure 22 or 23 for ledger and non - ledger decks. Hold-down tension devices shall be provided in not less than two locations, and shall have an allowable stress design capacity of not less than 1,500 lb [R507.2.3] . The wall must be sheathed with minimum 3/g" wood structural panel sheathing. Use lag screws or bolts when when fastening to a band joist; use expansion anchors or epoxy anchors when fastening to concrete or masonry. DO NOT ATTACH TO BRICK VENEERS. VERIFY THIS CONDITION IN THE FIELD PRIOR TO UTILIZING THIS METHOD. Fasteners shall penetrate beyond the house band board and be installed per Table 5. For non -ledger decks, blocking or framing angles can be used in lieu of joist hangers and shall be provided on each side of each joist. Blocking shall be installed with 5-1 Od threaded nails into the rim j oist or the framing angle shall have a lateral capacity of 600 lb. Flashing over the rim joist is required and must be installed in accordance with the flashing provisions in the LEDGER ATTACHMENT REQUIREMENTS. American Wood Council Figure 22. Lateral Load Device with Joists Parallel to Deck Joists. floor sheathing nailing at 6" maximum on center to joist with hold down solid sawn floor joist 36" min. attach to I joist w/ a minimum of (19) 8d nails minimum 2x6 x 36" -� attached to joist web w! (16) 10d nails and clinch I joist fasteners per Table 5 hold-down or similar tension device 1/1 � threaded rod, ma be i sloped up to 1:12 AIT\ away from the house M�L t hanger �_, _� (for non -ledger decks, blocking or framing angle) fasteners per Table 5 threaded rod, may bE sloped up to 1:12 away from the house deck joist beam &post for non -ledger decks hold-down or similar tension device joist hanger -�-1 t, (for non -ledger decks, blocking or framing angle) Figure 23. Lateral Load Device with Joists Perpendicular to Deck Joists. 6 ft. min. extent of blocking attach w/ 10d .nails at 4'" o.c. staggered blocking to deck minimum 1 2" thick blocking. Blocks must fill bay and fit snugly floor joist (I joist or solid joist) joist hanger (for non -ledger deck, blocking, or framing angle) deck joist beam &post for non -ledger decks threaded rod, 'maybe sloped up to 1:12 away from the house fasteners per Table 5 hold-down or similar tension device deck joist beam & post for non -ledger decks American Wood Council GUARD REQUIREMENTS All decks greater than 30" above grade are required to have a guard [R312.1 ] - one example is shown in Figure Figure• •' 4x4 post, typical-®� �� „ p0 NOT NOTCH 6-0 maximum spacing 36" minimum i i (2)1/2" diameter-� � openings shall not allow through -bolts the passage of a 4" and washers diameter sphere GUARD .POST ATTACHMENTS FOR REQUIRED GUARDS Deck guard posts for required guards shall be a minimum 4x4 (nominal) with an adjusted bending design value not less than 1,100 psi. Outside joists and rim joists to which guard posts are attached shall be a minimum of 2x8 (nominal). Guard posts for required guards which run parallel to the deck joists shall be attached to the outside joist per Figure 25. Guard Post to Outside -Joist Example. guard posts may be located on either side of the outside joist guard post dia. through - bolts and washers -- 2" min. 2-312" min. and 5" max: 2" min, outside -joist min. 2x8 (nom.) 24. Other methods and materials may be used for guard construction when approved by the authority having sdiction. x2 balus#er, typical 2x6 or 514 board rail cap: attach to guard post with (3) #12 by 3" long screws or (3) 16d threaded nails with 0148" nominal diameter 2x4 top and bottom; attach to guard post with (2)8d threaded nails or {2 #8 wood screws a2-1/z" long on inside face nimum nominal 2x8 rim or outside joist attach balusters at top and bottom with (1)#8 wood screw or (2)8d post:frame threaded nails with 0A 35" nominal diameter Figure 25. Guard posts for required guards that run perpendicular to the deck joists shall be attached to the rim joist in accordance with Figure 26. Only hold-down anchor models meeting these minimum requirements shall be used. Hold-down anchors shall have a minimum allowable tension load of 1,800 pounds for a 36" maximum guard height and be installed in accordance with the manufacturer's instructions. see FIGURE 24 for guard component attachment requirements SECTIC?N 'guard posts. can be installed as shown in Figure 2fi {between: joists] if blocking is installed as shown below within 12" of each side of the post at first interior bay, provide 2x blocking at guard posts with hold. -down anchors; attach blocking with 10d threaded nails top and bottom, each side i outside: j©st--� min. 2x$ {nom.) Alternate attachment ofi hold- anchors to framing members possible per manufae#urer's guard post* -� PLAN VIEW American Wood Council Figure 26. Guard Post to Rim Joist Example. see FIGURE 24 #or guard component attachment requirements guard post rim joist min. 2x$ (nom hold-down anchor minimum diameter through - bolts and washers Alternate attachment of hold-down anchors to framing members possible per manufacturer's instructions. SECTION STAIR REQUIREMENTS hold-down anchor joists align guard post at joist locations rim joist min.. 2x8 (nom.) min. hold-down anchor min. and 5" max. "min. Stairs, stair stringers, and stair guards shall meet the requirements shown in Figure 27 through Figure 34 and Table 6 except where amended by the local jurisdiction. All stringers shall be a minimum of 2x12. Stair stringers shall not span more than the dimensions shown in Figure 28. If the stringer span exceeds these dimensions, then a 4x4 post may be provided to support the stringer and shorten its span length. The 4x4 post shall be notched and bolted to the stringer with (2) 1/2" diameter through - bolts with washers per Figure 8A. The post shall be centered on a 12" diameter or 10" square, 6" thick footing. The footing shall be constructed as shown in Figure 34 and attached to the post as shown in Figure 12. An intermediate landing may also be provided to shorten the stringer span (see provisions below). If the total vertical height of a stairway exceeds 12'-0", then an intermediate landing shall be required. All intermediate stair landings must be designed and constructed as a non -ledger deck using the details in this document. Stairs shall be a minimum of 36" in width as shown in Figure 33 [R311.7]. If only cut stringers are used, a minimum of three are required. For stairs greater than 36" in width, a combination of cut and solid stringers can be used, but shall be placed at a maximum spacing of 18" on center (see Figure 29). The width of each landing shall not be less than the width of the stairway served. Every rectangular landing shall have a minimum dimension of 36" measured in the direction of travel and no less than the width of the stairway served [R311.7]. at joist location between joists PLAN VIEWS guard post rim joist 2x8 (nom.) Figure 27. Tread and Riser Detail. 7-3/4" maximum riser; height shall not deviate from one another by more than 3/8" 10" minimum tread width I I riser may be open, but shall not allow the passage of a 4" diameter sphere risers; 1x material, minimum treads: see Figure 29 and Table 6 3/4" - 1-114"nosing; nosing shall not deviate from one another by more than 318" American Wood Council Figure 28. Stair Stringer Requirements. Figure 29. Tread Connection Requirements. max. span=13'-3" SOLID STRINGER Figure 30. Stair Guard Requirements. stair guard is requir+ stairs with a total ris 301" or more; see Gt REQUIREMENTS fi more information stair guard h� 34"' min. mea from nosing c Openings for require sides of stair treads a sphere 4-3/8" to pass through, of a 6" diameter sphere. Attachment per tread at each stringer or ledger: 2x or 6/4 treads - (2)8d threaded nails or (2)#8 screws a2-1/2" long 3x treads - (2)16d threaded nails or (2)#8 screws a3A/2" long stringer treads: 2x or 5/4 board stringers CUT STRINGER treads: see Table 6 36" max 2x4 ledgers, each side, #u1l depth of tread; attach with (4)1 Od threaded nails or (4#8 wood screws 23" long SOLID STRINGER Figure 31. Stair Stringer Attachment Detail. rim joist outside sloped joist hanger, --� minimum vertical capacity of 625 Ibs; see JOIST HANGERS for more requirements ATTACHMENT WITH HANGERS Table 6..Minimum Tread Size for Cut and Solid Stringers.' Species Cut Solid Stringer Stringer Southern Pine 2x4 or 5/4 2x8 Douglas Fir Larch, Hem -Fir, SPF2 2x4 or 5/4 2x8 or 3x4 Redwood, Western Cedars, Ponderosa Pine,3 Red Pine3 2x4 or 514 2x10 or 3x4 1. Assumes 3001b concentrated load, L/288 deflection limit, No. 2 stress grade, and wet service conditions. 2. Incising assumed for Douglas fir -larch, hem -fir, and spruce - pine -fir. 3. Design values based on northern species with no incising assumed. American Wood Council All stairs with 4 or more risers shall have a handrail on at least one side (see Figure 32A) [R311.7.8]. The handrail height measured vertically from the sloped plane adjoining the tread nosing shall be not less than 34 inches and not more than 38 inches (see Figure 30) [R311.7.8.1 ] . Handrails shall be graspable and shall be composed of decay -resistant and/or corrosion resistant material. Handrails shall be Type I, Type II, or provide equivalent graspability (see Figure 32B). Type I shall have a perimeter dimension of at least 4" and not greater than 6-1/". Type II rails with a perimeter greater than 6-'/" shall provide a graspable finger recess area on both sides of the profile [R311.7.8.3]. All shapes shall have a smooth surface with no sharp corners. Handrails shall run continuously from a point directly over the lowest riser to a point directly over the highest riser and shall return to the guard at each end (see Figure 33). Handrails may be interrupted by guard posts at a turn in the stair [R311.7.8.2]. Figure 32A. Handrail Mounting Examples. Fasten handrails per manufacturer recommendations I wall MOUNTED TO GUARp 12' min.