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BLD2001-000083 Revised Garage - BLD Permit / Conditions - 5/3/2012
Inspection Line(360)427-7262 MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Phone: (360)427-9670, ext. 352 Mason County Bldg. III 426 W. Cedar P.O. Box 186 Shelton, WA 98584 RESIDENTIAL BUILDII IvIll I BLD2001-00083 OWNER: JOHN SELFORS RECEIVED: 1/26/2001 CONTRACTOR: LICENSE: EXP: ISSUED: 5/3/2012 SITE ADDRESS: 5659 E STATE ROUTE 302 BELFAIR EXPIRES: 11/3/2012 PARCEL NUMBER: 122284490024 LEGAL DESCRIPTION: TR 2-D OF GOUT LOT 4,E OF R/W PCL 4 BLA#97-04 AF#640530 PROJECT DESCRIPTION: DIRECTIONS TO SITE: GARAGE*** REVISED--CHANGING TO ADU WITH STRUCTUAL TAKE HWY 302 TO MASON/PIERCE LINE, LAST DRIVEWAY ON LEFT CHANGES. OK'D PER PLANNING. 04.18.12 ADDING BREEZEWAY TO BEFORE PIERCE CO CONECT STRUCTURES. General Information Construction &Occupancy Information Square Footage Information No.of Bedrooms: Type of Constr.: VN Type of Use: SF Insp.Area: No. of Bathrooms: Occ. Group: R-3/U Lot Size: Deck: 400 Type of Work: ACC Fire Dist.: 5 No. of Stories: 2 Occ. Load: Building: Garage-Detached 1,008 Valuation: $ 126,350.16 Building Height: 19 Occ. Status: Basement: ADU 1,000 Manufactured Home Information Setback Information Shoreline&Planning Information : y Make: Length: Ft. Front: W 155.0 Ft. Shoreline: Ft. Water Body: Rear: E 50.0 Ft. Slope: 50.0 Ft. Model: Width: Ft. Side 1: S 42.0 Ft. Shoreline Desig.: Year: Serial No.: Side 2: N 35.0 Ft. I Comp. Plan Desig.: Rural Plumbing Fixtures Mechanical Fixtures FEES Type Qty. Type Qty. Type By Date Amount Receipt Water Closets (Toilets) 1 Dryer Vent 1 Plan Check Fee KLW 1/26/2001 $208.88 55509 Showers 1 Exhaust Hood 1 Planning Site Inspection SAL 2/26/2001 $70.00 56074 Lavatories 1 Ventilation Fan 2 EH Plan Review CEW 3/27/2001 $25.00 56074 Water Heaters 1 Propane Tank 1 Building State Fee JRN 4/6/2001 $4.50 56074 Kitchen Sink 1 Propane Stove 1 Building Permit Fee JRN 4/6/2001 $321.25 56074 Dishwasher 1 Gas Outlets 2 Additional Plan Check Fee JRN 4/6/2001 $94.00 56074 Clothes Washer 1 Heat Pump 1 Mechanical Base Fee LDK 3/20/2012 $28.50 S1201200000001 Hosebibs 1 Plumbing Permit Fee LDK 3/20/2012 $67.10 S1201200000001 Fireplace 1 Plumbing Base Fee LDK 3/20/2012 $24.70 S1201200000001 Mechanical Permit Fee TW 4/25/2012 $283.60 S1201200000001 ADJUST--Building Permit F TW 5/2/2012 $823.70 S1201200000001 ADJUST--Plan Check Fee TW 5/2/2012 $441.34 S1201200000001 Total $2,392.57 BLD2001-00083 Please refer to the following pages for conditions of this permit. Page 1 of 6 CASE NOTES FOR BLD2001-00083 CONDITIONS FOR BLD2001-00083 1) This appiicatioJn=i bject to Buffer and Landscaping requirements as established under Mason County Ordinance 1.03.036.X 1 2) The use, handling and storage of hazard aterials or flammable and combustible liquids in excess of 10 gallons is not allowed without the approval of the Mason County Fire Marshal. X 3) Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and MUST NOT adversely impact adjacent parcels. Under the requirements of Mason County Stormwater Ordinance, either private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance and the REQUIREMENT to obtain an ACCESS PERMIT for the installation/construction of a driveway or access connecting from a Mason County Road, Contact the Mason County Public Works Department prior to construction at Ext 450. For any construction which is proposed to be located within 25'of a Mason County road right of way, it is suggested to contact that office to review future planned work which may affect your project. X 4) Proposed structure or any portion thereof greater than 30" in height from grade line, must maintain a minimum of 5' setback from all property lines, easements and 10'from all County and State Road right of ways. X 5) All upland areas disturbed or ne 1 created by construction activities shall seeded, vegetated or given an equivalent type of erosion protection (silt fencing or straw matting). X 6) Approved per dimensions and setbacks on submitted site plan. X --*-- 7) The Washington State Clean Air Act prohibits the burning of any construction or demolition debris in an outdoor fire. 8) Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and MUST NOT adversely impact adjacent parcels by being directed off the parcel being developed under the requirements of Mason County Stormwater Ordinance. Private Ditches and Drains will meet requirements of the stormwater ordinance or approval has been granted to use an existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance and the REQUIREMENT to obtain an ACCESS PERMIT for the installation/construction of a driveway or access connecting from a Mason County Road, Contact the Mason County Public Works Department prior to construction at Ext 450. X 9) Approved per dimensions and setbacks on submitted site plan. X BLD2001-00083 Please refer to the following pages for conditions of this permit. Page 2 of 6 10) All approved plans are required to be on-site for inspection purposes. If an inspection is called for and plans are not available on site, then approval will not be granted. In addition, a re-inspection fee in the amount of$47.00 per hour(minimum 1 hour)will be charged and must be collected by the Building Depart t for to any further inspections being performed or approvals granted. X 11) In accordance with the Uniform Building Code, all sites shall have approved numbers or addresses located in such a position as to be plainly visible and legible from the street or road fronting the property. Mason County Building Department requires that this be completed prior to calling for any site inspections. A re-inspection fee based on rates as adopted by the jurisdiction and the Uniform Building Code will be assessed if the owner and/or contra c f it to post the address on site prior to requesting inspections. X 12) This NC; + $�liPd for rPviAo� ^nd a��rnp ;fie change. X .(�c :e✓)51 P7/1 13) The"approved" plot plan is required to be on-site for inspection purposes. If an inspection is requested and the"approved" plot plan is not on site, then approval will not be granted. In addition, a re-inspection fee in the amount of$47.00 per hour(minimum 1 hour)will be charged and shall be collected by the Buil in�Department prior to any further inspections being performed or approvals granted. X f�4) This structure is limited to U-1 use only (private garages, carports, sheds, and agricultural buildings.) Any other use will be in violation of the Uniform Building and Mason County Regulations unless a"Change of Use"_permit is applied for, reviewed and approved. X c v� -rc) N(A 15) All construction must meet or exceed all local ordinances and the 1997 Uniform Building Code requirements as adopted and amended by Mason County and the State of Washington. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy would result in permit revocation. X 16) Proposed structure or portions thereof with an r jection over 30" in height from grade line, must maintain a 5' separation distance between adjacent structures and that furthest projection. XO _ 17) All changes to"approved" building plans that effect compliance with the Uniform Codes as amended and adopted, or any other Mason County ordinance or regulat' must be reviewed and approved by Mason County prior to construction. X 18) The construction of the permitted project is subject to inspections by the Mason County Building Department. All construction must be in conformance with the Uniform Codes as amended and adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building I nspector(shf I be made prior to requesting additional inspections. X 19) All property lines shall be clearly identified at the time of foundation inspection. X nk BLD2001-00083 Please refer to the following pages for conditions of this permit. Page 3 of 6 20) All building permits shall have a final inspection performed and approved by the Mason County Building Department prior to permit expiration. The failure to request a final inspection or to obtain approval will be documented in the legal property records on file with Mason County as being non-compliant with Mason ounty ordinances and building regulations. X 21) All permits expire 180 days after permit issuance, or 180 days after the last inspection activity is performed. The Building Official may extend the time for action for a period not exceeding 180 days, upon the receipt of a written extension request indicating that circumstances beyond the control of the permit holder h e revented action from being taken. No more than one extension may be granted. X 22) Contractor registration laws are governed under RCW 18.27 and enforced by the WA State Dept of Labor and Industries, Contractor Compliance Division. There are potential risks and monetary liabilities to the homeowner for using an unregistered contractor. Further information can be obtained at 1-800-647-0982. The person signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law. X 23) The plan review check list and corrections are part of the approved plans and must remain 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. The permit holder is responsible to retain the complete approved set of plans on site for the duration of the project. Failure to comply and/or removal ap oved documents will result in failure of required building inspections. X 24') Engineer of record to conduct a site visit and approve structure for lateral and vertical requirements.All elements of framing, beams, shearwalls and supporting foundation and submit in writing that structure meets min. code requirements for lateral and vertical loading. Letter from engineer to be on site at time of county frame/plumb/mech inspection. The letter should state any deficiences and corrective actions to bring structure into compliance. X 25) A Mason County Stormwater Management Worksheet was completed and signed as part of this building permit application. Design, sizing, placement, inspection and maintenance of stormwater management systems shall be the responsibility of the owner/agent of the developed parcel. It is the owner/agent/contractor's responsibility to ensure that Mason County Department of Public Works has approved the stormwater site plan for this parcel prior to the commencement of any development activities. *NOTE if Stormwater Management option "A"was selected on the Small Parcel Stormwater Management Application/Worksheet the document entitled "Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan" constitutes an approved plan based on the criteria listed on the application/worksheet. If the development has, or will have, a septic/drainfield system you are responsible for contacting Mason County Division of Environmental Health to ensure that the stormwater system will not adversely affect the septic system of this, or any other, parcel. You may also wish to consult with the septic design professional involved with the project. By calling for a final inspection of the building permit the owner/agent/contract i acknowledging that all components of the stormwater management system have been installed as approved on the stormwater site plan. X 26) Owner/builder assumes all responsibility if drainfield/reserve area is encumbered. A. Drainfield/ Reserve requires a 10ft setback from all footing/foundations. B. Septic tank(s) requires 5ft setback from all footing/foundations. C. No foundation drains within 30ft, down gradient of drainfield/reserve area. X BLD2001-00083 Please refer to the following pages for conditions of this permit. Page 4 of 6 271) Any changes in proposed construction shall be reviewed by the engineer or architect of record and submitted in writing to the Mason County Building Department prior to construction. All engineering and/or architectural documents are a part of the approved set of plans and shall remain attached thereto. If documents are removed, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged hall be collected by the Building Department prior to any further inspections being performed or approvals granted. X 28) All construc a n must meet or exceed all local ordinances and the international codes requirements as adopted and amended by Mason County and the State of Washington. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy would result in permit revoc i n. X 29) All changes to"approved" building plans that effect compliance with the international codes as amended and adopted, or any other Mason County ordinance or 11 ion, must be reviewed and approved by Mason County prior to construction. X 30) CONSTRUCTION PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING DEPARTMENT AND THE ADOPTED BUILDING CODE. The construction of the permitted project is subject to inspections by the Mason County Building Department. All construction must be in conformance with the international codes as amended and adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building Inspector II be made prior to requesting additional inspections. X 31) All propane tanks must be installed in accordance with the International Fire Code and all applicable Mason County ordinances. All propane tanks filled on site must be located a minimum of 10'from any possible source of ignition (electrical outlets, electrical fixtures, compressors, etc), mechanical system air intake (direct vent appliance, ventilation air intake, etc), and/or any weeds, grass, brush, trash or any other similar combustible materials. Propane tanks less than 125 gallons must also be located a minimum of 5'from any building opening (foundation vents, windows, doors etc). Setback to the public way, or access easements shall be the greater of 25-ft or as specified in the Mason County Development Regulations. Setback to property lines shall be the greater of 5-ft or as specified in the Mason County Development Regulations. If a propane tank is exposed to probable vehicular damage, protective bollards must be installed. X 32) All propane tanks must be installed in accordance with the International Fire Code and all applicable Mason County ordinances. All Propane tanks between 125 and 500 gallons must be located a minimum of 10' from any building, possible source of ignition (electrical outlets, electrical fixtures, compressors, etc), and/or any weeds, grass, brush, trash or any other similar combustible materials. Setback to the public way, or access easements shall be the greater of 25-ft or as specified in the Mason County Development Regulations. Setback to property lines shall be the greater of 10-ft or as specified in the Mason County Development Regulations. If a propane tank is exposed to probable vehicular damage, protective bollards must be installed. X 33) All propane tanks must be installed in accordance with the International Fire Code and all applicable Mason County ordinances. All propane tanks must meet the i pllation requirements and minimum setbacks as listed in the Mason County Fire Marshal's Standards for the Installation of Propane Tanks. X BLD2001-00083 Please refer to the following pages for conditions of this permit. Page 5 of 6 34) Fuel piping shall be inspected after the installation of fuel 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 piping system shall not be used u til the final inspection has been performed and approved by a Mason County building inspector. X 35) The placement of small propane tanks are not normally subject to a permit review by the Planning Department; however, propane tanks are subject to Planning Department regulations. Such regulations primarily consist of setbacks from shorelines and features considered to be critical areas(streams, wetlands, slopes, etc.) If you think such f res exist on or nearby your property, please contact the Planning Department so that exact setback requirements can be determined. X 36) All property lines shall be clearly identified at the time of foundation inspection. X ry 37) Pressure treated wood manufactured after January 1, 2004 may contain high concentrations of copper which could quickly corrode metal fasteners, connecto nd flashing. Install metal connectors approved for contact with the new types of pressure treated material. X 38) Retaining walls needed to support a surchar uch as structures, roads, or to support slopes, shall require a separate building permit and approval prior to construction of the retaining wall. X 39) Landings and stairs must meet the same setback conditions as any permitted structure; and, must be shown on your site plan. Please check your "Approved Sit Plan" to ensure these structures are shown and meet the setback conditions listed. X This permit becomes null and void if work or construction authorized is not commenced within 180 days, or if construction or work is suspended for a period of 180 days at any time after work is commenced. Evidence of continuation of work is a progress inspection within the 180 day period. Final inspection must be approved before building can be occupied. Proof of continuation of work is by means of a progress inspection.The owner or the agent on the owners behalf, represents that the information provided is accurate and grants employees of Mason unty access to the above described property and structure for review and inspection. OWNER OR AGENT: DATE: �' L BLD2001-00083 Please refer to the following pages for conditions of this permit. Page 6 of 6 MECHANICAL / MOBILE HOME ftback date 1�/ Lby r,/ (.!/ Ribbons LL�' ,ar Gas Piping` 711 Z i,,01C dat by e IFlYsnd:=tior •.' �!!s 7 date set UP date• //��/ 7-�` ' INSULATION date by BG%SLAB insulation Floors Final date by date —5 —Z`- /LbyL ✓ date by FRAMING Walls FIRE DEPT. date -g Coryo by ' i [/ date by PLUMBING date OTHER Groundwork date by date b D.W.V. WALLBOARD NAILING date Z JZ bydate by Water Line FINAL INSPECTION date by date.7 7 / by date by ,vim cc-"�- -TiL - � �o�eess ©3 0� o o • ©!S' l� On - 411� Z S /o - //-/Z-pL- Z tioT-- G9?W !t2 ,Tr3 .4 /)'L U r�viy AJx; 2Y1 2 ,S��L�}/ FA 5 c✓ kel ,ri A /v c/J reG I f o �. CONCRETE MECHANICAL MANUFACTURED HOME M Footings/Setbacks Date By Ribbons -n Gas Piping O o Interior Date By Interior-Date By Date By 0 CA coo Exteror Date By Exterior-Date By Set- INSULATION up �- Point Load J Isolated Footings Date By O Date By BG 1 SLAB INSULATION FIRE DEPARTMENT z Data By Foundation Wails Floors Date By Date By Data By DECKS FRAMING walls Date By Date By Data By PROPANE TANKS PLUMBING vault Date By Date By OTHER Groundwork Attic Dale By Date By Type: Date By o W V DRYWALL Type- Int.Brace Wall Date By W � Date By Date By r' CD FINAL INSPECTION 0 m Water Line Fire Separation tVC cu Dale By Date By Dale By p g Pass or Request Inspect. c Type of Insp. Fail Date Date Done By Comments C) CD cc a _ w oZ, d- 1 CD Cn 0 �"��,�i ss 471 Air N 1 3 N 0 Euiiding Permit # 6 MASON COUNTY BUILDING 111 426 W. CEDAR SHELTON, WASHINGTON 98584 (360) 427-9670 CORRECTION NOTICE Job LocationSC(-Faf /P 3,,� L This structure has been inspected by Mason County Building Department and the following VIOLATION of County Laws and Ordinances has been fund: Items Listed below must be corrected to gain code compliance r9�c c,yy� You are hereby notified that the above corrections shall be made BEFORE PROCEEDING WITH ANY FURTHER WORK ❑ Call for re-inspection when corrections are made before continuing ❑ Make corrections, items will be checked on next inspection ❑ -fib ,� T- c�"�T/"�C'�= c�.�0/?k c��-�� This is not a complete inspection Department - Date S~' /Si-C2 ,L Inspector ■ *U NOOT MOOV THF , T A I OL lei Permit# Or CC�3 MASON COUNTY BUILDING III 426 W. CEDAR SHELTON, WASHINGTON 98584 (360) 427-9670 CORRECTION NOTICE Job Location 6 5.0 30z, This structure has been inspected by Mason County Building Department and the following VIOLATION of County Laws and Ordinances has been found: Items listed below must be corrected to gain compliance .,1� L 4 (- -- v�c� fiu Pl i 5,f -Ad :5r-Tv-4 L-r-/za, Le,'�'Gra etk�LAT►r o-1 LA ff 24.� cr dw c,� S ZLt 1( 10'Ve-�` V,-)e Z ST ,., S e-s r. {-+cam 4dz7 No L.l 6,-o4 �A -e-N k d 5 1►�e.L 11 7J I,�- re-u. ,I J- tes, `, Z 'K I w L' n t t4 t' .� STw�� (i 1 l � c.�-� r�-� Skb DOS "tJ ►+^ �'v� 4r, I _� ,.H►'n L Z Tv 2 . PI c.,,,. t,� G�11 S a� �l x l� ► ,S tK i v2 rv✓J-e-, You are hereby notified that the above corrections shall be made BEFORE PROCEEDING WITH ANY FURTHER WORK •P Call for re-inspection when corrections are made before continuing ❑ please contact our office ❑ Make corrections, items will be checked on next inspection regarding possible structural damage incurred by recent ❑ OK to "naturaUman made" ❑This is not a complete inspection disasters.This is Nora Date Department r L,19 CORRECTION NOTICE. Inspector ) Doi 0 ir rl , ,OT P r 1 k ��� ' THI m4h, T 40 Permit# � . MASON COUNTY BUILDING Ill 426 W. CEDAR SHELTON, WASHINGTON 98584 (360) 427-9670 CORRECTION NOTICE Job Location ao- This structure has been inspected by Mason County Building Department and the following VIOLATION of County Laws and Ordinances has been found: Items listed below must be corrected to gain compliance rig?1 eW /�vric� �.�r 1 s�7-/2- �,�.,r�F 2-s- -io -5,�� ►/;.3 v G v - (, vA5 IZr ,- G k. ►, 0 `U v, Y are hereby note ed a the a ove cor ec ons shall be macje BEF' F L� OCIMAG WITH ANY F� R WORK Call for re-ins ection when corr�Ftions 4-re"MaTeL-' be ore con nwng�g _ .� ns ,�� ❑ Please contact our office AMake c6rYections, item will be checked on next Ir e on regarding possible structural damage incurred by recent ����,�„ "naturaUrnan made" ❑This is not a complete inspection disasters.This is NOT a Date .-g'=Z i — // Department CORRECTION NOTICE. Inspector %R NOT , ' 'infL oV THImb, T,&,= * qff Inspection Line (360)427-7262 MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Phone: (360)427-9670, ext. 352 Mason County Bldg 3 426 W. Cedar P.O. Box 186 Shelton, WA 98584 RESIDENTIAL BUILDING PERMIT BLD2001-00083 OWNER: JOHN SELFORS 253-884-6585 CONTRACTOR. RECEIVED. 01/26/2001 SITE ADDRESS: 5659 E STATE ROUTE 302 BELFAIR ISSUED: 04/17/2001 PARCEL NUMBER: 122284490024 EXPIRES: 10/17/2001 LEGAL DESCRIPTION: PROJECT DESCRIPTION: DIRECTIONS TO SITE: GARAGE TAKE HWY 302 TO MASON/PIERCE LINE, LAST DRIVEWAY ON LEFT BEFORE PIERCE CO General Information Construction & Occupancy Information Square Footage Information No. of Bedrooms: Type of Constr.: VN Type of Use: SF Insp. Area: No. of Bathrooms: Occ. Group: U1 Lot Size: Deck. Type of Work: NEW Fire Dist.: 5 No. of Stories: 1 Occ. Load: Building: Garage-Detached 1,008 Valuation: $19,071 Building Height: 19 Occ. Status: Basement: Manufactured Home Information Setback Information Shoreline & Planning Information Make Length: Ft. Front: W 155.0 Ft. Shoreline: Ft. Water Body: Model: Width: Ft, Rear: E 42.0 Ft. Slope: 50.0 Ft. SEPA?- Side 1: S 42.0 Ft. Shoreline Desig.. Year: Serial No.: Side 2: N 35.0 Ft. Comp. Plan Desi .: Rural Plumbing Fixtures Mechanical Fixtures FEES Type Qty. Type Qty. Type By Date Amount Receipt Plan Check Fee KLW 01/26/200 $208.88 55509 Planning Site Inspection SAL 02/26/200 $70.00 56074 EH Plan Review CEW 03/27/200 $25.00 56074 Building State Fee JRN 04/06/200 $4.50 56074 Building Permit Fee JRN 04/06/200 $321.25 56074 Additional Plan Check JRN 04/06/200 $94.00 56074 Total $723.63 BLD2001-00083 Please refer to the following pages for conditions of this permit. 1 of 4 CASE NOTES FOR BLD2001-00083 - CONDITIONS FOR BLD2001-00083 1) This applica 'subject to Buffer and Landscaping requirements as established under Mason County Ordinance 1.03.036.X ' j�� 2) The use, handling and storage of hazard saterials or flammable and combustible liquids in excess of 10 gallons is not allowed without the approval of the Mason County Fire Marshal. X 3) Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and MUST NOT adversely impact adjacent parcels. Under the requirements of Mason County Stormwater Ordinance, either private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance and the REQUIREMENT to obtain an ACCESS PERMIT for the installation/construction of a driveway or access connecting from a Mason County Road, Contact the Mason County Public Works Department prior to construction at Ext 450. For any construction which is proposed to be located within 25' of a Mason County road right of way, it is suggested to contact that office to review future planned work w ' gpy affect your project. X 4) Proposed structure or any portion thereof greater than 30" in height fr rade line, must maintain a minimum of 5' setback from all property lines, easements and 10' from all County and State Road right of ways. X 5) All upland areas disturbed or nerp�.�ted by construction activities shall be seeded, vegetated or given an equivalent type of erosion protection (silt fencing or straw matting). X 6) Approved per dimensions and setbacks on submitted site plan. X 7) The Washington State Clean Air Act prohibits the burning of any construction or demolition debris in an outdoor fire. 8) Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and MUST NOT adversely impact adjacent parcels by being directed off the parcel being developed under the requirements of Mason County Stormwater Ordinance. Private Ditches and Drains will meet requirements of the stormwater ordinance or approval has been granted to use an existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance and the REQUIREMENT to obtain an ACCESS PERMIT for the installation/construction of a dri ay "ccess connecting from a Mason County Road, Contact the Mason County Public Works Department prior to construction at Ext 450. X 9) Approved per dimensions and setbacks on submitted site plan. X J BLD2001-00083 Please refer to the following pages for conditions of this permit. 2 of 4 10) All approved plans are required to be on-site for inspection purposes. If an inspection is called for and plans are not available on site, then approval will not be granted. In addition, a re-inspection fee in the amount of$47.00 per hour(minimum 1 hour) will be charged and must be collected by the Building-Qepartment prior to any further inspections being performed or approvals granted. X '0 11) In acicordance with the Uniform Building Code, all sites shall have approved numbers or addresses located in such a position as to be plainly visible and legible from the street or road fronting the property. Mason County Building Department requires that this be completed prior to calling for any site inspections. A re-inspection fee based on rates as adopted by the jurisdiction and the Uniform Building Code will be assessed if the owner and/or contra f�to post the address on site prior to requesting inspections. X 12 This structure is ap proved as un-heated space. If at any time this building is to be used for anything other than what it is approved for, a change of use permi X _111 b_supplied for, reviewed and approved prior to the change. : 13) The "approved" plot plan is required to be on-site for inspection purposes. If an inspection is requested and the "approved" plot plan is not on site, then approval will not be granted. In addition, a re-inspection fee in the amount of$47.00 per hour(minimum 1 hour) will be charged and shall be collected by t uil�ling Department prior to any further inspections being performed or approvals granted. X ==�� 14) This structure is limited to U-1 use only (private garages, carports, sheds, and agricultural buildings.) Any other use will be in violation of the Uniform Building d�and Mason County Regulations unless a "Change of Use" permit is applied for, reviewed and approved. X 15) All construction must meet or exceed all local ordinances and the 1997 Uniform Building Code requirements as adopted and amended by Mason County and the State of Washington. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy would replt in permit revocation. X L 16) Proposed structure or portions thereof wit"n prrojection over 30" in height from grade line, must maintain a 5'separation distance between adjacent structures and that furthest projection. X \�4 ID 17) All changes to"approved" building plans that effect compliance with the Uniform Codes as amended and adopted, or any other Mason County ordinance e�r#qiulation, must be reviewed and approved by Mason County prior to construction. X 18) The construction of the permitted project is subject to inspections by the Mason County Building Department. All construction must be in conformance with the Uniform Codes as amended and adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building Inspe 7 stall be made prior to requesting additional inspections. X 19) All property lines shall be clearly identified at the time of foundation inspection. X IV BLD2001-00083 Please refer to the following pages for conditions of this permit. 3 of 4 20), ' All building permits shall have a final inspection performed and approved by the Mason County Building Department prior to permit expiration. The failure to request a final inspection or to obtain approval will be documented in the legal property records on file with Mason County as being non-compliant with Mason County ordinances and building regulations. X `� r 21) All permits expire 180 days after permit issuance, or 180 days after the last inspection activity is performed. The Building Official may extend the time for action for a period not exceeding 180 days, upon the receipt of a written extension request indicating that circumstances beyond the control of the Xeres holder have prevented action from being taken. No more than one extension may be granted. This permit becomes null and void if work or construction authorized is not commenced within 180 days, or if construction or work is suspended for a period of 180 days at any time after work is commenced. Evidence of continuation of work is a progress inspection within the 180 day period. Final inspection must be approved before buildZ*[ )can be occupied. u OWNER OR AGENT: 4 DATE: BLD2001-00083 Please refer to the following pages for conditions of this permit. 4 of 4 Site Visit and Plan Review corrections — Using 2009 International Residential Code John & Lisa Selfors Garage Revision 5659 E State Route 302 Belfair, WA For; John Selfors 05/09/12 Revision 1: Upon request of the Owner, I conducted a site visit on 5/8/12. The purpose of the site visit was to look at alterations that were made to an existing structure, and determine if the changes were built properly. In general, the structure appears in excellent condition and changes were made in a workmanlike manner and appeared to be well done. However, several items were noticed as needing attention. The cantilevered portion of the deck is longer than would be advisable for the joist size chosen. I have included a drawing of how this may be fixed. Every other joist must be sistered with another new joist. The new joist must extend 1-1/2 times the length of th ntilever back into the carport area. The exisitng beam that supports the deck is also slightly undersized and I am again requiring that the exisitng beam be sistered with 2 2x12's on each side. See attached drawing. The modifications to the lateral force resisting part of the exterior was properly done (6 inch nailing was required). See attached calculations. The last deficiency discussed was the header over the new doorway that will support the ridge beam. This has been sized and must be supporting by.< adequate wall framing all the way down to the foundation. All other elements of framing, beams, shearwalls and supporting foundation meets minimum code requirements for lateral and vertical loading. A_ G�0 0-A L EXPIRES: ? '14/ly George Engineering 13217 130t" Street KPN Gig Harbor, WA 98329 253-857-2252 1-1/2 times Cantilever Cantilever Portion :Existing T&G Decking 6.0000 . . . . . . . . . . . . . . . . . . . VExisting 2x8 Joist New sistered joist installed on every Existing 2x8 Ledger other existing joist New 2x12 sistered onto Nailing shall be existing beam using same Existing Bldg Wall every 3" alternating nailing pattern as for top and bottom sistered portion of joists (typical 2 — both sides) L `S' Q STE IONAL, S� I t7i EXPIRES: 7/14/1 f Vertical Load Capacity of a Stud Wall The following calculation shall be conducted for determining the vertical load capacity of a wood framed wall. The assumed case of a 2x6 wall (studs at 16" on center), sheathed with 7/16" OSB will be considered. Three main factors are addressed: 1) The first relates to the column capacity of a stud in a wood framed wall. Because sheathing is attached to the stud throughout its height, continuous lateral support is provided in the stud's weak direction. Therefore, the column capacity is evaluted by the slenderness ratio about the strong axis (le/dx). 2) The second factor is the bearing capacity of the top and bottom wall plates. Compression perpendicular to the grain of the wall plate must be evaluated. 3) The third factor that must be considered is the beam action of a double top plate. The first two cases will govern if the point load occurs directly over the stud. This case places the load at the midpoint between studs. wall height= 9 ft stud spacing = 16 inches o.c. nominal stud size, 2x 6 actual = 5.5 inches Taken from NDS for 2x6 stud grade: Fc= 900 psi NDS Table 4A Fb = 650 psi NDS Table 4A E = 1400000 psi NDS Table 4A Fcper= 625 psi NDS Table 4A bearing capacity of wall plate CD = 0.9 NDS 4.3.1 CM = 1 NDS 4.3.1 Ct= 1 NDS 4.3.1 CL = 1 NDS 4.3.1 CF = 1 NDS 4.3.1 Cfu = 1.1 NDS 4.3.1 Ci = 1 NDS 4.3.1 Cr= 1.15 NDS 4.3.1 could be 1.15 per NDS 4.3.9 CF = 1 NDS 4.3.1 CT= 1 NDS 4.3.1 Cb = 1 NDS 4.3.1 1) Column Capacity of Stud in a sheathed wall for visually graded lumber: KcE = 0.3 NDS 3.7.1.5 c = 0.8 NDS 3.7.1.5 le/dx = 19.6 E' = 1400000 psi FcE = 1089 psi Fc* = 810 psi FcE/Fc*= 1.345 (1 + (FcE / Fc*))/(2 *c) = 1.465 Cp = (1 + (FcE/ Fc*))/(2 *c) - SORT (((1 + (FcE/ Fc*))/(2 *c)) ^2 - ((FcE/ Fc*) /c)) Cp = 0.782 Fc' = 634 psi 5228 lb 10456 lb for 2 studs 15684 lb for 3 studs 2) Bearing Capacity of Stud in a sheathed wall Fc'per= 625 psi 1 5156 Ib 3) Bending of Top-Plates/Sheathing in a typical wall F'b = 740 psi Stp = 3.301 inA3 assuming double 2x6 top plate; NDS Table 1 B with an efficiency factor of 0.8 M = 2443 in-lb P = 1174 lb For top plates only, considered as a continuous beam FcA= 2500 Ib/ft From ASD, Wood Structural Panels, Table 3.2 OSB adjust 0.9 From ASD, Wood Structural Panels, Table 3.1 FtA= N/A compression governs FcA' = 2250 Ib/ft P = 3000 lb Ptotal = 1174 + 3000 4174 lb Therefore, 3) Bending of Top-Plates/Sheathing in a typical wall governs. Max Allowable Point Load for a stud wall is 4174 lb (for a single stud) Therefore, OK. 1-1/2 times Cantilever----- Cantilever Portion Existing T&G necking 6.0000 Existing 2x8 joist New, sistered joist installed on every Existing 2x8 Ledger other existing joist New 202 sistered onto Nailing shall be exis#irg beam using some Existing Bldg Nail every 3" alternating naling pattern as for top and bottom sistered portion of joists (typical 2 — both sides) xPIRES: 7/14/ As it was during the formation of the fire district in 1945, fire suppression is still the primary mission of Gig Harbor Fire& Medic One. While the fire department has assumed many roles over the years to serve the community, fire suppression remains our core mission. In spite of the evolution of fire service technology, firefighting is still a dangerous and labor intensive endeavor. Gig Harbor Fire& Medic One is proud to have an impeccably maintained fleet of fire apparatus that is strategically placed to provide a quick response for our community. Our response is provided 24 hours a day, 7 days a week by a combination of career and volunteer responders. Our career members staff 5 stations with a minimum of 17 people on duty. From those stations we provide service with 5 engine companies,3 medic units and 1 battalion chief. One of the engine companies is responsible to cross staff a heavy rescue vehicle for motor vehicle accidents and other special rescue incidents. These units provide our guaranteed response to all areas of the district. Our volunteer staff is responsible to respond 4 engines,3 water tenders and 1 rehab unit from 4 of our stations that are staffed on a part time basis. These units provide first response in their station areas and support fire suppression activities across the district when available. Our fire suppression mission is to provide a rapid response and quick attack to keep fires small.We believe this approach to our mission will limit the risk of loss of life and property to hostile fire events in our community. r r Site Visit and Plan Review corrections — Using 2009 International Residential Code John & Lisa Selfors Garage Revision 5659 E State Route 302 Belfair, WA For; John Selfors 05/21/12 Clarifications: Loading conditions on the footings and stem walls has not changed as a result of the recent alteration. And therefore, the footings and stem walls are adequately sized and appropriately installed. The point load caused by the column supporting the roof truss was also in the original design and, as above, the loading conditions have not changed. Therefore, the thickened floor section and interior footing are adequately sized and appropriately installed. Footings for the columns supporting the deck shall be 2'x2'x10"with 2#4 rebar each way (as was drawn by the official as a correction to the plan set). This footing size will be adequate. The walls (both interior and exterior) for this structure are adequately sized and appropriately constructed to handled the anticipated loads (see attached calculations, original engineering, and previous corrections for detailed calculations). As stated previously, all other elements of framing, beams, shearwalls and supporting foundation meets minimum code requirements for lateral and vertical loading. A• G� � x i TER% / I0NAL S EXPIRE: 7/14/ 1 George Engineering 13217 130th Street KPN Gig Harbor, WA 98329 253-857-2252 L/ZUUZ ue:i3 1-AA JUU 4Z7 7796 HAsoIN CO +PERMIT CTR rmo02 Request To Revise An Approved Plan 1/ f I Permit umber: BLD200 ( - ppt7� 3 Name � VL✓1 � `� Parcel Number 7 Zla _-/ 4,t /9 o 02 Phone NumberProject ddress & �-'F Mailing ddress 0. a 1 ,)A Vaj, W Q �3 z q Please provide a complete, detailed escription of the proposed revisions to the approved plans: QQ rL/ leT�of r d /ZJ Sex vuo . j Qc�r� i —I� o Are the sit building plans, approved by Mason '�punty, i included with this application? (3/Yes O No Are two se Is of the revised plans or addendum indicating the changes included? R Yes 0 No Are the revisions clearly and accurately identified on the plans or addendum? D'yes 0 No Does the plan contain an engineer's or architect's lateral or vertical analysis? Q'Ycs 0 No If 1 es, Has the engineer or architect approved this revision? E' yes 0 No Is a stamped and signed approval included with this request? 2'Yes a No (Note:No scrui fora)clt ant.et in:an�nginecred plan wiU be approved vnthout the written eonstill of the engineer or architect of're rd.) Does the pr--)posed revision modify the footprint or location of the structure? El Yes Colo If Vies, Is a revised site plan, drawn to scale, included with this request? :� Yes 0 No �Jt Lk� raf—f�)Ora-- 71-0 le—&Y-4� Additional Lormation: Q O -:r re ✓ n r P 5 .2a o Applicant's signa/turee Date S-tea-ate Received Ey. girt:_ Fo and to a arunetus indicated below: A rovar/Date Original Valuation: Bu"din 7j (� 3 L l itiottal Valuation: a{IZ3� Sq Ft s I (t�'- Plannin� j .�.. [ $q Fr c R/yl Ettviror�rttental Health r Total tYcw Vafu:rifont r Ll Public�orks Additional Fees: Addiuottal Phil Review Additional Gpntiiliotts 1 Cottunems: AddiurnuJ Bu[td(ng Pumit ` Additional Plumbing Additional Mecll;u cal Outer � Total Amount Due: S \ O � 1 0 RECEIVEd t a 426 W. CECAR ST. �Ln 110� t< 'S�WI�N"T . — — — — .,.� � Con�hr►vrti � � � T �)t,>L 11 SZ VNs � a - a I Qt�y t�4{AC.� 3Yz 60A 2u5-z> mot. 1 � r A PROVED MASON CO NTY DCD PLANNING SITE PLAN R QUIRED TO BE ON SITE aov, CHANGES UBJET TO APPROVAL Alf By Date S do(v 4 F /-6 0VAY 3oz. MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT WSEC/ VIAQ Compliance Application Owner: 9 01,j S Telephone::�53-2 Z 5-48 7 Parcel#: Type of project ( ) New Residence ( ) Addition ( ) Remodel tk Total Sq. Ft. 1S Floor : On(, p, 2" floor: Heated Basement: of heated area:: T� Heating System Type: Grtlectric wall heater O Electric Central Furnace O LPG Furnace O Heat Pump with electric furnac , O Heat pump with gas furnace O Boiler, specify fuel type: ©'Other: S ecif Glazing I � Prescriptive Option see reverse side circle one: i II IV Percentage: Compliance Method O Component Performance , Chapter 5— Calculation worksheets required Check one:: O Systems analysis, Chapter 4 A Whole House Ventilation system O Whole House Ventilation using a Heat Ventilation using exhaust fans&window or wall fresh air Recovery Ventilation System (VIAQ 303.4.4) System vents (VIAQ 303.4.1) Check one O Whole House Ventilation Integrated O Whole House Ventilation using an inline with a Forced Air System (VIAQ 303.4.2) supply fan. VIAQ 303.4.3) Window & Door Schedule (If needed, attach an additional sheet) Total Manufacturer Room/location U-Factor Size Quantity Square Feet Windows: MILUA-R-.6 cj4'VV1tA c� ooHA • 3 5� "t -f I & I— IVIri .4 I X y /2 LI v i CIOM 3'x '9 ' a /2 Windows: Total Sq. ft. to `f Doors: i"1L619?e-J L i✓106 odat ' Zo 6 ' -�„ Ali JeI o .3 Doors: Total Sq. Ft 4 0 Total window and door area qV Joq Total window & door area (divided by)total sq.ft of heated area 9 1( = IL %of glazing JLXJ "wcm bid. "!AP 16 2012 March 14, 2012 MASON COUNTY Mason County Building Dept . Attention; Debbera Coker Debbera; I am submitting plans for a deck/carport addition to my accessory dwelling located at 5659 East State Rte 302, Belfair, Wa. I have been working on the dwelling since our last conversation and will be contacting you shortly with an inspection request. I will be requesting a framing inspecting for the carport and A. D.U. I 'm looking forward to completing this project and I appreciate your assistance/patience with this matter. If you have any questions please call my cell 253-225-4873 . yinre SelfoYs ACC.Zo 00034 I222g - qq q'DOZq v h D o�- -pro y i+ f:t2 inch aim' �rayi;rlr*�Qy ropo ao 0 — _ v ✓tad - fil_oo I �� _ ---_ �9or� coa MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Mason County Bldg. III, 426 West Cedar Street - PO Box 186, Shelton, WA 98584 1854 www.co.mason.wa.us (360)427-9670 Belfair(360)275-4467 Elma(360)482-5269 AiL R r(IVED A06 N V ICY John and Lisa Selfors 426 W. CEDAR SYe June 12, 2008 PO BOX 644 VAUGHN WA 98394-0644 RE: Mason County Building Permit(s): BLD2001-00083 Site Address: 5659 E STATE ROUTE 302 BELFAIR Parcel: 122284490024 To Whom It May Concern: Permit BLD2001-00083 was applied for by John Selfors, to construct a garage on January 26, 2001. The permit was placed on hold status on July, 7 2002, by the Building Department, as more information was required for a revision submitted July 5, 2002. A letter was sent on July 7, 2002 requesting more information for the revised building plans. There has been no information recieved to satisfy these requirments. A courtesy progress inspection was then conducted on October 4, 2005. The permit has since expired due to lack of information and activity. This notice is to inform you that information is still needed to complete the revision and to continue the permit process. As requested from the letter sent in 2002 the following information is still needed: 1. Floor plans for the upper and lower floor 2. Locations of point loads 3. Documentation confirming calculations from the engineer 4. Framing details for upper floor deck \` �- 5. Washington State Energy Code information if going to be heated 6. Necessary calculations if poles are to be greater that 10 feet in height. There will also be fee's required at the time of submission for the plan review of the revision and for the added square footage to the structure. Please contact the building department with the necessary information within 30 days this notice or an enforcment case will be started, violation fees will be added, and a "Do Not Occupy" posting will placed on the structure. For all furthur inspections a $68 fee will be due prior to each individual site visit. Attatched is a copy of the permit history, return of your payment for$64 which has a numerical and scriptural conflict, and a copy of the letter sent in 2002. Please respond to me within 30 days regarding your response to this notic I can be reached at (360)427-9670 ext 280. Sincerely, Bryan Adams i?- Mason County Bui Ing Department 4 Floor Span Tables Trus Joist• TJI®Joist Specifier's Guide 2025•March 2004 Not all products are available in all L/480 Live Load Deflection markets.Contact your Trus Joist TJI®Depth 40 PSF Live Load/10 PSF Dead Load 40 PSF Live Load/20 PSF Dead Load — ---- - ---_— -- - - representative for information. p 12 O.C. 16 .c. 19.2"o.c. 24"o.c. 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. 110 16'-5" 15'-0" 14'-2" 13-2' 16-5" 15'-0" 13'-11" 12'-5" L�{ 1/� g1 • 17'-3' -9"_ 14-10" 13-10' 17'-3" _ 15 9" 14-10" 13'-8" - - 230 17'-8" 16'-2" 15'-3" 14'-2" 17'-8" 16'-2" 15'-3" 14'-2" 1s/ 110 19 6" 17-10" 16-10" 15 5"0) 19 6" 17'-3" 15 8' 14 0"(1) 210 20 6"- 18-8" 17'-8' 16-5" 20'-6" 18'-8" 17 3' 15-5"(1) 91/2" 1111" 230 21 -0" 19-2" 18'-1' 16'-10" 21-0' 144 18 1' 16-3-0)_ 117/8" 360 22-11" 20'-11" 19'-8" 18-4 22 11" 20'-11" 19'-8" 17'-10"(1) 14" 560 26-1" 23'-8" 22'-4' 20'-9" 26'-1" 23'-8" 22'-4" 20'40) 110 22'-2" 20'-3" _ 18'-91— 1640)_ 21'-8" 18'-9" 17'-1"(1) 14'-711) 210 23-3" 21'-3" 20'-0" 18'-4"(1) 23'-3" 20'-7" 18'40) 16-2'(1) TJI®110 joists 14" 230 21-10' 21'-9"_ 20'-6" 19'-1" 23'-10" 21'-8" 19'4 V-111) 360 26'-0" 23'-8" 22'-4' 20'40) 26'-0' 23'-8" 22'4"0) 17'-10'(1) 560 29'-6" 26-10" 25'-4" 23'-6" 29'4" 26'-1r 25'40) 20'-11"(1) 210 25'-9" 23'-6" 22'40) 19'-5'(1) 25'-5' 22'40) 20'-1"(1) 16'-2"(1) �� 21Ae" 16„ 230 26-5" 24-1" 22'-9' 20-7'(1) 26'-5" 23'-2" _ 21'-2"(1) 17'-1'(1) 360 28-9" 26-3" 24'-8"(1) 21 -5"(1) 26'-9" 26'-3'(1) 22'-4"(1) 17'-10"(1) 13/8" 560 32-8" 29'-8" 28'-0" 25'-2"(1) 32'-8" 29'-8" 26'-3"(1) 20'-11"(1) L/360 Live Load Deflection (Minimum Criteria per Code) 117/a" 40 PSF Live Load/10 PSF Dead Load 40 PSF Live Load/20 PSF Dead Load W' Depth TO -- - 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. 110 18-2" 16-7 15-3" 13' 8" 17'-8" 15'-3" 13'-11' 12'-5" 91h.. 210 19-1" 17'-5" 16-6" 15'-0" 19'-1" 16'-9" 15'-4' 13'-8" 230 19-7" 7-11" 16-11" 15-9" 19'-7" 17'-8' 16'-l" 14'-5' TJI®210 joists 110 21 -7" 18'-11" 17-3 15-5'(1) 19'-11" 17'-3" 15'-8" 14'4(1) 210 22'-8" 20'4' 18-1 1" 16'-10" 21'-10" 18'-11"_ 17'-3" 15'-511) 117A" 230 23-3' 21'-3" 19-11' 17-9" 23W 19'-11" 18'-2" 16-3"0) �25Ao __360 25-4" 23'-2"_ 21'-10"- 20'44 0 25'-4" 23'-2" 21'-16"nl 17'-10"(1) 560 28'-10' 26'-3" 24'-9' 23'-0' 28'-16"-- 26'-3" 24-9" 20'-11'(1) 110 23-9 20'-6" 18'-9" 16'40) 21'-8" 18'-9" 17'-111) 14'-7"0) 210 25'-8" 22'-6" 20'-7" 18'40) 23'-9' 20'-7" 18'-911) 16'-2"(1) — - 14" 230 26-4" 23'-9' 21'-8" 19'-4"(1) 25'-9" 21'-8"_ _- 19'-9' 17'-1"(1) 3/81, 117/8" 360 28-9' 26'-3' 24'40) 21 5(1) 28'-9" 26'-3"nl 22'-411) 17 10"(1) 14" 560 32'-8" 29'9' 28-4 25-2"(1) 32'-8" 29'-9" 26'.3Ytl 20 11'0) 16" 210 27'-10" 24'-l" 22'40) 19'-5"(1) 25'-5" 22'40) 20'-111) 16'-211) — - --20-- -------- - 16" 230_ 29'-2" 25'-5" 23'-2" 20'-711) 26 26'-9" 23'-2' 21'-2"(1) 17'-1"(1) 366 31'-10" 29'-0' 26'-10"(1) 21'-511) 31'-nr 26'-16"nl 22'4.0) 17'-10'(1) TJI®230joists 560 36-1" 32'-11" 31'-0'(1) --25'-211) 36'-1' 31'-8"nl 26'-311) 20'-11'(1) Long term deflection under dead load,which includes the effect of creep,has not been considered.Bold italic spans reflect initial dead load deflection exceeding 0.33". 1 25�6 (1)Web stiffeners are required at intermediate supports of continuous span joists when the intermediate bearing length is L less than 5%'and the span on either side of the intermediate bearing is greater than the following spans: 13/81, TAID 40 PSF Live Load/10 PSF Dead Load 40 PSF Live Load/20 PS_F Dead Load _ 1— 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. 117/8" 110 N.A. _ N.A. _ N.A. 15'-4" N.A. N.A. 16'-0' 12'-9" 3/8" 14" 210 _ N.A. N.A. -_ 21'4' 17'-0' N.A. 21'4" 1 17'-9' 14'-2" 16" 230 N.A. N.A. N.A. 19'-2' N.A. N.A 19'-11" 15'-1 1" 360 - N.A. - N.A. 24'-5" 19-6' N.A. 24-5` 20'-4" 16'-3" 560 N.A. N.A. 29-10' 23-10` N.A. 29-10' 24-10" 19'-10" TJI®360 joists How to Use These Tables General Notes 1. Determine the appropriate live load deflection Tables are based on: 31/2 criteria. -Uniform loads. 2. Identify the live and dead load condition. -More restrictive of simple or continuous span. 13/8° 3. Select on-center spacing. -Clear distance between supports(1s/a"minimum F_ 4. Scan down the column until you meet or exceed the end bearing). span of your application. Assumed composite action with a single layer of 24" 7/16 14 5. Select TJI®joist and depth. on-center span-rated,glue-nailed floor panels for 16" - deflection only.Spans shall be reduced 6"when floor panels are nailed only. Live load deflection is not the only factor that ® affects how a floor will perform. Spans generated from Trus Joist software may TJI 560 joists To more accurately predict floor performance, exceed the spans shown in these tables because use our TJ-Pro'"'Rating system. software reflects actual design conditions. • For loading conditions not shown, refer to software or to load tables on page 15. IP10Mason County Dept. of Community Development Mason County Bldg. 3 426 W. Cedar P.O. Box 186 (360)427-9670 Local (360) 482-5269 Elma Shelton, WA 98584 (360) 275-4467 Belfair Notice to Obtain Final Inspection December 24, 2007 JOHN SELFORS P.O. BOX 644 VAUGHN WA 98394 Case No.: BLD2001-00083 Parcel No.: 122284490024 Proiect Description: GARAGE The Mason County Department of Community Development is currently reviewing all permits that are expired and have not been approved for occupancy and use. Pursuant to Mason County Code, Title 14 Building and Construction, a permit and final inspection for this type of activity is required under the 2006 International Building Code or the code your permit was issued and your property is currently in violation status of occupancy and use. Please contact our office to make the necessary arrangements 21 days from the date of this letter. Failure to contact our office to make the necessary scheduled inspections will result in enforcement actions. To bring your site into compliance, you must schedule an inspection. One (1) $64.00 site investigation fee will need to be paid prior to inspection along with any outstanding fees currently due on your building permit. For every inspection required after that, you will be charged $64.00 again, per inspection until final inspection and conditions are met. To schedule an inspection, please call (360) 427-9670 ext. 262. If you should have any questions regarding this notification, please contact me at (360) 427-9670 ext 359. Sincerely, �t Terry Ryan--- Mason County Department of Community Development Cc: Property File December 24, 2007 BLD2001-00083 r MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Permit Processing/Inspections/Addressing Mason County Bldg. III 426 W.Cedar P.O.Box 186 Shelton,WA 98584 (360) 427-9670 Belfair (360) 275-4467 Elma (360) 482-5269 Seattle (206) 464-6968 July 5, 2002 John Selfors PO 644 Vaughn, WA 98329 Re: BLD2001-00083 Dear Selfors, Thank you for submitting revisions to the building permit application referenced above. In order to complete the building department review additional information will be needed which is listed below. When you have compiled the requested information please submit it to the Mason County Building Department, attention D. Coker. PLAN REVIEW REQUIREMENT COMMENTS: 1. The request is for a second story addition to the garage. Please provide a floor plan for both the upper and lower floor showing the use of all rooms. Also indicate interior braced wall panels where braced wall lines are greater than 34-feet and show point loads for the roof beam and floor beam. The calculations submitted indicate that the roof beam will span not more than 22-feet and the floor beam will span not more than 18-feet. 2. Provide a revised foundation plan showing location and size of thickened footing(s) needed from point loads above. 3. The calculation submitted for a 6x 16-glulam beam, fb 1600, indicates that the tributary area is 504 plf. The load used to calculate the tributary area was 36 plf however the total floor load listed on page 8 of 9 of the notes provided by Mr. Glen George indicate 50 psf. Using 50 plf and a 14-foot tributary area imposed on the proposed beam,the load will equal 700 plf. Based upon the table submitted with the calculations the allowable load that can be imposed on the glulam beam with an 18-foot span is 646 plf. Please arrange to submit calculations identifying the correct load for the glulam beam, supporting the proposal. ALSO, I am not familiar with the glulam dimensions specified. Please provide information from the manufacturer indicating the allowable loads, shear value, etc. for ALL glulam beams proposed. 4. Please provide step and deck framing for the upper floor exit. 5. It is not clear that the columns supporting the floor beam will be 10-feet or less. If the post exceeds 10-feet in height provide a calculation for the column. 