--�-}�--j--- Icking 34"-38" to nosing of stairs, typical handrail hardware MOUNTED TO WALL Figure 32B. Handrail Grip Size. 24" max. NQNCIRCULAR CIRCULAR [R311.7.7.3 Type 1] Perimeter: 4" - 64' 4 4 Where the stairway meets grade, attach the stringers to the stair guard posts as shown in Figure 34. Posts shall bear on footings. All footings shall bear on solid ground anI shall be placed at least 12 inches below the undisturbed ground surface or below the frost line, whichever is deeper (see Figure 34). Stringers shall bear on a 2x4 bearing block attached to the post as shown. Stringers shall not bear on new or existing concrete pads or patios that are not founded below this depth. When guards are not required (see GUARD REQUIREMENTS), posts may terminate below the bottom tread elevation. Bolts are only required if a guard post is required. STAIR LIGHT 03. Stairways shall have a light source located at the top landing such that all stairs and landings are illuminated. The light switch shall be operated from inside the house. However, motion detected or timed switches are acceptable. Figure 33. Miscellaneous Stair Requirements. handrail 36" min. stair width Figure 34. Stair Footing Detail. cut post at bottom tread elevation when no stair guard is required fill t~ m `V r rs E min. stair stringer M W E . 4x4 RECESSED post • . [11311.7.7.3 Type III Perimeter: >61" sedio/ ' 10 x10 square or 12" dia, footing handrail shall return at each end (2)'/�" diameter through -bolts with washers required only if guard is required; otherwise use (2) #8 wood screws ;.>3 '/s" long or (2)16d threaded nails Attach 2x4 bearing block using (8) #8 wood screws a3-%" long or (8) 16d threaded nails E minimUM � frost depth American Wood Council FRAMING AT CHIMNEY OR BAY WINDOW All members at a chimney or bay window shall be framed in accordance with Figure 35. Headers may span a maximum of 6 4'. When a chimney or bay window is wider than 6 4', one or more 6x6 posts may be added to reduce header spans to less than 64". In such cases, the post footing must meet the requirements in the FOOTINGS section. Headers shall be located no more than 3'-0" from the end of the trimmer joist. Triple triinlner joists are required on each side of the header if joist spacing is 12" or 16" o.c. or if the trimmer j oist span exceeds 8'-6"; otherwise, double trimmer j oists are permitted. Trimmer joists may bear on the beam and extend past the beam centerline up to the lesser of Lo or LA as shown in Figures 1 A and 2, or the trimmer joist may attach to the side of the beam with joist hangers as shown in Figure 1 B. Joist hangers shall each have a minimum vertical capacity in accordance with Table 7. Its, screws, or lag screws used to attach the hanger to the ledger shall fully extend through the ledger into the 2-inch nominal lumber band joist (1-1/2" actual) or EWP rim joist. Otherwise a non -ledger deck is required. Table 7. Trimmer Joist Hanger Vertical Capacity. Joist Size Minimum Ca acit , Ibs 2x6 870 2x8 1155 2x10 1420 2x12 1575 Figure 35. Detail for Framing Around a Chimney or Bay Window. a 3' = -0" maximum triple trimmer - joist each side* 6'-0" maximum---� / /Zf chimney or bay window double joist hanger, typical *Trimmer joist may be double if joists are spaced 24" o.c. or if trimmer length is 8'-6" or less PLAN VIEW triple joist hanger, typical {Table 7) ledger board double header chi decking may ex#end 6" maximum mney or ba R ( C> Bolts, screws, or lag window j screws shall fully extend into band \?Xl joist or rim board Y" diameter through -bolt i2) or lag screws at ledger* *See Figure 19 for fastener spacing, edge, and end dis#antes SECTION American Wood Council It IS intended that this document be used in conjunction with competent design, accurate fabrication, and adequate supervision of construction. While every effort has been made to insure the accuracy of the information presented, the American Wood Council and its members do not assume responsibility for errors or omissions in the document, nor for designs, plans, or construction prepared from it. Those using this document assume all liability arising from its use. Copyright ©2007, 2009, 2010, 2014, 2015 American Wood Council American Wood Council 0 Appendix Prescriptive RE Wood Deck Constr 1 to #ion Guide Version SAFETY GLAZING REQUIREMENTS IRC R308.4 states that safety glazing in window glass is required when the existing house wall acts as a barrier to adjacent stairs, landings, and areas at the top and bottom of stairs. If a window or portion thereof falls within the area shown in Figure A1, glass panes within that area should be safety glazed. Safety glazing should reduce injury due to accidental impact when ascending or descending stairs. Application of safety glazing film to glass that was not originally treated is acceptable to meet this requirement. Exceptions to this requirement include: When a protective bar is installed on the accessible side(s) of the glazing 36" 2" above the deck surface. The bar shall be capable of withstanding a horizontal load of 50 plf without contacting the glass and be a minimum of 1'/2" in height. � The side of a stairway, landing, or ramp has a guardrail or handrail, including balusters or in -fill panels, complying with the provisions of Sections R311.7.6 and R312 and the plane of the glass is more than 18" from the railing. � When a solid wall or panel extends from the plane of the adjacent walking surface to 34" - 36" above the floor and the construction at the top of that wall or panel is capable of withstanding the same horizontal load as the protective bar. Figure A1. Safety Glazing Requirements....: 0 co glass in windows within this area adjacent stairs must be safety glazed 36_' 0 cn American Wood Council Prescriptive Residential Wood Deck Construction Guide DCA 6 - 20121RC Version TIO This Appendix B to DCA 6 —Prescriptive Residential Wood Deck Construction Guide has been requested by builders, building officials, and others, to provide an alternative to the assumptions of Table 4 Post Height for 6x6 and Footings Sizes for all Posts. DCA 6 is written to be as simple and easy to use as possible; however, this means that conservative assumptions often have to be made. This is especially true for Table 4, which assumes full cantilevers on both the joist and the beam. If full cantilevers are not present, the load will be less than assumed in Table 4, and the footing size will often decrease and allowable post height will often increase. This Appendix is an aid to calculating the loads on posts and footings based on the actual deck configuration. Tributary Area Since uniform loading is prescriptively set for DCA 6, only the area the post or footing is supporting needs to be determined. This is called the tributary area and is shown in Figure B 1.Tributary area of a center or comer post can be found from Figure B 1 or by using the following formulas: where: _1 ACenterPost — �2 JL + JO��BL) _(1 1 AComerPost — \2 JL +J0)(2 BL +B0) A is tributary area (ft2) JL is length of joist (ft) Jo is length of joist overhang (ft) BL is the length of the beam span (ft) Eq. B-1 Eq. B-2 Bo is the length of the beam overhang (ft) Figure B1. Examples of Tributary Areas. Post Gorner Tributary Area Center Tributary Area Joist , JL The joist length is defined differently for this appendix than the main provisions of DCA 6. The joist length is not the design span of the joist, but is from the ledger face to either the center point of the beam, if there is an overhang, or to the outside face of the rimboard if there Length is not an overhang. See Figure B2. Joist Overhang Length, Jo The length of the joist overhang is measure from the outside edge of the deck to the centerline of the beam. See Figure B2. If no overhang exists, zero is entered into equation B-1 or B-2 for Jo. American Wood Council Figure E32. Joist Length and Overhang. Beam Span Length, BL The beam span is measured from either centerline of post to centerline of post, if there are overhangs, or to the outside edges of the deck, if there are no overhangs. For posts or footings being considered with two unequal, adjacent beam spans, the greater span shall be used. See Figure B3. Beam Overhang Length, Bo The length of the beam overhang is measured from the outside edge of the deck to the centerline of the nearest post. See Figure B3. If a center post or footing is being considered or no overhang exists, zero is entered into the equation 13-1 or B-2 for Bo. ure B3. Beam Span and Overhang Length. Post and Footings Size As an alternative to Table 4 of DCA 6, the post height and footing size may be in accordance with Tables B 1 through B3. American Wood Council Table B1. Post Heights Based, on TO Area for Corner Posts. RYR Pn.rt 14eiaht MMI 4x4 Post Height (ft.) C L C N d C d �_ LL d IL Q .