6. Will the structure be heated? Heated spaces must comply to the 2001 Washington State Energy Code and Ventilation and Indoor Air Quality Code. A compliance form is enclosed. Design criteria for proposed project: Snow load: 25 psf Wind load: 80 mph, exp "C" Seismic zone: 3 If you have questions please contact me at (360) 427-9670 ext. 510. Sincerely, eb era Coker as County Building Department Plans Examiner Word/01-00083 cc: property file George Engineering, 13217 130`h Street KPN, Gig Harbor, WA 98329 encl: WSEC Compliance Form VJ/ 4L/ &V 4 --AV !-nA - - II- . 1-1 IV &LUJAA1 1.11 y.J VVL Request To Revise An Approved Plan Permit Number: BLD200 I -_p 0 o ob 3 Name 1A 3l� Parcel Number IZZt4, / 4� /god2 Phone Number �7{ S3 ) -a=1� &i = << enneCf•- Project Address 5 io 5 S--r 9k Mailing ddress P a I 3aZ 6e �i t r w� �i 85Z� \OC�.t L W A � Z 1 J Please pro ride a complete, detailed a roved plans: '-r ch n t 5. w,4 P . Q�uj Are the sits building plans,approved by Mason Ctpunty, included with this application? CKYes ❑No i Are two s s of the revised plans or addendum indicating the changes included? Cd'`Yes 0 No Are the rc 'sions clearly and accurately identified on the plans or addendum? B'Yes 0 No Does the pan contain an engineer's or architect's lateral or vertical analysis? ayes 0 No If es, Has the engineer or architect approved this revision? O"Yes 0 No Is Jastarnped and signed approval included with this request? O'Yes 0 No (Notc:No stru rural changes to an enginccred plan will be approved without the written consent of the engineer or architect of record.) Does the p posed revision modify the footprint or location of the structure? El Yes Colo If hies, is a revised site plan, drawn to scale, included with this request? Yes C No Additional Information: Applicant's signature Date: S- ;2,-0.1Z Received by: Data: Forward to de arunents indicatcd below: A roval/Date Original Valuation: 0 Build4 Additional Valuation. Plannin� Sq Ft Scl Ft D? Environmental Health Total New Valuation: Public�Norks Additional Fees: Additional Platt Review Additional Cpnditims/Conunents- Additional Building Pertnit II Additional Plumbing Additional Mecluitical Other Total Amount Due: S RECEIVED i Jtii- u 7002 426 W. CEDAR ST. 1 r"�i 5As Ts nod FA x ;FAa lip 40.4 „F�p r�o,ruS y.,� d t+vepuro sMcyu,ry s i, yu4 Vol»NeZavp 4-6-7 S• ' J1�9A la �►,L r�-0�a1�N7 K,t� I .t 00 a 8 x 8 A OOP( i '�'�..°1/ �di'?N v�w7 3n79,h/� �/�l9 -a!?►�d3M ►nw1 sA�h �zZ x�g► ,�7 t;.L lee - - x � _ � U rR A rm = �* b r � � x r b �-1y� any� Oy x gl x r•� �- �wn f oo� c++a»u4wo9 -� J 9�,AI-�sdl1 .tsy►+IS 3 cono�u� . oa ot4 ag�- S All 140151n j jFy 5 XJA13 ppILI ,.ail 70 O J / ems` 7I M� V O �ued tit— •� �'i,Z ,�hZ° u Diu 7'd�s' y'p� - % o o. U v r . r� 0 44 ,,,js IF a 2� �q "• � Q p-A V t PP f . a ,• �'gyp' Z w .�� ,1 A� �y f - o Gl r a ,.yt.. �YiC.s�cn! ?�•L� C.ti'ttnKdc - "-.s �1 O.G � y ��re l r s"o.e , �ltrt►c�c r g flv�!�►►,fix/ C p h'h n µ G wS •th�v�k owl" ��fs� see Co►,ISnvMO.$ � A Oft 64 b PADS-►- -0-0S V, � w "X � t�� Fhr ►�� �^ zz , Seems - - pet u o' n -- — Dtol �•,x ice„ Dbl a'f'K F pbl u t2'` Jot s �S PLAN REVISION CHECK — USING 1997 UBC Selfors Garage Revision PO Box 644 Vaughn, WA 98329 For; John Selfors �s�oz G STMNAL EXPIRES: 7/14/03 George Engineering 13217 130th Street KPN Gig Harbor, WA 98329 253-857-2252 2 Job # 10206 Scope of work: Perform check of structu alysis of major structural elements for a plan revision of small light framed wood structure. Is Building unusual in shape IAW UBC 2320.5.4? 2320.5.4.1 Braced wall panels are in one plane vertically from foundation to upper story. 2320.5.4.2 Floor and roof is laterally supported by braced wall lines on all edges. 2320.5.4.3 The ends of the required braced wall panels do not extend more than one foot over an opening in the wall below. 2320.5.4.4 No openings in a floor or roof exceeds the lesser of 12 feet or 50% of the least floor/roof dimension. 23205.4.5 No portions of a floor level are vertically offset such that framing members on either side cannot be lapped or tied together. 2320.5.4.6 Braced Wall lines do occur in two perpendicular directions. Building is NOT unusual in shape. Therefore, design by UBC 2320 will suffice. Wind controls by inspection, Basic Wind Speed is less than 80 mph, Building is constructed in Seismic Zone 3, Therefore, Braced Wall Lines shall be spaced not to exceed 25 feet on center in both the longitudinal and transverse directions in each story. Braced Wall Panels (BWPs) shall start not more than eight feet from each end of a Braced Wall Line. BWPs shall be bolted to the foundation IAW UBC 1806.6, and shall be secured to the framing above IAW UBC Table 23-II-B-1. BWPs shall be constructed IAW UBC 2320.11.3 as follows: By owners request BPWs shall be constructed of structural OSB, therefore: 7/16"APA rated OSB with exterior rated glue shall be used Minimum length of BWP shall be 48". Fasten with 8D nails @ 6" o.c. for edges, 12" o.c. for field. Where joists are perpendicular to BWPs,blocking shall be provided. BWPs on the first story of a two-story structure shall be greater than 25% of building length. A 3 Job # 10206 Where BWPs are not possible, it shall be replaced with an Alternate Braced Wall Panel (ABWP). ABWPs shall be constructed IAW UBC 2320.11.4 as follows: ABWPs in this project occur in the first story of the two-story structure, therefore: 7/16"plywood, exterior rated, applied to BOTH sides. Minimum length of ABPW shall be 2'-8". Double studs shall be installed at each end of each ABWP. Fasten with 8D nails @ 6"o.c. for edges, 12" o.c. for field. Install three '/z"anchors (see UBC 1806.6) @ 115 points. Install two tie-down devices (one on each double stud assembly)with uplift capacity of not less than 3000 pounds each. Il�5 .r.�rwtrj -rtiq�+ prod , y�s 211u0 YV 171 a �'°•b �J�OOAV dUy o)r A' ,�, Jr -, t-pew '-"a-19"1 g r+ a L+ALA r� K� U I i t i O 1 f 44 774 rJfr"-{, Ills �T t> a ,* � s VH 9 .411 -9A1ol ' IF j / �d e(aq o9 x � � z � ►" jp � z a r* b r � � � r b b N ��� sdn �►r�+�S 's conopu�MQ v uo�st 5aa.+�3� •��PN dy / � l��'� '^ /C !/S(r/O7 �� s n f+' N11 I t �M CA, 4oa,, r.1S v �,,o +Zh1h z��b 2 If I L I IN, Iq h *' ' X WaoVw„41r it to olo Z j j LL- I I v r . E 0 -,d-04h4F 5v � , Selfors Garage Revision Job# 10206 By: Glen George 6/3/2002 8of9 ROOF LOADS: FLOOR LOADS: ROOFING 3 PSF FLOORING 1 PSF PLYWOOD 1.5 PLYWOOD 2 FRAMING 3 FRAMING 2.5 INSUL 1.5 INSUL 1 CEILING 2.5 CEILING 2.5 MISC 1 MISC 1 ROOF DL 15 FLOOR DL 10 ROOF ILL 25 FLOOR ILL 40 ROOF TL 40 PSF FLOOR TL 50 PSF 1 6 X 8 DOOR & WINDOW HEADERS Door and window headers OK by inspection OK 2 DOUBLE 2X12 HIP MASTERS Double 2 x 12 hip masters and Purlins OK by inspection OK 3 2X12 JOISTS (roof joists) IAW UBC Table 23-IV-R-3 The allowed span of 2 x 12 No.2 (or better) rafters on 24" centers is 16 feet 6 inches. Rafter actual span is 16 feet (projected span is 14 feet). OK 4 9-1/2" TGI JOISTS (floor joists) IAW Maufacturer's data for the TGI Floor Joists, a 9-1/2" Joist on 24" centers can span 15 feet Joist actual span is 14 feet. OK 5 . Span = _ = 1600 a Tw= 7 Fv = 170'1.00 = 170 w= 665 OK A= 5.375*17.25 = 92.72 o� 5.375*17.25*17.25 ao S= 6 = 266.6 (Floor TL+Roof TL + Wall TL) ' Tw " Span ' Span Mmax = 8 = 26933 Mmax *12 Fb = S = 1212 OK 1.5 ' Floor TL ' Tw '(Span/2 -0.7) Fv = A = 46.71 0K Selfors Garage Revision Job#10206 By: Glen George 6/3/2002 9 of 9 6 _ ER small garage door Span = 8 - 1600*1.00 = 1600 Tw= 7 Fv= 170*1.00 = 170 w= 665 OK A= 5.375*11.25 = 60.47 5.375*11.25*11.25 S= 6 = 113.4 T q (Floor TL+Roof TL+Wall TO *Tw* Span * Span Mmax= 8 = 5320 a Mmax *12 Fb = S = 563.1 OK 1.5 * (Floor TL+Roof TL+Wall TL) *Tw*(Span/2 -0.75) Fv= A = 53.61 OK 7 6X16 GLULAM (roof ridge) S ax = Fb = 1600*1.15 = 1840 Tw= Fv= 170*1.15 = 195.5 O w= 486 OK A= 5.375*15.25 = 81.97 5.375*15.25*15.25 t S= 6 = 208.3 G Trib Area = Tw*L= 14*36 = •504 LL Reduce= .06*(Trib Area-150) = 21.2% Roof LLR = 19.69 Roof TLR = 34.69 '-nP Roof TLR * Tw* Span * Span Mmax= 8 = 29382 Mmax *12 Fb= S = 1692 OK 1.5 * Roof TLR * Tw*(Span/2 -0.75) Fv= A = 91 OK 8 6X16 GLULAM 2nd story fluor Fb = 1600*1.00 = 1600 Tw- Fv= 170*1.00 = 170 Q w= 642 OK A= 5.375*15.25 = 81.97 5.375*15.25*15.25 fi Iv S= 6 = 208.3 6 Trib Area = Tw*L= 14*i6 - 504 LL Reduce= .08*(Trib Are ) 28.3% Floor LLR = 35.84 Floor TLR = 45.84 Floor TLR * Tw* Span * Span Mmax= 8 = 25991 J' Mmax *12 Fb = S = 1497.1 OK 1.5 * Floor TLR * Tw* San/2 -0.75 Fv= A = 97 OK Live Load = 40 psf Dead Load = 10 psf (12 psf @ SJ-550) LL Defl = L/480 Joist Joist Simple Span I Multiple Span Series" Depth 9 1/2" 16'- 4" 14'-11" 14'-2" 13'- 0" 17'-1 0" 16'- 0" 14'-7" 13'- 0" SJ-120 11 7/8" 19'- 6" 17'-10" 16'- 9" 16- 0" 21'-3" 18'-5" 16'-3" 13'- 0" 9 1/2" 17'- 1" 15'- 8" 14'-10" 13'-11" 18'- 9" 17'- 1" 16'-2" 15' 0" y , SJ-150W 11 7/8" 20'- 6" 18'-9" 17'- 9" 16'- 7" 22'-5" 20'-6" 19'-5" 15- 6" 14" 23'-3" 21'-3" 20'- 1" 181- 9" 25-5" 23- 3" 19'-5" 15- 6" 9 1/2" 17'-1 0" 16-4" 15- 5" 14'- 5" 19'- 6" 17'-1 0" 16-10" 15- 9" 11 7/8" 21'-4" 19'-6" 18'-5" 17'- 3" 23'-4" 21'-4" 20'- 1" 16'- 9" SJ-250W 14" 24'- 4" 22'-3" 21'- 0" 19'- 8" 26'- 7" 24'-4" 21'- 0" 16'- 9" 16" 27'- 0" 24'-8" 23'-4" 20'- 2" 29'-7" 25-3" 21'- 0" 16'- 9" 11 7/8" 23'- 1" 21'- 1" 191-11" 18'- 7" 25-3" 23'-0" 21'-9" 19'- 9" 14" 26'- 2" 23'-10" 22'- 6" 21'- 0" 28'- 7" 26'- 1" 24'- 7" 191- 9" SJ-350 16" 29'- 0" 26'-6" 25'-0" 23'- 1" 31'- 9" 28'-11" 24'-9" 19'- 9" 18" 31'- 8" 28'-10" 27'-2" 23'- 1" 34'-7" 29'-9" 24'-9" 19'- 9" 20" 34'- 4" 31'-4" 28'-10" 23'- 1" 36'-0" 29'- 9" 24'-9" 191- 9" 11 7/8" 25- 7" 23'-4" 22'-0" 20'- 6" 28'- 0" 25-6" 24'-0" 22'-4" 14" 29'-1" 26'-6" 24'-11" 23'- 3" 31'-1 0" 28'-11" 27'-3" 25'-5" SJ-550 16" 32'- 3" 29'-4" 27'-8" 25'- 9" 35-3" 32'- 1" 30'-2" 25- 9" 18" 35'- 3" 32'- 1" 30'-3" 26'- 9" 36'-0" 35- 1" 32'-3" 25'- 9" 20" 36'- 0" 34'-9" 32'-9" 26'-9" 36-0- 36- 0- 32'-3" 25'- 9" Simple Span Multiple Span Clear Span Clear Span All spans shown are based on: • Typical residential loading as shown. Clear distance between supports.Outermost spans in multiple span applications shall be at least 40% • "Maximum spans"for typical industry live load of adjacent span. deflection limits of L/480. Design, construction and end-use factors should be considered in 1 3/4"minimum bearing without web stiffeners at determining"recommended spans"for all Struc- StrucJoist ends.3 1/2" minimum bearing at in- Joist applications. terior locations without web stiffeners. • Glue-nailed sheathing with adhesive conforming Multiple Span Table assumes lateral support of to American Plywood Association Specification bottom flanges. AFG-01. Longer spans may be permitted for specific multiple span applications when confirmed by E-Z Calc Design Calculations. Rosboro RMT: Allowable Uniform Floor Loads (LDF = 1.00) Douglas Fir Allowable Loads(in lbs.per linear ft.) RMT Member Member Clear Spans(ft) Size Grade 6 8 10 12 14 16 18 20 22 24 26 28 30 4Inch S.S. - - - - - - - - - - - - - 4 X 6 No.1 - - - - - - - - - - - - - Pounds per No.2 Lineal Foot S.S. 1107 611 313 181 114 76 54 - - - - - - 4 X 8 No.1 738 415 266 162 102 68 48 - - - - - - No.2 664 374 239 152 96 64 45 - - - - -S.S. 1664 936 599 376 237 159 111 81 61 47 - -010 10 No.1 1109 624 399 277 204 142 100 73 55 42 - - - No.2 998 562 359 250 183 134 94 68 51 - - -S.S. 2256 1269 812 564 414 285 200 146 110 85 67 53 43 4 X 12 No.1 1504 846 541 376 276 211 167 131 98 76 60 48 - No.2 1354 761 487 338 249 190 150 122 92 71 56 45 - S.S. 2845 1600 1024 711 523 400 316 239 179 138 109 87 71 4 X 14 No.1 1897 1067 683 474 348 267 211 171 141 119 97 78 63 No.2 1707 960 614 427 314 240 190 154 127 107 91 73 60 S.S. 3788 2120 1357 942 692 530 419 339 273 211 166 133 108 4 X 16 No.1 2512 1413 904 628 461 353 279 226 187 157 134 115 96 No.2 2261 1272 814 565 415 318 251 203 168 141 120 104 90 S.S. 4822 2712 1736 1205 886 678 536 434 359 301 240 192 158 4 X 18 No.1 3214 1808 1157 804 590 452 357 289 239 201 171 148 129 No.2 2893 1627 1041 723 531 407 321 260 215 181 154 133 116 S.S. 753 345 177 102 64 43 - - - - - - - RMT 6 X 6 No.1 602 339 177 102 64 43 - - - - - - - 6 Inch No.2 376 212 135 83 52 - - - - - - - - SS. 1308 736 405 234 147 99 69 51 - - - - - Pounds per 6 X 8 No.1 1046 589 377 234 147 99 69 51 - - - - - No.2 654 368 235 163 120 80 56 41 - - - - - Lineal Foot S.S. 2271 1277 818 486 306 205 144 105 79 61 48 - - 6 WO No.1 1916 1078 690 479 306 205 144 105 79 61 48 - - No.2 1242 699 447 311 228 167 117 85 64 49 - - - SS. 3359 ;= 12W 840 551 369 259 189 142 109 86 69 56 6 X 12 No.1 2834 1594 1020 709 521 369 259 189 142 109 86 69 56 No.2 1837 1033 661 459 337 258 204 154 115 89 70 56 45 S.S. 4660 2621 1678 1165 856 603 423 309 232 179 141 113 91 6 X 14 No.1 3932 2212 1415 983 722 553 423 309 232 179 141 113 91 No.2 2548 1433 917 637 468 358 283 229 188 145 114 91 74 14 x 50^ S.S. 6173 3472 2222 1543 1134 868 46 471 354 272 214 172 139 6 X 16 No.1 5208 2930 1875 1302 957 732 579 469 354 272 214 172 139 7.