-. G. C LLN N= _w L (� LL d O O C. LM 'a LL L N v � iIi L; tM O O O N '0 ILL Cr LM 0 E I o m Cn t 0 � E � � � CL � � CO =�v r O� =�V H 0 CJ 13 d C O cn a C a U) a 10 14 14 14 14 14 9 7 7 11 8 20 14 14 14 14 14 6 45 7 5 30 14 14 14 14 14 5 3 4 6 4 40 14 14 14 14 14 4 3 3 5 3 50 14 14 14 14 14 4 2 3 4 3 60 14 14 14 14 14 3 2 2 4 2 70 14 14 14 14 13 3 223 2 80 14 14 13 14 12 2 2 2 3 2 90 14 14 12 14 10 2 2 2 2 2 100 14 14 11 13 9 2 2 2 2 2 110 14 13 10 12 7 2 2 2 2 2 120 13 12 10 12 6 2 2 2 2 2 130 13 11 9 11 4 2 2 2 2 2 140 12 11 8 10 2 2 2 2 2 2 150 11 10 7 10 2 2 2 2 2 2 160 11 9 6 9 2 2 2 2 2 2 170 10 9 5 9 NP 2 2 2 2 2 180 10 8 3 9 NP 2 2 2 2 2 190 10 7 2 8 NP 2 2 2 2 2 200 8 7 2 8 NP 2 2 2 2 2 210 8 6 2 7 NP 2 2 2 2 2 220 7 5 2 7 NP 2 2 2 2 2 230 6 4 2 7 NIP 2 2 2 2 2 240 6 2 2 6 NP 2 2 NP 2 2 250 5 2 2 6 NP 2 2 NP NP NP 1. Assumes No 2. Stress grade and wet service conditions. 2. Incising assumed for Douglas fir -larch, hem -fir, and spruce -pine -fir. 3. Some post heights for 44 post sizes show a greater load carrying capacity than 6x6 post sizes since different ASTM Standards are used to develop design values for visually graded dimension lumber vs. visually graded timbers. American Wood Council Table B2. Post Heights Based' 3 on Tributary Area for Center Posts, 6x6 Post Height (ft.) 4x4 Post Height fft.l is L y m �_ :� L LL N �J o° -` N _ ��V 0 d i N a O�� ac a d C G. *0 N L ti N =J o° - L N LM d dU _ 0 ai G N G. o�N ac (L 10 14 14 14 14 14 14 14 14 14 14 20 14 14 14 14 14 14 14 14 14 14 30 14 14 14 14 14 14 14 13 13 14 40 14 14 14 14 14 13 14 11 11 12 50 14 14 14 14 14 11 12 10 10 10 60 14 14 14 14 14 10 11 10 9 10 70 14 14 14 14 14 9 10 9 8 9 80 14 14 14 14 14 9 9 8 7 8 90 14 14 14 14 14 8' 9 7 7 7 100 14 14 14 14 14 8 8 7 7 7 110 14 14 14 14 14 7 8 6 6 6 120 14 14 14 14 14 7 7 6 6 6 130 14 14 14 14 13 6 7 5 6 6 140 14 14 13 14 11 6 7 5 5` 5 150 14 14 13 14 10 -6 16 5 5 5 160 14 14 12 13 8 6 6 5 5 5 170 14 14 11 13 6 5 6 4 4 5 180 14 14 11 12 NP 5 6 4 4 4 190 13 13 11 12 NP 5 5 4 4 4 200 13 13 10 11 NP 4 5 3 4 4 210 12 12 8 11 NP 4 5 3 3 3 220 12 11 -8 10 NP 4 5 2 3 3. 230 11 11 7 10 NP 4 4 2 3 2 240 10 10 6 10 NP 34 NP 2 2 250 10 10 5 9 NP 3 4 NP 1 NP 1. Assumes No 2. Stress grade. and wet service .conditions. 2. Incising assumed for Douglas fir -larch, hem -fir, and -spruce -pine -fir. 3. Some post heights for 44 post sizes show a greater load carrying capacity than 6x6 post sizes since different ASTM Standards are used to develop design values for visually graded dimension lumber vs. visually graded timbers. 4. Tributary area shall be multiplied by 1.25 at center posts with beams not spliced (continuous). American Wood Council Table B3. Footing Sizes' Based on Tributary Area for Various Soil Capacities. cnn rff f Soil Bearing Ca �nnn ncf 2500 nsf 3000 psf N� Q M rr 1= ^ C p U. -a CD �� O .• LL i to ^ N O C LL v ^ L. 00 0 W� O ILL L `'' cn ^ 0 O G LL v ^ O LL � d 7 W� LL L„ = N te` NLLWp O . LL. v�L a) �_ 0 �� L' `� Cr U) d �OO N O v LLMc 10 8 7 6 7 7 6 176 6 6 5 6 20 12 10 6 10 9 6 98 6 8 76 30 14 13 6 12 11 6 11 10 6 10 9 6 40 16 15 6 14 13 6 13 11 6 12 10 6 50 18 16 7 16 14 6 14 13 6 13 12 6 60 20 18 8 17 15 6 16 14 6 14 13 6 70 22 19 9 19 17 7 17 15 6 15 14 6 80 23 21 9 20 18 8 18 16 7 6 90 25 22 10 21 19 8 19 17 7 EU15 15 6 100 26 23 11 23 20 9 20 18 816 7 110 28 25 12 24 21 10 21 19 8 17 7 120 29 26 12 25 22 10 22 19 9 20 18 8 130 30 27 13 26 23 11 23 20 9 21 18 8 140 31 28 13 27 24 11 24 21 10 22 19 9 150 33 29 14 28 25 12 25 22 10 22 20 9 160 34 30 15 29 25 12 25 23 10 23 20 9 170 35 31 15 30 26 13 26 23 11 24 21 10 180 36 32 16 30 27 13 27 24 11 24 22 10 190 37 33 16 31 28 13 28 25 12 25 22 10 200 38 34 17 32 29 14 28 25 12 26 23 11 210 39 35 17 33 29 14 29 26 12 26 23 11 220 40 35 18 34 30 15 30 26 13 27 24 11 230 41 36 18 35 31 15 31 27 13 28 25 12 240 42 37 19 35 1 31 15 31 28 13 28 25 12 250 43 38 19 36 32 16 32 28 14 29 26 12 1. Assumes 40 psf live load, 10 psf dead load, 150 pct concrete and 2,500 psi compressive suengln of concrete. Coordinate footing thickness with post base and anchor requirements. 2. Tributary area shall be multiplied by 1.25 at center posts with beams not spliced (continuous). American Wood Council dentiai Guide - Commentary C1 Basis As stated in the boxed text on the cover of DCA 6, provisions and details are based on the International Code Council's International Residential Code. The original version of DCA 6 was based on the 2006IRC. The current version of DCA 6 is based on the 2012 IRC. Alternative Methods and Materials A key point for users is the statement: "This document is not intended to preclude the use of alternative methods and materials." Further, IRC R104.11 states: "An alternative material, design or method of construction shall be approved where the building official finds that the proposed design is satisfactory and complies with the NS l .This document applies to single level residential wood decks only. Multiple level decks will likely have stairs that create additional concentrated loads that are not considered in the joist and beam span tables for DCA 6. Non-residential decks or balconies typically require design by a licensed professional. All decks prescribed in DCA 6 use the primary structure to resist lateral forces per Section R507.2.3 of the IRC. 2. This ratio is limitedsimilar to open -front structures defined in Special Design Provisions for Wind and Seismic (SDPWS). Decks covered in this document are assumed to be diaphragms that cantilever from the house and are limited to a deck lengthAo-width ratio of 1:1. Larger aspect ratios may be permitted where calculations show that larger diaphragm deflections can be tolerated. See Deck Framing Plan. 3. DCA 6 provides 6x6 nominal posts as the primary prescriptive solution with the alternative to substitute 8x8 posts. hi some instances, this commentary provides a 4x4 nominal post alternative. See commentary regarding Table 4. 4. Table 1 does not provide an exhaustive list of preservative treatments for ground contact lumber. The American Wood Protection Association (AWPA) promulgates voluntary wood preservation standards. Al PA Standards are developed by its technical committees under an ANSI accredited consensus -based process. Note also that many preservative treatments undergo scrutiny through a code evaluation process such as that promulgated by ICC's Evaluation Services. Typically, the result is an Evaluation Service Report (ESR) for the product. 5. Smooth shank nails are prone to "backing out" of wood due to moisture cycling. Deformed -shank nails intent of the provisions of this code, and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code." While AWC develops design tools and guidelines for wood construction, it is recognized that decks are built with materials other than wood. Many of these materials undergo scrutiny through a code evaluation process such as that promulgated by ICC's Evaluation Services. Typically, the result is an Evaluation Service Report (ESR) for the product. The building official is usually the authority having jurisdiction and makes the final decision regarding all construction methods and materials. include helical (spiral) and annular (ring -shank) nails as defined in ASTMF 547. Including the common terms "spiral" and "ring -shank" is important to ensure availability from lumber yards. Reference design values for post -frame ring shank nails in accordance with ASTM F1667 are provided in the 2012 National Design Specification® (ADr) for Wood Construction. 6. NDS Chapter 11 contains spacing, end, and edge distance requirements for various fasteners, including bolts and lag screws. 7. When subjected to standardized laboratory tests that accelerate the corrosion process, metal connectors and fasteners exposed to the chemicals used in certain preservative treatments exhibit high rates of corrosion. Users should rigorously apply recommendations of the chemical manufacturers and the treating industry — to use corrosion resistant fasteners and connectors or zinc coated (galvanized) fasteners and connectors with corrosion protection at least equivalent to that of hot -dip galvanized products. Additional information is available from various sources including. :iiawc. Iles/Corrosion. FEMA TB8-96, Technical Bulletin 8, Corrosion Protection of Metal Connectors in Coastal Areas, recommends that stainless steel fasteners be used in areas exposed to salt water. 8. Concentrated loads, such as those created by hot tubs, stairs, and planters, are beyond the scope of DCA 6. 9. Structural members and connections shown in DCA 6 have been sized based primarily on a uniformly distributed floor live load of 40 psi and a dead load of 10 psf (table footnotes specify where other point loads have been considered). If a deck is not prone to sliding or American Wood Council ft drifting snow, the criteria in DCA 6 can be conservatively applied to a deck with a uniformly distributed snow load of 40 psf and a 10 psf dead load. 10. Section R507.1 of the IRC states that decks shall be designed to resist lateral loads and that the design is permitted to be per IRC Section 507.2.3. The IRC currently does not state the design lateral loads for decks, but it does provide an approved design, which DCA 6 incorporates. 11. IRC R703.8(5) requires attachment of flashing "... Where exterior porches, decks, or stairs attach to a DECKING REQUIREMENTS The American Lumber Standard Committee (ALSC) Policy for Evaluation of Recommended Spans for Span Rated Decking Products (ALSC Decking Policy) provides a uniform method for assessing span -rated decking products which are produced from many different species of wood, and graded under several different grading standards. This ALSC policy covers specific products classified by size of decking and are assigned a recommended span of usually 16" or 24". This policy is not intended to be used for the assessment or approval of decking spans in excess of 24. The range of current grading rule specifications and species requires the establishment of a uniform common analytical procedure for assessing the appropriateness of these products relative to the recommended spans. This ALSC policy establishes this uniform analytical procedure. wall or floor assembly of wood -frame construction." Aluminum flashing should not be used if it will be in contact with treated lumber. Lumber treated with certain preservatives contain copper and will corrode aluminum flashing as well as ferrous metals. 12. IRC R110.1 Use and occupancy states: "No building or structure shall be used or occupied... until the building official has issued a certificate of occupancy..." 13. See Commentary for Alternative Methods and Materials. Load Conditions —Allowable span analysis includes the following two load conditions with load applied on one span of a two -span continuous beam: a. Uniform Load — the calculated maximum allowable fiber stress in bending derived from ASTM D2555 and D245, or the In -grade test procedures of ALSC Decking Policy, .Annex 1 equals or exceeds the stress induced by a 70 psf uniform load on the recommended span. The analysis assumes normal load duration. b. Point Load — the calculated maximum allowable fiber stress in bending derived from ASTM D2555 and D245, or the In -grade test procedures of ALSC Decking Policy, Annex 1 equals or exceeds the stress induced by a 220 pound point load applied at the midpoint of one span. The analysis assumes 7- day load duration. The analysis for maximum span rating assumes the See Commentary for Alternative Methods and following design conditions. Materials for decking materials not covered by the 1. Span — Two -span continuous with load applied to ALSC policy. In addition, alternate decking materials only one span. and/or use of alternate methods of fastening decking to 2. Seasoning — Green use condition assumed to be joists has a critical impact on the resistance of lateral 23% MC or greater. loads. Equivalent strength and stiffness developed by 3. Deflection Limit —Deflection under design loads alternative materials and fastening methods is important using calculated average allowable modulus of to ensure adequate lateral capacity. elasticity shall not exceed L/180. JOIST SIZE The format of Table 2,changed in the 2012 version. An Span calculations in Table 2 assume a 40 psf live load, allowable simple span is given, and then an allowable 10 psf dead load, L/360 deflection limit for simple spans, overhang for that span is calculated. The calculated No. 2 grade lumber, and wet service conditions. allowable overhang is limited by the governing bending Overhang (cantilevers) calculations assume L/180 moment, deflection caused by the 220 lb point load, or cantilever deflection with a 220 lb point load (same as by a maximum cantilever span of one fourth of the back used for span rated decking), No. 2 grade lumber, and span (LA). The 220 lb point load always produces a wet service conditions, larger moment and deflection than the uniform load. See American Wood Council Table C2 which indicates where deflection controls overhang length. Joist spans are based on lumber size and joist spacing. The span of a joist is measured from the face of bearing at one end of the joist to the face of bearing at the other end of the joist and does not include the length of the overhangs. This method of measuring the "clear" span is for ease of construction and is commonly used by builders; however, it differs from standard engineering practice, where span is defined as the distance between centers of required bearing, as in the 2012 ADS. To align the two differing definitions, 3" was subtracted from each allowable span in Table 2 to account for the difference between tabulating clear span and engineered span. Joist spans are limited to a maximum of 18'-0" to ensure appropriate design of beams and footings. If longer joist spans are designed, joist hangers, beams, posts, and footings will have to be analyzed to ensure appropriate load path. See the span calculator at www.awc.org for simple span conditions without overhangs, however spans shall not exceed 18'4' when used in conjunction with DCA 6. Joist spans can cantilever past the beam up to Lo or L/4 as shown in Figure lA and Figure 2, or the joists may attach to only one side of the beam with joist hangers as shown in Figure 1 B (however, joists shall not be attached to opposite sides of the same beam). Allowing sts to span from opposite sides of the beam without appropriate consideration could potentially lead to a condition where beam capacity is exceeded. Incising factors are used for refractory species including Douglas Fir -Larch, Hem -Fir, and Spruce -Pine -Fir. Hem - Fir spans control for these three species combinations. Ponderosa Pine and Red Pine were sized using Northern Species design values except that the incising factor was not applied since Ponderosa Pine and Red Pine are not incised when treated. Since incising is not necessary for naturally durable wood (heartwood of the following species: decay -resistant Redwood and Cedars - corner sapwood is permitted if 90 percent or more of the width of each side on which it occurs is heartwood), Redwood anI Western Cedar are also not incised. Since Ponderosa Pine, Red Pine, Redwood, and Western Cedar have comparable design values, Northern Species design values are used to calculate the controlling spans for these four species combinations. Overhang Length Table C2. Conditions Where Deflection Controls *. Joist S �►iiowapie vvernany Southern Pine Douglas Larch, Hem -Fir, Spruce-Pine-Fir4 Redwood, Western Cedars, Ponderosa Pines, Red Pines * Shading indicates overhang is deflection controlled. See Table 2 for footnotes. American Wood Council & e 4 BEAM SIZE &ASSEMBLY REQUIREMENTS Deck beam spans are in accordance with Table 3 and can extend past the post up to LB/4 as shown in Figure 3. Beams are sized based on tributary load from joists within the span limits shown in Table 2. Joists are assumed to span from one side only. Allowing joists to span from opposite sides of the beam without appropriate consideration could potentially lead to a condition where beam capacity is exceeded. With appropriate assumptions, Table 3 could be used to size beams with joists spanning from both sides. Since tabulated values for beams assume 1/2 of the joist span to calculate tributary area, using 2 times the j oist span for cases where joists span symmetrically (equal joist spans) From opposite sides is acceptable. For example, assume there are 8'-0" joists spanning from opposite sides of the same beam. The column in Table 3 labeled for 16'4" joist spans can be used to size a beam in this case. A similar procedure is required for footing sizes. Douglas Fir -Larch, Hem -Fir and Spruce -Pine -Fir (refractory species) are combined with Redwood and Western Cedars (naturally durable species). Even DECK FRAMING PLAN A framing plan shows the layout of the primary structural system. Examples of structural elements include: joists, beams, ledger board, posts, footings, stringers, treads, and the type, size, and spacing of ledger board fasteners. Figure C5 shows an example of a typical deck framing plan. though design values for these naturally durable species are lower than design values for these refractory species, the incising factors applied to strength and stiffness values of refractory species offset the differences. Therefore, span differences are minimal. Additionally, Ponderosa Pine and Red Pine were sized using Northern Species design values except that the incising factor was not applied since Ponderosa Pine and Red Pine are not incised when treated. Therefore, design values for the Northern Species combination (includes Ponderosa Pine anI Red Pine) are used to calculate spans for all of these species. Glued -laminated timber beams are required to be treated with oil -based preservatives in accordance with AWPA U1. When these preservatives are used, the glued - laminated timber industry recommends that the NDS wet service factor (CM) not be used in this specific outdoor application; therefore, all glued -laminated timber beams have been designed using design values based on dry service conditions. For resistance of lateral loads, the deck is assumed to act as a diaphragm in an open -front structure. The decking, when nailed to the j oists and rim j oist, acts as sheathing in this diaphragm. Larger aspect ratios may be permitted where calculations show that larger diaphragm deflections can be tolerated. American Wood Council Fiqure C5. Example of a Typical Deck Framing Plan. Lumber species, Southern Pine (see Table 1) Chimney or Bav Window na X na trimmer (see Figure 35) 6x6 post span (Ls): see Table 3 ouble, �r- ttole 2x12; LB=8'-0" overall deck width. 