� No.2 3376 1899 1215 844 620 475 375 304 251 211 174 139 113 \\ S.S. 7898 4443 2843 1975 1451 1111 s' 681 512 394 310 248 202 o�1 6 X 18 No.1 6664 3749 2399 1666 1224 937 600 496 394 310 248 202 No.2 4319 2430 1555 1080 793 607 480 389 321 270 230 198 164 1 Rosboro RMT: Allowable Uniform Floor Loads (LDF = 1.00) Douglas Fir Allowable Loads(in lbs.per linear ft.) RMT Member?Grade ember Clear Spans(ft) Size 1 6 8 10 12 14 16 18 20 22 24 26 28 30 8 Inch S.S. 1795 1010 555 321 202 136 95 69 52 40 - - - 8 X 8 No.1 1436 808 517 321 202 136 95 69 52 40 - - - Pounds per No.2 897 505 323 224 164 110 77 56 42 - - - - Lineal Foot S.S. 2921 1643 1052 667 420 281 198 144 108 83 66 53 43 8 X 10 No.1 2337 1315 841 584 420 281 198 144 108 83 66 53 43 No.2 1461 822 526 365 268 205 161 117 88 68 53 43 - S1 4609 2593 1659 1152 756 506 356 259 195 150 118 94 77 8 X 12 No.1 3889 2188 1400 972 714 506 356 259 195 150 118 94 77 No.2 2521 1418 907 630 463 354 280 211 158 122 96 77 62 S.S. 6394 3597 2302 1598 1174 827 581 424 318 245 193 154 126 8 X 14 No.1 5395 3035 1942 1349 991 756 581 424 318 245 193 154 126 No.2 3497 1967 1259 874 642 492 389 315 259 199 157 125 102 S.S. 8470 4764 3049 2117 1556 1191 886 646 485 374 294 235 191 8 X 16 No.1 7146 4020 2573 1787 1313 1005 794 643 485 374 294 235 191 No.2 4632 2605 1668 1158 851 651 515 417 345 289 239 191 155 S.S. 10837 6096 3901 2709 1990 1524 1204 935 702 541 425 341 277 B X 18 No.1 9144 5143 3292 2286 1679 1286 1016 823 680 541 425 341 277 No.2 5927 3334 2134 1482 1089 833 659 533 441 370 316 272 225 Notes: •Loads Limited to 40 PLF at"Deflection Control'Conditions and 50 PLF for"Bending Control'Condition •Deflection Limit set at L/360 for Live Load Only. •Load Duration Factor: 1.00 Exact Sizes Nominal Size Net Dry Size Nominal Size Net Dry Size 3 X 10 2'/2 X 9'/4 6 X 6 5 3/8 X 5'/2 3 X 12 2'/2 X 11'/4 6 X 8 5 3/8 X 7'/4 3X14 21/2X13'/4 6X10 53/8X91/4 4 X 4 3'/2 X 3'/2 6 X 12 5 3/8 X 111/4 4 X 6 3'/z X 51/2 6 X 14 53/8 X 13'/4 4 X 8 3'/2 X 71/4 6 X 16 51/8 X 151/4 WO 10 3'/2 X 9'/4 6 X 18 5 3/a X 1774 4X12 31/2X1174 8 X 8 73/8X71/4 4X14 3'/2X13'/4 8X10 73/aX9'/4 4 X 16 372 X 151/4 8 X 12 73/8 X 11'/4 4 X 18 3'/2 X 1774 8 X 14 73/8 X 13'/4 8 X 16 7 3/8 X 151/4 8 X 18 7 3/8 X 17'/4 2 Rosboro RMT: Allowable Uniform Roof Loads, Snow (115%) Douglas Fir Allowable Loads(in lbs.per linear ft.) RMT Member Member Clear Spans(ft) Size Grade 6 8 10 12 14 16 18 20 22 24 26 28 30 4 Inch S.S. 1273 716 458 318 228 153 107 78 59 45 — — — 4 X 8 No.1 849 477 306 212 156 119 94 70 53 40 — — — Pounds per No.2 764 430 275 191 140 107 85 66 49 — — — — Lineal Foot S.S. 1913 1076 689 478 351 269 213 162 122 94 74 59 48 4 X 10 No.1 1276 717 459 319 234 179 142 115 95 80 66 53 43 No.2 1148 646 413 287 211 161 128 103 85 72 61 50 41 S.S. 2594 1459 934 649 476 365 288 233 193 162 133 107 87 4 X 12 No.1 1729 973 623 432 318 243 192' 156 129 108 92 79 69 No.2 1557 876 560 389 286 219 173 140 116_ 97 83 71 62 S.S. 3271 1840 1178 818 601 460 363 294 243 204 174 150 131 4 X 14 No.1 2181 1227 785 545 401 307 242 196 162 136 116 100 87 No.2 1963 1104 707 491 361 276 218 177 146 123 105 90 79 S.S. 4334 2438 1560 1083 796 609 482 390 322 271 231 199 173 4 X 16 140.1 2889 1625 1040 722 531 406 321 260 215 181 154 133 116 No.2 2600 1463 936 650 478 366 289 234 193 163 138 119 104 S.S. 5545 3119 1996 1386 1018 780 616 499 412 347 295 255 222 4 X 18 No.1 3697 2079 1331 924 679 520 411 333 275 231 197 170 148 No.2 3327 1871 1198 832 611 468 370 299 247 208 177 153 133 S.S. 866 487 312 204 129 86 61 44 — — RMT 6 X 6 No.1 693 390 249 173 127 86 61 44 — — — — — 6 Inch No.2 433 243 156 108 79 61 48 — — — — — — S.S. 1504 846 542 376 276 198 139 101 76 59 46 — — Pounds per 6 X 8 No.1 1203 677 433 301 221 169 134 101 76 59 46 — — No.2 752 423 271 188 138 106 84 66 56 47 — — — Lineal Foot S.S. 2612 1469 940 653 480 367 288 210 158 122 96 77 62 WO 10 No.1 2204 1240 793 551 405 310 245 ` 196 158 122 96 77 62 No.2 1428 803 514 357 262 201 159 129 106 89 76 62 51 $C. 3863 2173 1391 966 710 543 429 348 294 219 172 138 112 6 X 12 No.1 3260 1834 1173 815 599 458 362 293 242 204 172 138 112 No.2 2113 1188 761 528 388 297 235 190 157 132 113 97 85 SS. 5359 3014 1929 1340 984 754 595 482 399' 335 281 225 183 6 X 14 No.1 4522 2543 1628 1130 831 636 502 407 336 283 241 208 ' 181 No.2 2931 1649 1055 733 538 412 326 264 118 183 156 135 ` 117 S.S. 7099 3993 2556 1775 1304 998 789 639 444 378 326 279 6 X 16 No.1 5990 3369 2156 1497 1100 842 666 539 374 319 275 240 No.2 3882 2184 1398 971 713 546 431 349 289 243 207 178 155 S.S. 9063 5109 3270 2271 1668 1277 1009 817 676 588 484 417 363 6 X 18 No.1 7664 4311 2759 1916 1408 1078 852 690 570 479 408 352 307 No.2 4967 2794 1788 1242 912 699 552 447 369 310 265 228 199 3 17 El 9'l 91 "•X 8 SL8 0S£l 009L +K X 8 E'L 9'L 9'L X 9 SL8 OS£l 009L Zl X 8 91 L'l 61 "'X v OSL OOZI 009L OL X 8 Z# l# S'S 09L OR OOSI 8 X 8 sopeig SL8 OSEL 009L +vL X 9 (90L x) Alpilsela;o snlnpow SL8 09EL 009L ZI X 9 SL8 OS£L 009L OL X 9 OSL 00ZL OOSI 8 X 9 OSL OOZL 00S1 9 X 9 006 000L OOSL +6l X ti (sapu lie)ISd OLL "'X 8 066 OOLL MR Zl X V sopei Ile ISd OLL "'X 9 080L 00 008L Ol X b (SOPe1 119)ISd Ohl X v 0M 00£L MR 8 X v Z'ON l'ON S S Z# L# S'S sailjadOJd sopeig sopeig u6isaa ("j) laa4S IeIuozuOH (Qj) ssai;S lemxalj 1W21 S L L aomj uoilt'mQ pt'o-. •Suipt'ol„Moy„101 08I/"I 1e 1as 11un-I uonaap(j. suoulpuoD„IonuoD Suipuag put'u00aapaQ„it'A-ld Oh 01 pauwil speol. :S810N £LZ ELE M 9Z6 LOS EL9 CSC 8S6 ZSZL POLL 6S6Z PEN 9LB9 Z'ON 26 £86 099 LS9 Z8L 966 89LL 6L6L LER 6Z9Z 98L£ SL6S 9LSOL L'ON 8L X 8 666 US V99 6LL LZ6 ZZLL 98EL ML 68ZZ 9LL£ L8b6 OLOL E96ZL S S ELZ S6Z W2` EEC 96£ 60 Z69 6VL 8L6 ZEE BLU 966Z LZES Z A RE LLE SEP KS LL9 06L EL6 9SLL OLSL SSOZ 6S6Z EZ96 8LZ8 L A 9L X 8 £8E LLB 619 609 6ZL LL8 ZBOL OLEL 68LL S£6Z LOSE UPS OYL6 'S"S LN SR 6LZ LSZ 66Z Z9E L66 S9S 6£L Soo 6661 Z9ZZ 1Z06 Z'ON 86Z SSZ 0£E 88E 196 85S 689 ZL8 06LL LSSL ££ZZ 066E 60Z9 L'ON 6L X 8 LSZ 60£ 98E 096 L6S Z99 LL8 6EOL LS£L 8E8L L69Z 9EL6 ESEL SS 9LL EEL 6SL 18L 9LZ L9Z ZZE 80V ZES SZL wI LER 668Z Z'ON 6SL 68L 9£Z 08Z HE E06 L60 6Z9 1Z8 SILL OM 919Z £16ti L'ON ZL X 8 6SL 68L 92 OOE 06£ LL6 68S S61 6L6 SZEL 806L Z86Z TOES S•S L9 LL 68 90L SZL LSL LBL 9EZ 60E OZ6 S09 S66 089L Z'DN 58 SOL LEL L9L ON Z6Z 66Z 8LE 666 ZL9 896 ZLSL 889Z L'ON OL X 8 58 SOL LEL L9L LLZ 88Z £LE ZL6 LL9 068 6OZL 068L 09EE SS 1003 leoull — L6 LS 69 LL E6 SLL SK 06L 8SZ LLE 08S ZEOL Z'ON ,ad spunod L6 LS E9 08 VOL 6EL ESL ZEZ WE EL6 66S 6Z6 LS9L L'ON B X 8 L6 LS £9 08 60L 6EL Ohl LLZ 6LE 9LS W L9LL 690Z S'S 0£ 8Z 9Z H ZZ OZ 81 91 VL ZI OL 8 9 apeig aziS l��U� g jagwayy lagwoN jWa (1j jeaug gad-sql ul)speol algeMolIV .ii3 seignoCl Ms W mous 'speoi joom waojiun olgemoliy :IWZl oaogsoa TABLE 23-II-B-1 1997 UNIFORM BUILDING CODE TABLE 23-II-B-I-NAILING SCHEDULE CONNECTION _ _ NAJVNGr 1. Joist to sill or girder,toenail 3-8d 2. Bridging to joist,toenail each end 2-8d 3. 1" x 6"(25 mm x 152 mm)subfloor or less to each joist,face nail 2-8d 4. Wider than 1" x 6"(25 mm x 152 mm)subfloor to each joist,face nail 3-8d 5. 2"(51 mm)subfloor to joist or girder,blind and face nail 2-16d 6. Sole plate to joist or blocking,typical face nail 16d at 16"(406 mm)o.c. Sole plate to joist or blocking,at braced wall panels 3-16d per 16"(406 mm) 7. Top plate to stud,end nail 2-16d 8. Stud to sole plate 4-8d,toenail or 2-16d,end nail 9. Double studs,face nail 16d at 24"(610 mm)o.c. 10. Doubled top plates,typical face nail 16d at 16"(406 mm)o.c. Double top plates,lap splice 8-16d 11. Blocking between joists or rafters to top plate,toenail 3-8d 12. Rim joist to top plate,toenail - 8d at 6"(152 mm)o.c. 13. Top plates,laps and intersections,face nail 2-16d 14. Continuous header,two pieces 16d at 16"(406 mm)o.c.along each edge 15. Ceiling joists to plate,toenail 3-8d 16. Continuous header to stud,toenail 4-8d 17. Ceiling joists,laps over partitions,face nail 3-16d 18. Ceiling joists to parallel rafters,face nail 3-16d 19. Rafter to plate,toenail 3-8d 20. 1"(25 mm)brace to each stud and plate,face nail 2-8d 21. 1" x 8"(25 mm x 203 mm)sheathing or less to each bearing,face nail 2-8d 22. Wider than 1" x 8"(25 mm x 203 mm)sheathing to each bearing,face nail 3-8d 23. Built-up corner studs 16d at 24"(610 mm)o.c. 24. Built-up girder and beams 20d at 32"(813 mm)o.c.at top and bottom and staggered 2-20d at ends and at each splice 25. 2"(51 mm)planks 2-16d at each bearing 26. Wood structural panels and particleboard:2 Subfloor and wall sheathing(to framing): 1/2"(12.7 mm)and less 60 19/32"3/4"(15 mm-19 mm) 8d4 or 6d5 7/8"-1"(22 mm-25 mm) 8d3 11/8"-11/4"(29 mm-32 mm) I0d4 or 8d5 Combination subfloor-underlayment(to framing): 3/4"(19 mm)and less 6d5 7/8"-l"(22 mm-25 mm) 8d5 11/8"-11/4"(29 mm-32 mm) 10d4 or 8d5 27. Panel siding(to framing)2: 1/2'(12.7 mm)or less 6d6 5/8"(16 mm) 8d6 28. Fiberboard sheathing:? 1/2"(12.7 mm) No.11 ga 8 6d4 No.16 ga 9 '/32"(20 mm) No.11 ga.8 8d4 No.16 ga9 29. Interior paneling 1/4"(6.4 mm) 4d10 3/8"(9.5 mm) 6d11 1Common or box nails may be used except where otherwise stated. 2Nails spaced at 6 inches(152 mm)on center at edges,12 inches(305 mm)at intermediate supports except 6 inches(152 mm)at all supports where spans are 48 inches(1219 mm)or more.For nailing of wood structural panel and particleboard diaphragms and shear walls,refer to Sections 2315.3.3 and 2315.4.Nails for wall sheathing may be common,box or casing. 3Common or deformed shank. 4Common. SDeformed shank. 6Corosion-resistant siding or casing nails conforming to the requirements of Section 2304.3. ?Fasteners spaced 3 inches(76 mm)on center at exterior edges and 6 inches(152 mm)on center at intermediate supports. 8Corrosion-resistant roofing nails with 7/16-inch-diameter(I I mm)head and 11/2-inch(38 mm)length for 1/2-inch(12.7 mm)sheathing and 13/4-inch(44 mm) length for 25/32-inch(20 mm)sheathin conforming to the requirements of Section 2304.3. 9Corrosion-resistant staples with nominaN16-inch(I I mm)crown and 11/8-inch(29 mm)length for 1/2-inch(12.7 mm)sheathing and 11/2-inch(38 mm)length for 25/32-inch(20 mm)sheathing conforming to the requirements of Section 2304.3. 10Panel supports at 16 inches(406 mm)[20 inches(508 mm)if strength axis in the long direction of the panel,unless otherwise marked].Casing or finish nails spaced 6 inches(152 mm)on panel edges,12 inches(305 mm)at intermediate supports. 11 Panel supports at 24 inches(610 mm).Casing or finish nails spaced 6 inches(152 mm)on panel edges,12 inches(305 mm)at intermediate supports. 2-282 E3� mow'` LTT/MTT/HTT SS,oH <<`> Tension Ties are ideal for retrofit or new construction and provide post. "'" pour,concrete-to-wood connections.The HTT16 lt°gig + a '.:. provides intermediate uplift '.1' >?i +:>`<'::: loads when HTT22 loads are not required. tE 5'/4' The HTT22 is a single-piece formed tension tie—no rivets,and a 4-ply + , formed seat which won't unfold during loading.No washers required.The 6 a t LTT19 Light Tension Tie is designed for 2xjoists or purlins and the LTT20B is for nail-or bolt-on applications.The 3'nail spacing makes the LTT20B suitable 134' for wood I joists if 10dx1112'nails are substituted for the specified 16d's. <' 36 Use the MTT28B Medium Tension Tie for heavier connections. ::►<:: _' " The LTT131 is designed for wood chord open web truss attachments to concrete or masonry walls. .» a; 5"/,e •2 �. MATERIAL:See table FINISH.Galvanized.MTT28B may be ordered HDG;check factory, TP c tLOADSffR �FER INSTALLATION:•Use all specified fasteners.See General Notes. ��LA 436' ` wAsitEa Use the specified number and type of nails to attach the strap portion . ASf1ER ;: T to the bottom or side of purlin or beam(minimum 4x width(2-2x4 or LTT20B 61k '0 4x4),except LTT19).Bolt the base to the wall or foundation with a suitable anchor;see table for the required bolt diameter. l� MTT28B The HTT22 can have a maximum offset of 2'from the stud face to H1722 �12'� U.S.Patent 4,744,192 the centerline of the anchor bolt. (HTT16 similar) L17I31 Do not install LTT,MTT tension ties raised off the mudsill. U.S.Patent °» See Epoxy-Tie Adhesive System,pages 22 and 23 for tested,load-rated 5,467,570 ? `O` epoxies for anchor bolt options. CODES:BOCA,ICBO,SBCCI No.NER-393 and NER-432;ICBO 5313; t 1 City Of LA RR 24818 " Typical Aa: and RR 25318. y HTT22 Installation as a Holdown ^'; • ' Typical LTT19 Installation (LTT20B ;.-. Typical LTT131 similar) Installation Model Material Dimensions Fasteners ' Av9 All Tension Loads �DeeUfOn .. ..., t9 q N 6e Ult O Anchor (133) (160) A-A.P IC: trio Jate W L 4 Bolts Nails Tension Lleslgtt QL)l pid Nails Bolts Nails Botts # 1.Allowable loads for HTT are based on LTT79 16 3 1 � 19ye 1 8-16d Sinkers — — 4250 1205 — 1350 0.107 the lower of the 1997 NDS fastener values LTT2W 12 3 2 193; 1 X,%or 3: 10-16d 1 2 X 8733 1750 1220 1750 1460 0.164 or the ultimate load on a steel testjig LTT131 18 3 . 31 ix 18-10dxi = 7807 1805 — 1805 — 0.125 divided by 2.5. HTT16 11 — 16 1 1$16C1 , — — 13150 3480 — 14175 — : 0.037 2.16d sinkers(9 ga x 3Y.0 or Too commons HTT22 11 — 2X 22 1 32-16d Sinkers — — 13150 5250 — 1 5260 — 0.087 may be comma at 0.85 tAutedf the�or the d 1� MTT28RJ 12 7 2X, 27 1)§ %or 3; I 24-16d 4 X — 4455 2150 4455 2725 0.125 3.The designer must specify anchor bolt type, 5.Bolt values are based on a minimum lumber thickness of 11/z'. 8.HTT Holdowns installed off the plate have a reduced load o length and embedment. 6.See HDA for deflection at highest allowable design bad definition. (5190 Ibs for HTT22,4175 bs for HTT16)and may have larger 4.Allowable loads have been increased 33% 7.If a W or W and,or bolt is used for the LTT206,add a standard deflection values. o and 60%for a or wind loading 9 cut washer to the seat.No additional washer is required for a with no further increase allowed. 