12'-0" — Joist -to -beam connections must be installed to handle forces in several directions. Options 1 and 2 handle gravity loads through bearing of the joist to the beam, while Option 3 requires nails to resist these downward loads. All three options have been evaluated to ensure JOIST HANGERS The loads listed in the Table 3A are derived from the worst case condition for each joist size based on Table 2 (379 lb, 483 lb, 571 lb, and 675 lb for Southern Pine joists spaced at 24" o.c. for 2x6, 2x8, 2x10, and 2xl2, respectively). 2x8 ledger board with 1'2" dia. bolts/lag screws/anchors @ 24° O.C. -Q (see Table 5) 0 H N joist hanger: 500 Ibs of (see Table 3A) o� trimmer hanger. na Ibs c (see Table 7) 0 a L814 max. overhang that an uplift load created by a 220 lb point load at the end of a cantilevered joist will be resisted. Connector manufacturers regard connectors with missing fasteners as improper installations and only support the product to be used with the type and number of fasteners specified in the product literature. Research has shown that joist hanger to ledger connections resist lateral loads. When permitted by the hanger manufacturer, the use of screws instead of nails to attach hangers to the ledger can decrease the potential for the Joist to pull away from the ledger. American Wood Council L814 max. overhang that an uplift load created by a 220 lb point load at the end of a cantilevered joist will be resisted. Connector manufacturers regard connectors with missing fasteners as improper installations and only support the product to be used with the type and number of fasteners specified in the product literature. Research has shown that joist hanger to ledger connections resist lateral loads. When permitted by the hanger manufacturer, the use of screws instead of nails to attach hangers to the ledger can decrease the potential for the Joist to pull away from the ledger. American Wood Council m POST REQUIREMENTS IRC section R407.3 specifies a minimum 4x4 (nominal) wood column sizes however, it would often be overstressed in applications covered in this document. Requiring a mini irimum 6x6 post in DCA 6 is slightly conservative for most deck applications. Further, this simplification provides adequate bearing for beams. Note that notching the post to accommodate a nominal 3x, 4x, or 2-ply 2x beam exceeds notching limits for bending members, so if posts are embedded and designed to resist lateral load conditions, the post would need to be designed per the NDS. An option of 8x8 nomi nal nal posts allows for a deck height of up to 14' in all cases shown in Table 4 footnote 5. Prohibiting attachment of the beam to the sides of the post with fasteners only (Figure 9) ensures wood -to - wood bearing. Design of fasteners for wet -service conditions requires significant capacity reductions and should be evaluated by a design professional. For 3-ply 2 inch nominal beams, a -post cap is required since the remaining cross section at the post notch would not be sufficient to provide adequate connection of the beam to the column. The connector shown in Figure 8B is readily available with extra corrosion protection and offers uplift and lateral load resistance. Provisions for Alternative Methods and Materials allow for other post sizes and post -to -beam connections if approved by the building official. For example, in order to use a 4x4 post, a post cap connection as shown in Figure 8B would be required. There is not enough cross sectional area in a 4x4 to permit the let -in notch detail as shown in Figure 8A. Connector hardware for a 4x4 post is generally limited to support of 2-ply 2 inch nominal or 4 inch nominal beams. Certain post caps may be adjusted to fit a 3-ply 2 inch nominal member onto a 4x4 post, but must be special ordered. Contact a connector manufacturer to determine if there are solutions for connecting a single 3 inch nominal member onto a 4x4 post. See Table C4A: 4x4 Post Heights. Diagonal bracing can contribute to the stiffness of the deck and, therefore, cause additional lateral loads on the posts. Since center posts receive more vertical load than FOOTINGS Footing sizes are based on the assumptions of 1,500 psf soil bearing capacity and 2,500 psi compressive strength A concrete which are the minimum values based on IRC Tables R401.4.1 and R402.2. See Table C4B for footing sizes with higher soil bearing capacities. A concrete corner posts, additional lateral load can cause overstress. For this reason, Figure 10 does not show the use of diagonal bracing on center posts. The lateral force applied to corner posts is based on the capacity of the connection at the brace. Therefore, the full capacity of the brace connection is assumed to be developed and applied 2 feet below the beam. Table C4A. 4x4 Post Heights. m Q vi to m � a Vi •_ Post Heights L 4) r. O .1 V- M M 3 Mi G "L.Q ii V 0 0 s O c d °- cn c� CL 5' <10, 4' 2' 3' 4' 3' <14' 3' 2' 2' 3' 2' <18' 2' 2' 2' 2' 2' 8' <10' 3' 2' 2' 4' 2' <14' 2' 2' 2' 3' 2' <18' 2' 2' 2 21', 2' 10' <10, 3' 2' 1 21 31 2' <14' 2' 2' 2' 2' 2' <18' 2' 2' 2' 21 1 2' 12' <10, 2' 2' 2' 2' 2' <14' 2' 2' 1 2' 2' 2' <18' 2' 2' 21 2' 21 14' <10' 21 21 2' 2' 2' <14' 2' 2' 2' 2' 2' <18' 2' 2' 2' 2' NP 16' <10' 2' 2' 21 2' 1 2' <14' 2' 2' 121 2' 2' <18' 2' 2' 2' 2' NP 18' <10' 2' 2' 2' 2' 2' <14' 1 2' 2' 2' 2' NP <18' 2' 2' NP 2' NP weighf of 150 pcf is also assumed, which makes solving for the footing size an iterative process. The following equations may be used to size footings for other assumptions (see Figure C 12): American Wood Council Post load (lbs). R = 50 LJoist +L )(L )+150 BDT 2 JoistOverhang Beam 1728 where: L units are in feet and B, D, and T are in inches. R Square footing (in.). B =12 (soil capacity) 4R Round footing (in.). D =12 (soil cap acity)iz D-5.5 Footing thickness (in.). T > P; T >_ 2 Figure C12. Footing Dimensions and Variables. Table C4B. Footing Sizes for Higher Soil Bearing Capacities. 2000 psf 2500 psf 3000 psf J _J N N N C C d C C 4) C C C C C Lm C L. AW C vja L. '''' �C Q CA)C. C 4 v 0O � p v C p t� CO � u_ Um s u. Um WC � s N L =.cv a� Um ti u. 510' 15" 13"x13" 6" 14 12"x12" 6" 12 11 "x11" 6" 6' <_14' 18" 16"x16" 7" 16" 14"x14" 6" 15" 13"x13" 6" 518' 20" 18"x18" 8" 18 16"x16" 7" 16 15"x15" 6" 510' 17" 1511x15" 6" 16 14"A 4" 6" 14 13"x13" 6" 8' 514' 21 " 18"A 8" 8" 18 16x16" 7" 17 15x15" 6" 518' 23 21 "x21" 9" 21 18x18" 8" 19" 17"x17" 7" 510' 19 17"x17" 7" 17" 15"A 5" 6" 16" 14"x14" 6" 10' <514' 22 21 "x21" 9" 20" 18"A 8" 8" 19" 17"x17" 7" <_18' 26" 23"x23" 11" 23" 21 11x21" 9" 21" 19"x19" 8" 510' 21 " 19"x19" 8" 19" 17"x17" 7" 17" 15"x15" 6" 12' 514' 25" 22"x22" 10" 22 2011x20" 9" 20" 18"x18" 8" <_18' 29" 26"x26" 12" 26" 23"x23" 11 " 23" 21 "x21 " 9" <_10' 23" 21 "x21" 9" 20" 18"x18" 8" 19" 17"x17" 7" 19 14' 514' 27" 24"x24" 11" 24" 22"x22" 10" 22" 20"x20" 9 518' 31 If 28"x28" 13" 28 24"x24" 12" 25" 22"x22" 10" 510' 25" 22"x22" 10" 22 19"x19" 9" 20" 1811x18" 8" 16' 514' 29 26"x26" 12" 26" 23"x23" 11 " 24" 21 "x21 " 10" 518' 33 30x30" 14" 30 26x26" 13" 27 24x24" 11" 510' 26" 23"x23" 11 " 23 21 "x21 If 9" 21 if 19"x19" 8" 18' 514' 31" 2811x28" 13" 28" 2411x24" 12" 25" 22"x22" 10" 518' 36" 32"x32" 16" 31" 28"x28" 13" 28" 25"x25" 12" American Wood Council Footnote 2 of Table 4 allows for the footing thickness and size to be reduced for corner posts since the tabulated values assume center posts, which resist more vertical load. The factor is 0.9 instead of 0.5 because of additional load applied from the diagonal (knee) brace. Coordinating the footing thickness with post base and anchor requirements means ensuring that post anchor length does not exceed the thickness of the footing. LEDGER ATTACHMENT. REQUIREMENTS Fastener spacing requirements in Table 5 are based on 2012 IRC R5070241, which is based on testing at Virginia Tech and Washington State University (Carradine et al., 2006). Testing was conducted for three common deck ledger constructions using '/2" diameter lag screws and bolts. In the tests, two types of band joist materials were used: 2x10 Spruce -Pine -Fir (SPF) lumber and 1-inch- thick Douglas -Fir (DF) laminated veneer lumber (LVL) rim board. SPF has a relatively low specific gravity of G = 0.42, so other denser species groupings (e.g., Hem -Fir, Douglas -Fir -Larch, and Southern Pine) can be conservatively substituted. Similarly, the 1 "-thick rim board is the minimum thickness that is currently sold in the marketplace. Thicker composite rim board products with equivalent specific gravities of 0.50 or greater (such as Southern Pine) can be conservatively substituted for the LVL band joist material tested. According to IRC R311.3.1, the distance from the top of the threshold to the top of deck boards cannot exceed 1'/2". If a door does not swing over the landing or deck, the step-down can be up to 71/". The ledger can be lowered for improved drainage, subject to meeting maximum step-down heights for accessibility and means of egress, edge distance and spacing requirements, and shear design at connection requirements of NDS 3.4.3.3(a). The basis for edge distances and spacing between rows (Figure 19) is NDS Tables 11.5.1 C and 11.5.1 D, respectively, for perpendicular to grain conditions. Per NDS Table 11.5.1 C, edge distance is 4D (where D is fastener diameter) for the loaded edge. For '/2" diameter bolts, 4D = 2" edge distance. Per NDS Table 11.5.1 D, spacing between rows is based on the 2/d ratio of the fastener. Fora 1'/2" ledger and rim board, Od = 1'/" /'/2" = 3 and the minimum spacing is (Se + 1 OD) / 8 = 19/16" this is rounded up to 15/g". Per 11.5.1.3 of the NDS, the maximum spacing between fasteners is 5". This requirement is based on potential shrinkage of the ledger which could create tension Additional footing options were added to the 2012 version of DCA 6 Figure 12. One allows for a 12" diameter concrete stem to reduce the amount of concrete required. The second provides an option for a fully embedded post in concrete with a gravel base to allow for water drainage, perpendicular to grain stresses if the outer edges of the ledger are constrained by bolts. The requirement for minimum distance between the top of the ledger and the bottom row of fasteners (Figure 19) is based on NDS 3.4.3.3(a) for shear design at connections. When the connection is less than five times the depth, 5d, of the bending member from its end, the adjusted design shear is calculated as follows: de 2 V' = 3 Fv'bde d Solving for de yields the following: de3 = 3 Vr d2 / (2 F'� b) Assuming aHem-Fir No. 2 ledger, the reference horizontal shear design value, F,, = 150 psi. The adjusted shear design value, F'v, is based on a wet service factor, CM = 0.97, and incising factor, C; = 0.80. The maximum allowable lateral design value of 725 lbs for '/2" bolts and 385 lbs for'/" lag screws - is based on testing at Virginia Tech and Washington State University (Carradine et al., 2006). Spacing calculations assume that bolts or lag screws at the end of the ledger have half the tributary area of interior bolts or lag screws and that the shear at interior bolts or lag screws is half of the interior bolt or lag screw reaction. Therefore, the minimum value of de is calculated assuming Vr equals one-half of the allowable lateral design value for the '/2" bolts (725/2 lbs) or 1/2" lag screws (385/2 lbs). Resulting values of de are as follows: %" bolts %" lags 2x8 de = 5.47" de-.4.43" 2x10 de = 6.43" de = 5.21" 2x12 de = 7.33" de = 5.9" The problem with these effective depths is that a 2x8 ledger connected to a 2x8 band joist with bolts will not work (see Figure C 19). Possible solutions for the 2x8 band joist include: 1) Non -ledger deck. American Wood Council 2) Require lag screws for 2x8 band joist and revise required de = 41/2" as shown in Figure 19. 3) Allow bolted connections for 2x8 band joist if bolt spacing is reduced to the same as that for lag screws (only applies to 1/2" bolts without stacked washers as shown in Table C5) as shown in Figure 19. 4) Reduce bolt spacing requirements for 2x8 ledger to 2x8 band joist. When de = 4.5", Vr = 202 lbs, and the back -calculated adjustment factor is 0.56. Based on Table 2, the maximum joist span for a 2x8 is 10'-6". This results in revised spacing for 1/2" bolts as shown in Table C5. To achieve the minimum spacing requirements noted above, a nominal 2x8 ledger is required even if the deck joists are 2x6's. Continuous flashing is required as shown in Figure 14 to prevent water intrusion behind the ledger. One alternative to this detail would be continuous flashing with a drip edge, however, this would be labor intensive because the flashing would require notching at every deck joist location. Connection of ledgers to existing empty or hollow masonry cell blocks (Figure 15) is generally not practical because most manufacturers of concrete block anchors do not publish allowable shear values for a ledger connected to empty hollow masonry block of unknown compression and breakout strength. Due to the uncertainty and lack of test data for this application, use of a non -ledger deck is recommended (see Figure 21). Figure C19. Edge Distance and Spacing Requirements for 2x8 Band Joist and 2x8 Ledger. 1-1 /2" decking 3/4" floor —� Table C5. Revised Bolt Spacing Requirements 2" min. for 2x8 Ledgers to 2x8 Band Joists. Joist Span 5" max. & 1-5/8" min. 6'-0" & 6'-1" to 8'-1" to 10'-1" to less 8'-0" 10'-0" 12'-0" 2" min. 1/" bolt 32" 24" 19" 16" 1/2" bolt With 1/2" 27„ 20„ 16„ 13„ 2x8 band joist stacked washers 2x8 ledger — NON -LEDGER DECKS — FOR RESISTING VERTICAL LOADS The provisions of DCA 6 assume that the primary structure is used for lateral stability. A non -ledger deck, as defined in this document, is vertically independent of the primary structure but still relies on the primary structure to resist lateral loads; whereas, a free-standing deck is both vertically and laterally independent. DECK LATERAL LOADS Item 10 of DCA 6 Minimum Requirements & Limitations states that the document does not address lateral stability issues beyond those addressed in Section R507.2.3 of the IRC. IRC R507.1 requires anchorage of the deck to the primary structure to resist lateral loads. Further, the IRC includes hold-down tension devices as a prescriptive means to achieve compliance with the lateral load connection requirements without requiring engineering. NG gi See IRC Section R507.2.3. In lieu of the prescriptive hold-down tension device specified, an alternate enneered connection detail would be required. Where deck joists are perpendicular to the house floor joists, blocking between house joists and boundary nailing of the house floor diaphragm to the blocking is required for the installation of hold-down tension devices. American Wood Council For connecting the hold down tension devices to I joists, a detail recommended by the Wood I -Joist Manufactures Association and similar to Figure R507.2.1(2) of the IRC, is provided. For non -ledger decks, Figures 22 and 23 prescribe three methods of transferring lateral loads from deck joists to the rim board: joist hangers (as shown), blocking, or use of framing angles. This connection is to transfer forces acting parallel to the house. A connection equal to the diaphragm capacity of single layer diagonal boards, or approximately 300 plf, is required. GUARD REQUIREMENTS Figure 24 requires that openings not allow the passage of a 4" diameter sphere. However, it does not address openings underneath a fixed deck bench used in place of openings, including those underneath guards. All open benches used in place of guards, shall not allow the passage of a 4" diameter sphere. Additionally, if fixed seating is adjacent to guards, the guard height should be measured from the seat rather than the deck surface. This will help minimize exposure T ATTA Both the IRC and International Building Code (IBC) specify that guardrails and handrails be capable of resisting a minimum concentrated live load of 200 lbs applied in any direction for required guard rails (See IRC R312.1). Commonly used residential guardrail post connections were laboratory tested at the required load level for a code -conforming assembly per the IBC (Loferski et al., 2006). A commercially available connector, typically used in shear wall construction, was tested in a post -to -deck residential guardrail assembly. The connection passed a load test based on code provisions for a "tested assembly." Connection details in Figures 25 and 26 reflect these test results. A minimum requirement of 1,800 lbs for the hold-down connector ensures adequate capacity (Loferski et al., 2005) fora 36" maximum rail height. A higher rail height requires design of a higher capacity connector. Manufacturers' tabulated values for hold-down connectors typically include a load duration (CD) increase of 60% since connectors for shear walls are used to resist wind and seismic loads. The 200 lbs concentrated load requirement for guard rails is assumed to be a 10 minute load duration (e.g. it would not see a maximum 200 lbs outward load for more than 10 minutes cumulatively in its lifetime). Therefore, CD=1.6 is used for hold-downs in this application. Diagonal (knee) bracing is commonly used on decks to help resist lateral forces and provide increased stiffness, however, the IRC does not prescribe diagonal bracing. See Post Requirements for more on the implications of diagonal bracing. Figures 22 and 23 show nailing from above through floor sheathing and into floor joists or blocking between floor joists of the house. An equivalent connection from underneath is permissible using framing angles and short fasteners to penetrate into the floor sheathing. to falls over the top of the guard due to individuals standing on deck seats. IRC Table R301.5 requires guard in -fill components (all those except the handrail), balusters, and panel fillers to be designed to withstand a horizontally applied normal load of 50 pounds on an area equal to 1 square foot. This load need not be assumed to act concurrently with any other live load requirement. Baluster connection requirements shown in Figure 24 have been designed to resist that load. This section requires deck guard posts to be at least 4x4 nominal with a reference` bending design value not less than 1,100 psi to ensure sufficient bending stress in the post. Assuming the lever arm is 39.5" (36" + 11/2" deck board + 2" edge distance), the bending moment is 39.5" x 200 lbs = 7,900 mobs. Bending stress, fb, is calculated as follows: M/S�4xa> = 7,900 in-lbs / 7.146 in3 = 1,106 psi. No. 2 grades of all Table 2 species meet this requirement with the following assumptions. The adjusted bending design value, F'b, is based on a wet service factor, CM = 0.85, and incising factor, C; = 0.80 (Douglas Fir -Larch, Hem -Fir, Spruce -Pine -Fir). A load duration factor, CD = is assumed for consistency with the hold-down