34 anchor bolt.See table for appropriate anchor bolt sizes. o K Zi r de ADDITIONAL ANCHOR DESIGNS See SSTB,page 17.Anchor types shown are made by others and used with Simpson (i E, Strong-Tie'holdowns.The design engineer may specify an alternate anchorage system, {� provided the anchor diameter is the same. ° le 4d'{ T� See the Prestressed Concrete Institute Design Handbook(Edition 3),Section 6.5.2. • •I I f l , quake loading:reduce to 88%for Anchors Dimertsiorts Mo urn lie 1.Allowable tension bad is for earth- Allowable'Concrete T • wind loading. Type Dia Min d. End StrengthMin Load I 2.Anchor embedment length is based 1. Dist (PS (133) �-8—�1 I on a single-pour concrete foundation..—2 le MIN. -I Double pour foundation systems, A 1 36 2); 5 2500 9795 Anchor Type A L-BOIL masonry walls and masonry footings A 1 v, 36 2y, 5 2500 1 12900 Bend without cracking Anchor Type B Hex-Head Bolt. must be evaluated by the designer. the outside of the bend Design bads for Anchor Type B 3.Anchor bolt B must be ASTM A307; B 1,1Y 8 8 $ < 3000 15305 portion.Place N4 rebar are calculated using a full shear anchor bolt A must be A36 steel or T to 5'from the top cone.Multiple reductions must better. 5."A"bolt minimum end distance is for comer with 1Z' center of fhe foundation. be taken for comer and edge return only(similar to SSTB28,see Typical Rebar distance conditions. 4 flog between and,ors is 2le min placement.Comer Installation).Otherwise,the minimum 16 for anchors in tension at the same time. end distance is le for the full table load. SETHIGH STRENGTH EPDXY Request rxrr Anrtrnring Systems Catalog for complete informatran. Epoxy-Tie SET epoxy is a two-component,low odor,1:1 ratio, 100%solids epoxy-based adhesive for use as a high strength,non-shrink anchor grouting material. Resin and hardener are dispensed and mixed �► simultaneously through the mixing nozzle.SET meets the ASTMC-881-90 specification for Type I, II, IV and V,Grade 3,Class B,C and D. SET is the first material to meet ICBO AC58 standards. UT APPLICATION: Surfaces to receive epoxy must be clean and dry surfaces. Epoxy should not be installed in or through standing water. The base material temperature must be 40°F or above at the time of installation.For best results,material should be 70°-80°F at the time of application. Cartridges should not be immersed in water to facilitate warming. To warm cold material,the cartridges should be stored in a warm, uniformly heated area or storage container for a sufficient time to allow epoxy to warm completely. Mixed material in nozzle will harden in 7 to 10 minutes at a SET-PACT" temperature of 40°F or above. SET Epoxy Adhesive INSTALLATION:•Drill hole to the specified diameter and depth. Patent Pending Remove dust from hole with oil-free compressed air.Clean with nylon brush and blow out remaining dust.Dust left in hole will 1'✓.'}. /6'or 8' reduce the epoxy's holding capacity. Dispense a bead of Epoxy-Tie off to the side to check for proper �4.. xpswi 1 ti mixture,shown by a uniform gray color before using.Fill hole " "" " " "D" ""` halfway,starting from the bottom of the hole to avoid air pockets. Withdraw nozzle as hole fills up. Sr l 1��:.`• Anchors must be clean and oil free.Insert anchor,turning slowly until anchor hits the bottom of the hole.Do not disturb while setting. CODES:ICBO ER 5279;SBCCI 9706:City of L.A.RR25279; >f ti Caltrans BCM145-5.1. i :o a•� o Tension Loads Shear Loads (Ibs) (Ibs) Edge ti ° Based on Based on and end t Stud Drill Embed Edge Based on Bond Strength Steel Steel Strengu. SET-KIT distances Dia Bit Depth Spacing Diu Strength Vc >2000 i for threaded rod in Dia Cc=2000 psi A307 A307 concrete stemwall E 1018) (SAE 1018) corner Installation Ultimate Allowable Allowable 'Allowable Allowable Load Loads Load(133) Load Load 1 YA 1900 475 635 3/8 Y 2 6X 5y. — 1365 1820 2105 1085 Tension Loads for Threaded Rod Anchors in 3 10200 2550 3400 Concrete Foundation Stemwall Installation 2x 7216 1805 2405 2575 3435 Z X % 3 7}2 3500 4665 3750 1930 Min Avg Allowable ' 4 17700 4425 5900 0 Drill Min Min w Stud Min Wall Uh Tension Load Dia Bn Embed Thick- Edge ensi f'c z 2000 i 2 6780 1695 2260 Z Dia Dist Disc 3 B3. 7)z — 3690 4920 5875 3025 & Hess Load (100) (133) 4 — 5185 6915 10 6 1 YA 5 23000 5750 7665 1 5 1 26700 6680 8905 0 r 1 15 8 1 y, 5 33600 8400 11200 15456 3865 5155 4 6085 8115 3; % 12 10X 8550 11400 8460 4360 6Y, 9540 12M Sill Plate Shear Loads 42100 1 10525 14035 3A, 19120 4780 6375 Allow. 5 — 6960 9280 0 Drill Avg.Uh Shear 1 6 1336 11% — 9380 12505 11500 5925 � Stud Bit Min Edge End Shear Load 7 — 10840 14455 Dia Dia Embed Dist Dist Load f'c,> 7y, 49160 12290 16345 2000 psi 4S 20076 5020 6695 17 Parallel to Plate 7795 10395 Aly, 1yA 6y, 8000 2000 1 1A 7 15); 13X — 10576 14095 15025 7740 5 1 h 7 8000 2000 8 — 12795 17060 Pe ndicular to Plate 9 60060 15015 1 20020 4yA ly 1 69 1 2240:Fj�6:0j 1.Allowable bads are based on a safety factor of 4. 5 1 Y, I 7X 1 2360 1590 2.Albwabte bad is the lesser of the bad based on bond strength or steel strength. 3 Allowable bads have been increased 33%for earthquake or wind loading,no tattier increase allowed 4 The anchors carrtot be used to resist pullout forces in overhead and wall installations,unless proper consideration is given to fire conditions 22 �f�ll I SCMTN a 0 Q ve- i! � ^ P qL An i Poo _� s IF ry �r BAST Slit Alt V/1 �05wu hL VOrrr1 ✓ TD MA-re44 4ouck 0 � z o l to s �It f.�c•� tQ � E Pick AlS17 �--- �i� BEvc�lat� CtcQcv� S�c��►� —� G POOV F1rpl&-G✓ t yc.+0l�2 o � � � 3•door ! i x 0 h r � I y 4 S` ��{ +"C�✓ �l+vov.��n.l.� rpoY11�5,�j C2 Ik../tSJ _� �� Fop'rr rl�5• �'� �y rcloa✓ ve L �� o.C. �hrou - wglLS �-`! rcba� �no��zor�ivC I o .0 . ►�K Alt IV�S7 S�G� ve,►� Lry i e v Q 4u- AeA-m)n c-� ;2"X to�� 1(� �� o.L. CGv a-i,�g 00 p 7/1!� a5 r3 S�ee.�►r� .� mT'fS 'D.G gbLT7 -fyp Graff 1/e 4,;c 8�' J-: uUku&k- _ Gj►�Gt oC�( Tj rot b' Lcb 1S f 5 aRADt �- 2"x�" TizEia rtA ,N Uo si u — ----- � o �ooTi�jS 1, �✓ �'.7' 6oi-r5 �'O.G. .-5T� ,eyrc 1 ✓ pW }' yOr�20YJ7 n� 1` 1 V l waLL �-� ✓cGx:.� eon7�hct�cY.s �a rL'th5) y &AP- 6 (H s H v► vh��i P•eaoa� i 1�,r • 1 O V S L.44S Q 4 1 FpOT/p1 C�S L , 8Z r i � 1 o a { J h � 1 i{ 1 � �. t V` 1 a i q � it ii !I i� Qom✓ �� i' MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Permit Processing/Inspections/Addressing Mason County Bldg.111 426 W.Cedar P.O.Box 186 Shelton,WA 98584 (360) 427-9670 Betfair (360) 275-4467 Elma (360) 482-5269 Seattle (206) 464-696, July 5, 2002 John Selfors PO 644 Vaughn, WA 98329 Re: BLD2001-00083 Dear Selfors, Thank you for submitting revisions to the building permit application referenced above. In order to complete the building department review additional information will be needed which is listed below. When you have compiled the requested information please submit it to the Mason County Building Department, attention D. Coker. FLAN REVIEW REQUIREMENT COMMENTS: 1. The request is for a second story addition to the garage. Please provide a floor plan for Nie both -.he upper and lower floor showing the use of all rooms. Also indicate interior / braced .vall panels where braced wall lines are greater than 34-feet and show point loads for the roof beam and floor beam. The calculations submitted indicate that the roof beam will span not more than 22-feet and the floor beam will span not more than 18-feet. 2. Provide a revised foundation plan showing location and size of thickened footing(s) needed from point loads above. 3. The calculation submitted for a 6x 16-glulam beam, fb 1600, indicates that the tributary area is 504 plf. The load used to calculate the tributary area was 36 plf however the total floor load listed on page 8 of 9 of the notes provided by Mr. Glen George indicate 50 psf. Using 50 plf and a 14-foot tributary area imposed on the proposed beam, the load will equal 700 plf. Based upon the table submitted with the calculations the allowable load that can be imposed on the glulam beam with an 18-foot span is 646 plf. Please arrange to submit calculations identifying the correct load for the glulam beam, supporting the proposal. ALSO, I am not familiar with the glulam dimensions specified. Please provide information from the manufacturer indicating the allowable loads, shear value, etc. for ALL glulam beams proposed. 4. Please provide step and deck framing for the upper floor exit. 5. It is not clear that the columns supporting the floor beam will be 10-feet or less. If the post exceeds 10-feet in height provide a calculation for the column. 6. Will the structure be heated? Heated spaces must comply to the 2001 Washington State Energy Code and Ventilation and Indoor Air Quality Code. A compliance form is enclosed. Design criteria for proposed project: Snow load: 25 psf Wind load: 80 mph, exp "C" Seismic zone: 3 If you have questions please contact me at (360) 427-9670 ext. 510. Sincerely, �/bb �� /be era Coker ascn County Building Department Plans Examiner Word/01-00083 cc: property file George Engineering, 13217 1301h Street KPN, Gig Harbor, WA 98329 encl: WSEC Compliance Form MASON COUNTY PERMIT ASSISTANCE CENTER PREsCRIPTiv,E FoUNDATION REINFURCEt7ENT REQuiREMENTs: Single Family Residential - over 4 feet to 8 feet' MINIMUM FOOTING REINFORCEMENT: 590" (2) 44 bars, typical all cases. maximum: VERTICAL WALL REINFORCEMENT: 8'0"maximum: #4 bars not to exceed spacing of 18" on center. -.: 2"from inside '"'—'`' MINIMUM HORZONTAL WALL •• .: face r� REINFORCEMENT: hqt - ,, ti 6 wall (5 0 max.): (4) #4 bars, spacing not to 6 +: = ' exceed 18" on center. ='• �; ='+� max): #4 barsaLIW on center or oe�' �'aK . •,•,.,• e 4 15 bars at 15" on center. co '�"' �•. '' + M Top bar placed not more than 7" from the top of • li��. U) Q o•e . .._�.' E o`•� '`: O FOUNDATIONS FOR STUD BEARING WALLS MINIMUM REQUIREMENTS' N. O • Number of A B C • ' � ' floors supported DePth to Minimum I Minimum p e C bottom of footing footing irk by foundation . �.•• footing thickness width • ' :i.•1'r�. . 3 24" 8" 18" 2 Based on UBC table 29-A Minimum concrete strength 2000 psi at 28 days. Floor diaphragms and slab must be in place prior to bac>�11. Minimum grade 40 reinforcin steel. La splices shall be a minimum of I5". Anchor bolts (%"x10') shall be place Any variation to the prescribed reinforcement must be approved by the Building Oeial. The above information is a requirement for minimum steel placement in residential foundations. If you have questions call the Mason County Permit Assistance Center at (360) 427-9670 ext 355 DOUBLE TRIMMER DOABLE RAFTER RIDGE -- - COMMON - -- BOARD RAFTER RIDGE BOARO DORMER � JACK RAFTER . RAFTERS VALLEY i SIDE STUD DOUBLE HEADER v � ICI •� �' ' GABLIE DORMERS - - l ` • r 1� J IL I -�- 1 D9�N COU A hA MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Mason County Bldg. III, 426 West Cedar Street _ - PO Box 186, Shelton, WA 98584 www.co.mason.wa.us (360)427-9670 Belfair(360)275-4467 Elma (360)482-5269 John and Lisa Selfors June 12, 2008 PO BOX 644 VAUGHN WA 98394-0644 RE: Mason County Building Permit(s): BLD2001-00083 Site Address: 5659 E STATE ROUTE 302 BELFAIR Parcel: 122284490024 To Whom It May Concern: Permit BLD2001-00083 was applied for by John Selfors, to construct a garage on January 26, 2001. The permit was placed on hold status on July, 7 2002, by the Building Department, as more information was required for a revision submitted July 5, 2002. A letter was sent on July 7, 2002 requesting more information for the revised building plans. There has been no information recieved to satisfy these requirments. A courtesy progress inspection was then conducted on October 4, 2005. The permit has since expired due to lack of information and activity. This notice is to inform you that information is still needed to complete the revision and to continue the permit process. As requested from the letter sent in 2002 the following information is still needed: 1. Floor plans for the upper and lower floor 2. Locations of point loads 3. Documentation confirming calculations from the engineer 4. Framing details for upper floor deck 5. Washington State Energy Code information if going to be heated 6. Necessary calculations if poles are to be greater that 10 feet in height. There will also be fee's required at the time of submission for the plan review of the revision and for the added square footage to the structure. Please contact the building department with the necessary information within 30 days of this notice or an enforcment case will be started, violation fees will be added, and a "Do Not Occupy" posting will placed on the structure. For all furthur inspections a $68 fee will be due prior to each individual site visit. Attatched is a copy of the permit history, return of your payment for $64 which has a numerical and scriptural conflict, and a copy of the letter sent in 2002. Please respond to me within 30 days regarding your response to this notice. I can be reached at (360)427-9670 ext 280. Sincerely, Bryan Adams ,�� Mason County Buir ing Department /12/2008 Case Activity Listing 1164:OOAM Case#: BLD2001-00083 i� Assigned Done Activity Description Date 1 Date 2 Date 3 Hold Disp ro By Updated Updated By BLDA010 Application Received 1/24/2001 1/26/2001 None DONE KLW 1/26/2001 KLW BLDB135 Addressing 1/26/2001 1/30/2001 None DONE GMM 1/30/2001 GMM BLDB201 EH More Info Letter 1/31/2001 None DONE CEW 1/31/2001 CEW We will need the enclosed water application signed and the paperwork on your shared well. BLDB200 Environmental Health Review 1/26/2001 