device used to connect the guard to the j oist. Figures 25 and 26 show minimum and maximum spacing requirements for bolts in deck joists and.deck rim boards. The 5" maximum spacing is per ADS 11.5.1.3. This requirement is based on potential shrinkage of the joist or rim board which could create Sion perpendicular to grain stresses if the outer edges of the deck joist or rim are constrained by bolts. To achieve the minimum spacing requirements, a nominal 2x8 or wider (deeper) outside joist or rim board is required. American Wood Council STAIR REQUIREMENTS Figure 29 shows 5/4 boards spanning 18" or less. As noted under DECKING REQUIREMENTS commentary, specific products classified by size as decking are usually assigned a recommended span of 16" or 24". Additionally, IRC Table R301.5 footnote (c) requires a 300 lb concentrated load check on stair treads. Analysis revealed that 2x8 No. 2 Southern Pine works for a 341/2" span (36" minus V bearing at each end) when the 300 STAIR FOOTING REQUIREMENTS Stair stringers should be supported by bearing at the end where the stairway meets grade. The detail shown assumes a 40 psf live load and 10 psf dead load over a tributary area of 18" and one-half of the maximum span of 13'-Y permitted for solid stringers. This calculates to 500 lbs. For Southern Pine, seven #8 wood screws would be required. Northern Species would require FRAMING AT CHIMNEY OR BAY WINDOW IRC R502.10 on framing of openings states: "Openings in floor framing shall be framed with a header and trimmer joists. When the header joist span does not exceed 4', the header joist maybe a single member the same size as the floor joist. Single trimmer joists may be used to carry a single header joist that is located within 3' of the trimmer joist bearing. When the header j oist span exceeds 4', the trimmer j oists and the header j oist shall be doubled and of sufficient cross section to support the floor joists framing into the header. Approved hangers shall be used for the header joist to trimmer j oist connections when the header j oist span exceeds 6'..." Trimmer Joist Size and Span Limited bv Concentrated Load from the Header Where the header frames into the trimmer joist, a concentrated load is created. This condition was evaluated assuming one ply of a double trimmer joist carries the uniform load and one ply carries the point load from a 6' header. The analysis revealed that the distance from the end of the trimmer j oist to the point where the header frames into it — designated as dimension "a" — must be limited. The maximum distance was calculated based on joist spans given in Table 2. A maximum distance of a = 3' was chosen to cover common framing conditions. Triple trimmer joists are required on each side of the header if joist spacing is 12" or 16" o.c., or if the trimmer joist span exceeds 8'-611; lbs is distributed across 2 inches (e.g. 150 pli), based on L/288 deflection criteria (ICC ES Acceptance Criteria 174 requires 1/8" deflection limit: 36"/1/8" = 288). No species will calculate for that span using 2x6 No. 2 grade. Solid stringers were analyzed as simple span beams using the horizontal span not the actual stringer length. Cut stringers were analyzed with 5.1 depth which is based on 7.75:10 rise to run ratio. A size factor, CF, of 1.0 is used since 2x12 is the size basis. eleven #8 wood screws (16d box or common threaded naiIs would be comparable). While bolts are sometimes used for this detail, proximity to the end of the stringer could lead to splitting of the stringer — especially cut stringers. The 2x4 bearing block alleviates this situation. However, in addition to the bearing block, bolts would also be required to provide lateral support if a guard post is used. otherwise a double trimmer joist is permitted. If "a" is less than that shown in Table C7a, a double trimmer joist is also permitted. Bending and shear were checked to determine the reduction in a double trimmer joist span when carrying a 6' header. For a simple span beam, with a concentrated load offset from the center, maximum moment is calculated as Pab/L and maximum shear is calculated as Pb/L, where P is the concentrated load based on the tributary area carried by the header, b = L — a, and L is the trimmer joist span. Moment controlled for this analysis in determining a�X. While shear was evaluated, the NDS permits the shear load to be reduced within a distance "d" (equal to the st depth) from the end of the joist. With that reduction, shear did not control any of the spans evaluated. American Wood Council Table C7a, Maximum Distance "a" from Trimmer Joist End to a Point where a 6' Header Frames into a 2-ply Trimmer Joist, Species Trimmer Size Amax 2-2x6 15" Southern Pine 2-2x8 17" 2-2x10 19" 2-2x12 25" 2-2x6 11" Douglas Fir -Larch, Hem- 2-2x8 14" Fir, SPF� 2-2x10 16" 2-2x12 of nit Redwood, Western 2 2-2x8 13" Cedars, Ponderosa Pine , 2-2x10 16" Red Pine 2-2x12 18" 1. Incising assumed for Douglas Fir -Larch, Hem -Fir, and Spruce -Pine -Fir. 2. Design values based on Northern Species with no incising assumed. The trimmer hanger capacities listed in Table 7 are based on Southern Pine joist spans at 12" o.c. or 16" o.c. spacing (whichever controls). The reaction is a combination of the concentrated header load Pb/LJ and the tributary uniform load between the trimmer and the next adjacent j oist. Another way of tabulating trimmer hanger capacities is shown in Table C7c based on trimmer spans. Table C7c is based on the header framing into the trimmer at 1' (a=1', see Figure 35). Table C7c will be conservative for larger protrusions (larger "a" values.) Linear interpolation of tabulated values is permitted. Table C7b. Maximum Trimmer Joist Span (Li) Based on Distance "a" from the Trimmer Joist End to the Point where the Header Frames into the Trimmer.''4 Size 2x85 Southern Pine 2x10 Douglas Larch, Hem -Fir, Spruce -Pine -Fir' Ponderosa Pine', Red Pine3, Redwood, Western Cedar 2. 3. 4. 5. a=3' 2x85 4' - 6" 6, _ off T _ 611 2x10 6' -10" 8' - 6" � 10' 1' 2x12 T - 0" 8' ,� 9�� III IN I 10,OW 2x85 4' - 3" 5' - 9" 71 - 31 Assumes 6' header span. See I -figure 35 for header, trimmer, and ledger framing details. Incising assumed for Douglas Fir -Larch, Hem -Fir, and Spruce - Pine -Fir. Design values based on Northern Species with no incising assumed. Shading indicates where triple trimmers are required. See text for alternate 2-ply trimmer conditions. Applies to 2x6 trimmer joist spans as well. Table C7c. Trimmer Joist Hanger Vertical Capacity Based on Trimmer Span. Trimmer Span Minimum Capacity, Ibs 8' 660 10, 860 MM 12' 1060 14' 1260 16' 1325 18' 1430 Trimmer Joist Span Limited by Concentrated Load on Examples the Ledger 1) Assume a 2x10 Redwood joist spanning 12'-0" at Bolts or lag screws used to attach the trimmer hanger to 16" O.C. (per Table 2) framing around a 5' wide by 2'-6" the ledger are required to fully extend through the ledger deep chimney. Set a 6' header 3' from the end of the into the band joist or rim board. If a typical face trimmer joist. A triple trimmer joist is required since the mounted hanger is installed where only nails are used to span exceeds 8'-6". If the trimmer hanger does not attach attach the hanger to the ledger, the ledger would carry a through the ledger to the rim board or band joist, the large portion of the load. Since a concentrated load trimmer joist span is limited to 9'4" per Table C7b. would be created on the ledger, it would be resisted by Several solutions exist, the bolts at the end of the ledger. As discussed under - Reduce all joist spans to 914". LEDGER ATTACHMENT REQUIREMENTS, the - LJ/4 = 21-5" so Li + Li/4 = 12'-1" total joist length, provisions for minimum distance, de, between the top of which would provide the same square footage. the ledger and the bottom row of fasteners (Figure 19) is - Place a post under the center of the header to reduce based on NDS 3.4.3.3(a) for shear design at connections. the header span. Based on this analysis, trimmer joist lengths would need to be limited to the maximum trimmer joist spans shown 2) Assume a 2x8 western cedar joist spanning 8'-0" at in Table C7b, regardless of the trimmer joist species or 24" O.C. (per Table 2) framing around a 5' wide by 1.5' number of plies. Since this analysis is based on a simple deep bay window. Set a 6' header 2' from the end of the span trimmer joist, a trimmer joist with an overhang of trimmer joist. A double trimmer joist is permitted since up to LJ/4 would be conservative. The load on the end of the spacing is 24" o.c. If the trimmer hanger does not the cantilever would reduce the reaction at the ledger. attach through the ledger to the rim board or band joist, American Wood Council the trimmer joist span is limited to 5'-9" per Table C7b. Several solutions exist: Reduce all joist spans to 5'-9". Place a post under the center of the header to reduce the header span. Increase j oist size to 2x 10 which will span 8'-1 " per Table C7b. 3) Assume a 2x12 southern pine joist spanning 18'-0" at 12" O.C. (per Table 2) framing around a 5' wide by F. References American Lumber Standard Committee (ALSC) Policy for Evaluation of Recommended Spans for Span Rated Decking Products (November 5, 2004). Germantown, MD. 2004. American Wood Council. National Design Specification (IVDS) for Wood Construction, ANSVAWC ADS-2012. Washington, DC. 2012. American Wood Protection Association (AWPA). AWPA Book of Standards. Birmingham, AL. 2013. ASTM. ASTM F547 - 06 Standard Terminology of Nails for Use with Wood and Wood -Base Materials. West Conshohocken, PA. 2012. ASTM. ASTMD2555 - 06 Standard Practice for Establishing Clear Wood Strength Values. West Conshohocken, PA. 2011. ASTM. ASTMD245 — 06 Standard Practice for Establishing Structural Grades and Related Allowable Properties for Visually Graded Lumber. West Conshohocken, PA. 2011. 6" deep bay window. Set a 6' header 2' from the end of the trimmer joist. A double trimmer joist is permitted since a = 24" which is less than ama,, = 25" in Table C7a. However, if the trimmer hanger does not attach through the ledger to the rim board or band joist, the trimmer st span is limited to 1 F2" per Table C7b. Several solutions exist. Reduce all joist spans to 1 P2". Place a post under the center of the header to reduce the header span. Carradine, D. M., Donald Bender, Joseph R. Loferski, and Frank E. Woeste. "Residential Deck Ledger Connection Testing and Design." Wood Design Focus. Vol. 16, No. 2. Forest Products Society. Madison, WI. Summer 2006. International Code Council Evaluation Service. Acceptance Criteria for Deck Board Span Ratings and Guardrail Systems (Guards and Handrails) - AC174. Washington, DC. Approved January 2012, editorially revised February 2014. International Code Council. International Building Code, 2012 Edition. Washington, DC. 2012. International Code Council. International Residential Code, 2012 Edition, Washington, DC. 2012. Loferski, Joseph R., Dustin Albright, and Frank E. Woeste. "Tested Guardrail Post Connections for Residential Decks." Wood Design Focus. Vol. 16, No. 2. Forest Products Society. Madison, WI. Summer 2006. Loferski, Joseph R. and Frank E. Woeste. "Strong Rail - Post Connections for Wooden Decks." Journal of Light Construction. Williston, VT. February 2005. American Wood Council C Complaint Type: WEEDS Complaint Status: OPEN Name: Address: Home: WEEDS Work: Action Action Date Due Da#e Action Note City of Bremerton 345 - 6th Street, Ste. 600 Bremerton, WA 98337 (360) 47M275 9I Date Submitted: 04/26/2016 Date Closed: Streefi: 2612E 16TH ST City: BREMERTON St: WA Zip: 98310 Location: Intersection: 4/25/2016 Parcel Search Zoom In Zoom Out Search Options Q Parcel No QQ Site Address Q Mait Address ��Ta�•:oaver Full Extent Prnv Extent i rarc.el �carc. 2612E 16TH ST � 9 SI�n- ic_.ul� n� � t blc, n�ii ii�e rnap. rl,�i� ��L_ �_ 77Ci Next Extent Pan Draw Measure I.: Contact GIS Disclaimer Help Select Layers Results Print �.(oa - bl G � https://psearch.kitsapgov.com/webappa/ 1/1 Armando Garcia 8348 Silverdale Way NW Silverdale, WA 98383 re: 2612 E. 16�' Street, File #C 16 0191 Department of Community Development 345 6th Street, Suite 600 Bremerton, WA 983374873 Telephone: 360473-5213 Fax: 360473-5278 11�ay 12, 2016 Janet. Lunceford@ci. bremerton. wa. us Janet Lunceford, Code Enforcement My office recently received a complaint alleging the existence of nuisance vegetation on your property located at 2612 E. 16t' Street. An inspection on April 27, 2016 revealed overgrown vegetation on the site and along the adjacent right of way. A subsequent inspection on May 5, 2016 revealed no change. Chapter 6.08 of the Bremerton Municipal Code deems it unlawful For the owner or occupant of real property within the city limits to allow, continue, or maintain blackberry vines, grass and weeds in excess of 12" in height. Additionally, the owner of any property within the City must remove or destroy vegetation or any parts thereof on the right - of -way, sidewalk or parking strip adjacent to their private property or which obstructs or impairs the free and full use of the sidewalk or street. Please take the appropriate steps to remove and properly dispose of the vegetation which is in violation of the ordinance on this property by May 25, 2016. 11 you have any questions, you may contact me at (360) 47M213. Janet K. Lunceford Code Enforcement Officer When recorded mail to: CoreLogic Mail Stop: ASGN P.O. Box 961006 Ft Worth, TX 76161-9836 1�91�IIIVI�IIII�IIIII�IAAY Tax ID: 3942-000-002-00-03 Property Address: 2 S12 East 16th Street Bremerton, WA 983104914 FNF229B CORELOGIC SOLUTIONS Assiggnnment Of Deed Trust Reo Fee201$03310248 : $ i8.00 03l31120% 03:34 PM Pase: 1 ores Gilmore I� Nn a INS NCAuditor I�l� I�t l� III H1i This space for Recordds ase Recording Requested By Bank of America Prepared By: Joseph Luis Rosario 800-4444302 4909 Savarese Circle Tampa, FL 33634 ASSIGNMENT +�F For Value Received, BANK OF AMERICA, N.A. who e TAMPA, FL 33634 does hereby grant, sell, assign, trans el MORTGAGE ASSOCIATION whose address is 14221 TX 75254 all beneficial interest under that certain Deed of'. and obligations therein described and the money due and to accrued or to accrue under said Deed of Trust Beneficiary: Made By: Original Trustee: Date of Deed of Trust: Original Loan Amount: BANK OF A11 ARMANDO t PRLAP, INC. v2 /2010 $1 %,884.00 , Recorded in Kitsap County, 201001260284 Property Legal Description: LOT 2, ELMER JOHNSON Al PLATS, PAGE 44, IN KITSAP ELMER JOHNSON ADD VOt Contact Federal Milliken Way #i receiving paying IN ss is J4909V RESE CIRCLE, vI RAL NATIONAL Y, SUITE 1000, DALLAS, aw together with the note(s) n with interest and all rights INDIVIDUAL page N/A and instrument number ' ^CO�ING TO PLAT RECORDED iN VOLUME 6 OF W I GTON. FOR INFORMATION ONLY: LOT 2 for this instrument c/o Seterus, Inc,14523 SW tone # 1-866.570-5277, which is responsible for has caused this Assignment of Deed of Trust to be executed on N.A. '�/ Jessica Figuer Assistant Vice President State of , County 'llsborough The fore o' instru was acknowledged before me this MAR 2 4201 by Jessica Figueroa, , Ass^nt Pres d authorized to sign on behalf of BANK OF AMERICA, N.A.. He/she is nersonallY own to a or as produced as identification, WE, WA r 2612 E. 16th 6-23-2016 8-37-49 AM. 16th 2612 E. 16th 6-15-2016 2-15-43 PM 2612 E. 16th 6-15-2016 2-15-49 PM situ 2612 E . 16th 5-5-2016 10-48-46 AM 2612 E . 16th 5-5-2016 10-48-52 AM IF ITT IT AN TOIL IT T At I willoAlot It ITT, TO It TFI IF I IF IF 4 L P�� Ilk TA IF ITT It OF* Ile r - 1 ; tt 1 IFY +ry. rF�' IF�I: - r.� .ab r + iv <rF �' It I VTAIL A . r .i_ •!; iY`, .•�� al Met pa'j)p�v Tool `! 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Z Q 0 d Lu G � t� W AMR m L 0 0 4a ci N 3 V c C Z W J Q m = Z U d w W Z W w H O O O O O p w = 2 = Z U d Z Z Z O O cn w w z z z z z a m O O O O O z z a a a a a co co M M z �W/ T T J p N Z M p N O O d J T T T 0 � 0 d N Z N Z Fd _ � J J O O a LO d W M 00 d d dCN � S Urn LO w 69 Z N 7 T R� k m T O � m c � O Z N V/ OO i r d d d O O O p p a Z Z Z Z Z Z d d d M M M T T T O O O T N N N O O O d O Z Complaint Type: WEEDS Complaint Status. OPEN Address: �;: •l'Tiir�1 WEEDS Violator Information Work: CASE # C14 0176 City of Bremerton Date Submitted: Date Closed. Location Street: 2612E 16TH ST City: BREMERTON _ocation: Intersection; Nature Of Complaint Complaint Actions Action Action Date Due Date Action Note 345 - 6th Street, Ste. 600 Bremerton, WA 98337 (360) 473-5275 05/14/2014 St: WA Zip: 98310 Real Property Search Results Page 1 of 1 New Search Real Property Search Results Data Tax Section Change Assessor Sales Permit Tax Account Taxpayer Township Account Site Map Request Data Data Data Statement Number Taxpayer Address Range Status Address 8348 3942-000- SILVERDALE NE _ 002-0003 GARCIA WAY NW 13-24N- A 2612 E '- --- - �� ARMANDO 16TH ST �-� (1480516) SILVERDALE 1 E WA 98383 httn://kcwnnub3.co,kitsap.wa.us/ParcelSearch/details.asp?STREET N0=2612&STREET_NAME=E%2016TH%20ST&ACTION=Details 5/19/2014 Department of Community Development May 19, 2014 Armando Garcia 8348 Silverdale Way NW Silverdale, WA 98383 re: 2612 E. 16th Street, File #C14 0176 345 6th Street, Suite 600 Bremerton, WA 983374873 Telephone: 360473-5213 Fax: 360473-5278 Janet. Lunceford&i. bremerton. wa. us Janet Lunceford, Code Enforcement My office recently received a complaint alleging the existence of nuisance vegetation on your property located at 2612 E. 16th Street. Chapter 6.08 of the Bremerton Municipal Code deems it unlawful for the owner or occupant of real property within the city limits to allow, continue, or maintain the following vegetation: 1. Grass and/or weeds exceeding twelve inches in height; 2. Shrubs, brush, vines, trees or other vegetation growing or which has grown or died, cut vegetation, blackberry vines, and organic debris, which constitutes a fire hazard or provides a harborage for rats, rodents or horticultural pests, or otherwise constitutes a health hazard; 3. Noxious and/or poisonous plants, including poison ivy, poison oak, poison hemlock, poison sumac, nettles and nightshade; 4. Dead, decayed, diseased or hazardous trees. Additionally, the owner of any property within the City must remove or destroy vegetation or any parts thereof on the right -of --way, sidewalk or parking strip adjacent to their private property or which obstructs or impairs the free and full use of the sidewalk or street. Your property is currently in violation of this ordinance, ��� � � ���� ¢ � � � ����� �4� �� �� � _ pa, ���� dispose of the vegetation which is in violation of the ordinance on this property by June 2, 20 4. If you have any questions, you may contact me at (360) 473-5213. anet K. Luncefor Code Enforcement Officer Lf) i N N O N L(� W N N '� i N d' O N d' W N C� N