1/31/2001 None DONE CEW 1/31/2001 CEW bedrooms and plot map match,see condition BLDB138 Planning Pre-Review 1/30/2001 2/7/2001 None DONE KLF KLF 2/7/2001 KLF BLDC050 Pre-Site Inpection 2/13/2001 2/22/2001 None DONE GDR 7/12/2001 SAL Stop by site an d took two pictures and checked site conditions.. This site is a cut and push parking area as of now. There are signs that construction debrirs and other materials of unknown types have been bureried there, see pictures. A complete Geo-tech report of this site with and fully engineered foundation is recommanded and or the site is grade down to 12"below native un dust urbed soils with no organic materials.Slopes are man made and do not comply with ubc requirements. BLDB 130 Planning Review 2/5/2001 2/26/2001 None DONE SAL SAL 2/26/2001 SAL BLDA920 Miscellaneous Action 3/l/2001 None DONE MEC 3/1/2001 MEC sent letter requesting geotec&engineering for foundation,placed file in hold bin 3-01-01 MC BLDA920 Miscellaneous Action 3/22/2001 None DONE MEC 3/22/2001 MEC sent follow up letter per Terry Ryan's request,no geo or engineering required at this time,need plot plan&dormer details'placed file in the hold bin 3-22-01 MC tried to call @ 253-884-6585 No answer BLDB200 Environmental Health Review 1/31/2001 3/27/2001 None DONE CEW 3/27/2001 CEW We will need the enclosed water application signed and the paperwork on your shared well.3/27/01 do not water garage Page 1 of 3 CaseActivity..rpt 6/12/2008 Case Activity Listing 11:14:OOAM Case#: BLD2001-00083 i� Assigned Done Activity Description Date 1 Date 2 Date 3 Hold Disp To By Updated Updated By BLD13007 Plan Revisions Submitted 4/5/2001 None DONE MEC 4/5/2001 MEC dormer details were submitted 4-5-01 MC,pulled from hold bin&placed in Debra's resub bin BLDB I I O Building Plan Review 1/26/2001 4/6/2001 None DONE LAW 4/6/2001 JRN SENT FILE INTO THE FIELD FOR A SITE INSPECTION ON THE SLOPES SHOWN ON THE TOPO/4/6/2001 review complete,all comments addressed,sent to case manager JRN BLDB210 Water Adequacy 1/26/2001 4/9/2001 None DONE CEW 4/9/2001 CEW need water app and papers for an approved shared well./9/01 no water in building BLDA100 Approved for Issuance 4/10/2001 4/10/2001 None DONE KS 4/10/2001 KS BLDA500 Issue Building Permit 4/17/2001 None DONE KS 4/17/2001 KS BLDC110 Footing Inspection 4/20/2001 4/20/2001 None COND TFR 4/23/2001 KLW FOOTING PASS COND TO RESUBMITTING ACCURATE SITE PLAN BLDC115 Foundation Wall Inspection 6/11/2001 6/11/2001 None PASS TFR 6/13/2001 KLW STEM WALL PASS BLDA990 Plot Plan Revision Received 7/5/2001 None DONE TW 7/5/2001 TW BLDB200 Environmental Health Review 7/5/2001 7/5/2001 None DONE CEW 7/5/2001 CEW PLOT PLAN REVISION BLDB110 Building Plan Review 7/5/2001 7/6/2001 None DONE JRN 7/6/2001 JRN plot plan revision review complete,sent to case manger. JRN 07/06/2001 BLDB130 Planning Review 7/4/2001 7/12/2001 None DONE SAL 7/12/2001 SAL PLOT PLAN REVISION Page 2 of 3 CaseActivity..rpt 6/12/2008 Case Activity Listing 116/12/2008 Case#: BLD2001-00083 i Assigned Done Activity Description Date 1 Date 2 Date 3 Hold Disp To By Updated Updated By BLDC125 Framing Inspection 5/13/2002 5/15/2002 None FAIL TFR 5/16/2002 KLW 1.PERMIT EXPIRE WORK BEING PERFORMED BEYOND SCOPE OF PERMITTED PROJECT SUBMIT FOR ALL CHANGES. BLDB007 Plan Revisions Submitted 7/2/2002 None DONE DLC 7/5/2002 DLC BLDB 110 Building Plan Review 7/2/2002 7/5/2002 None HOLD DLC 7/5/2002 DLC Adding a second story to the the garage. Mailed a letter requesting floor plans for upper and lower floor,PL locations,documentation confirming calculations,framing for upper floor exit deck,WSEC info if heated,calculations if comlumns> 10'ht. -Plans in bldg hold. do 7/5/02 BLDC105 Progress Inspection 10/3/2005 10/4/2005 None PASS RLS 10/5/2005 KLW PROGRESS OK BLDA985 LTR-Notice Final Inspection 12/24/2007 None DONE TFR 12/24/2007 TFR BLDA900 Telephone Call 1/3/2008 None CALL PIB 1/3/2008 PIB Mr Selfors called and will call for final within 6 months. Page 3 of 3 CaseActivity-rpt MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Permit Processing/Inspections/Addressing Mason County Bldg. III 426 W.Cedar P.O.Box 186 Shelton,WA 98584 (360) 427-9670 Belfair (360) 275-4467 Elma (360) 482-5269 Seattle (206) 464-69& July 5, 2002 John Selfors PO 644 Vaughn, WA 98329 Re: BLD2001-00083 Dear Selfors, Thank you for submitting revisions to the building permit application referenced above. In order to complete the building department review additional information will be needed which is listed below. When you have compiled the requested information please submit it to the Mason County Building Department, attention D. Coker. PLAN REVIEW REQUIREMENT COMMENTS: 1. The request is for a second story addition to the garage. Please provide a floor plan for both .he upper and lower floor showing the use of all rooms. Also indicate interior braced :vall panels where braced wall lines are greater than 34-feet and show point loads for the roof beam and floor beam. The calculations submitted indicate that the roof beam will span not more than 22-feet and the floor beam will span not more than 18-feet. 2. Provide a revised foundation plan showing location and size of thickened footing(s) needed from point loads above. 3. The calculation submitted for a 6x 16-glulam beam, fb 1600, indicates that the tributary area is 504 plf. The load used to calculate the tributary area was 36 plf however the total floor load listed on page 8 of 9 of the notes provided by Mr. Glen George indicate 50 psf. Using 50 plf and a 14-foot tributary area imposed on the proposed beam, the load will equal 700 plf. Based upon the table submitted with the calculations the allowable load that can be imposed on the glulam beam with an 18-foot span is 646 plf. Please arrange to _. submit calculations identifying the correct load for the glulam beam, supporting the proposal. ALSO, I am not familiar with the glulam dimensions specified. Please provide information from the manufacturer indicating the allowable loads, shear value, etc. for ALL glulam beams proposed. 4. Please provide step and deck framing for the upper floor exit. 5. It is not clear that the columns supporting the floor beam will be 10-feet or less. If the post exceeds 10-feet in height provide a calculation for the column. 6. Will the structure be heated? Heated spaces must comply to the 2001 Washington State Energy Code and Ventilation and Indoor Air Quality Code. A compliance form is enclosed. Design criteria for proposed project: Snow load: 25 psf Wind load: 80 mph, exp "C" Seismic zone: 3 If you have questions please contact me at (360) 427-9670 ext. 510. Sincerely, e era Coker ason County Building Department Plans Examiner Word/01-00083 cc: property file George Engineering, 13217 1301h Street KPN, Gig Harbor, WA 98329 encl: WSEC Compliance Form � � '� �� ��. 1 1 � . � � � _ rr,� �� i__ I'�"1� � 11 � t .��. 3{{{}}}}}} f 4 ►x F `� . - ' 4 � i � � ��� �, � � _ � � i �� � � �" �.,. � ,� � � � .���. ti_ -'� ��� � — �..� ..� ;. :� a � �- �- � i �: r � a w �� q Z '.. � � � �, � � s 4 . � v '. t � �"� �, j `� r .� ,. J � r '�� z . _ _ s r • �� ,9; -- • �� P� S`) »;� - '';rod.. • L7 s� ,t .-„ R- ,..� � � i �`` ,s � � �? � ,: ` � ,. 4. ��� � .�� ��� — r ,,,.. 7 "�� `� ,s { *� �� ,` � � R �� I ,, . , � � \�wx� ':� t[M . �) 4 iM 1 "G'k' S �� Yr y�,,y-,.�° �. s..-, .� 1� � ^�{ '�," �' M. r �r wyl:i, sow Al n 1 1 r, 1 ps� S r i d� y � 4 �4, £"" Mail Request Debbera Coker Permit Center wa.us Date: Mason Countyhelton,WA 98594 Mail:dlc co.mason. PO Box 186, 36027-77981E- (360)427-9670 ext. Sl0/Fax( 'ohn Mail to: t� Please mail the following ollowing items: Building permit Application -- lication form e checklist PlumbingMeChanical app Permit Package ❑New requirements Septic application info OExisting Project Site Plan Wash.State Energy Code form Address Request Form uacy Form Land Modification Form Water Adeq � Ins ectioorm�� Ono Comments: 3/23/2010 Case Activity Listing 3:40:42PM Case#: BLD2001-00083 Assigned Done Activity Description Date 1 Date 2 Date 3 Hold Disp To 13y Updated Updated"By BLDB400 Building Review Revision 9/4/2008 None HOLD DLC DLC 9/10/2008 DLC Received information requested from 7/5/2002 letter which included a floor plan showing the upper floor plan that includes a kitchen,bathroom&bedroom. Prepared plan revision for distribution to EH& planner before bldg review proceeds. Initial review found that the following information is needed: 1)information pertaining to exit(s)including deck,stairway,etc. 2)specific floor framing information,it appears that 9.5 TJI may be overspanned as proposed. 3)WSEC compliance information 4)Roof framing for covered porch where applicable. 5)Floor plan for garage showing actual shear wall locations. It appears that LRP's were/are installed and are not approved under legacy code requirements-2-story garage. LMOR for Mr. Selfors to call. Will communicate information via writing needed when EH&planning have completed their review. do 9/4/2008 BLDB410 Planning Review Revision None 9/4/2008 CMH Added upper floor containing kitchen,bathroom and bedroom to garage permit. BLDB420 EH Review Revision 9/4/2008 None HOLD CEW 9/9/2008 CEW Added upper floor containing kitchen,bathroom and bedroom to garage permit.9/9/08 need current maint report.Will need to record a cert of res use for 3bedrooms BLDB210 Water Adequacy 9/9/2008 None HOLD CEW 9/9/2008 CEW Will need a three party water system.Please contact Arlene Hyatt at 427-9670 extension 293. BLDA010 Application Received 1/24/2001 1/26/2001 None DONE KLW 1/26/2001 KLW BLDB135 Addressing 1/26/2001 1/30/2001 None DONE GMM 1/30/2001 GMM BLDB201 EH More Info Letter 1/31/2001 None DONE CEW 1/31/2001 CEW We will need the enclosed water application signed and the paperwork on your shared well. Page 1 of 5 CaseActivity..rpt ;y +4 " �{k r AN S f _ � 5 'i�svnm�ann.nw.m�v...�+.v.vv�•.•.�+>�^-+.'+s�,>roa..�.a.....wavux.> u�emwgw.a.+.Au.rru.m...+�+aww.v. _ µ .en... .v:. '"fA >wne.+v.n �r..n—. � a I I f OlIs t j WUW,�tUUa,WtWU uutlUL��UYWHu,iW�utN ..�tlWU/U-• � � �� ' i L� 5 � P , 1 s � � 14, A felt,co f , n 'Its z pi e,r"te oe + 8► d • C� Plan Review Comment Answers — Using 2006 International Building Code John & Lisa Selfors Garage Revision BLD2001-00083 5659 E State Route 302 Belfair, WA For; John Selfors 08/09/08 O� STER I0NAL EXPIRES: 7/14/ George Engineering 13217 130th Street KPN Gig Harbor, WA 98329 253-857-2252 1 Note: This engineering is to be in addition to engineering that that was supplied in June of 2002. Any information supplied here shall be considered to supercede the old engineering. This package is not a complete reengineering of the building. It simply attempts to answer Plan Review Comments. Numbering from letter dated 611 212 0 0 8: 1 Provided by others. 2 Point loads are located under each end of each Header and in middle of building under Ridge Beam. Calculations for Headers, Beams, Beam-end supports, and Columns have been provided. 3 Calculations for Headers, Beams, Beam-end supports, and Columns have been provided. 4 Provided by others. 5 Provided by others. 6 Calculations for Headers, Beams, Beam-end supports, and Columns have been provided. Gravity calcs-Beams 2 ,GL ,GluLam,Beam Large.Garage Door Header ,18 ft For Sawn Lumber, Factors and Calculations IAW all chapters of NDS Trib Width (Tw) _ 1.3 ft For Engineered Lumber, calculations IAW manufacturer's recommendations loaded part of span (a) _ '; "(3 ft Adjust Factors Fb = 2400 psi, from NDS Table 4Aor 4D Cd = 1.00 Fb' = Fb*Cd*Cm*Ct*CI*CF*Cfu*Ci*Cr*Cf= 2400 psi Actual Dimensions Cm = 1.00 Fv = 240 psi, from NDS Table 4Aor 4D Width = 5.125 in Ct = 1.00 Fv' = Fv*Cd*Cm*Ct*Ci = 240 psi Bearing = 4.5 in Cl = 1.00 Fcp = 650 psi, from NDS Table 4Aor 4D Depth = 19.5 in CF = RM Fcp' = Fv*Cm*Ct*Ci *Cb= 704 psi Cfu = 1.00 E = 1800000 psi, from NDS Table 4Aor 4D Loading Conditions Ci = 1.00 E' =E*Cm*Ct*Ci*CT = 1800000 psi Roof load? Cr = 1.00 1= (b * d^3)/ 12 = 3166.77 in^4 Roof Load 40 psf Cf= 1.00 A= 5.125*19.5 = 99.94 in"2 Floors? 1 CT= 1.00 S= 5.125*19.5*19.5 = 324.80 in"3 Floor Load 50 psf Cb = 1.08 6 Simple Beam -- ASD condition #1, pg 2-296 -- Uniform Distributed Load Unifor"rnfLoad°(w) = 1170 lb/ft R1= w * a * ( 2 * L - a) = 10530 Ib R2 = 10530.00 lb 2 * L Mmax R1 ^ 2 = 47385 lb-ft occurs at x 9.00 ft 2 *w Fb = Mmax *12 = 1750.69 psi OK NDS 3.3-1 S Delta' (w* x) * ( a^2*(2*L-a)^2-2*a*x^2*(2*L-a)+L*x^3) = 0.48 in L/48�0`+ 0 45'in NOT`3 STAR 24 * E* I ' L L/360`= 0.6 in MEETS CODE MIN L/240 = 0.9 in OK Fv = 1.5 *w * (L/2 -0.75) = 144.88 psi OK NDS 3.4-2 A Fcp R1 = 456.59 psi OK (Width*Bearing) 'sB2 5 125 x 12 GL GluLam Beam Small Garage Door Header. 8 ft For Sawn Lumber, Factors and Calculations IAW all chapters of NDS _ Trib Width (Tw) = 13 ft For Engineered Lumber, calculations IAW manufacturer's recommendations loaded part of span (a) = 8` ft Adjust Factors Fb = 2400 psi, from NDS Table 4Aor 4D Cd = 1.00 Fb' = Fb*Cd*Cm*Ct*CI*CF*Cfu*Ci*Cr*Cf= 2880 psi Actual Dimensions Cm = 1.00 Fv = 240 psi, from NDS Table 4Aor 4D Width = 5.125 in Ct= 1.00 Fv' = Fv*Cd*Cm*Ct*Ci = 288 psi Bearing = 4.5 in CI = 1.00 Fcp = 650 psi, from NDS Table 4Aor 4D Depth = 12 in CF = Fcp' = Fv*Cm*Ct*Ci *Cb= 704 psi Cfu = 1.00 E = 1800000 psi, from NDS Table 4Aor 4D Loading Conditions Ci = 1.00 E' =E*Cm*Ct*Ci*CT = 1800000 psi Roof load? Cr= 1.00 1= (b * d^3)/ 12 = 738.00 in^4 Roof Load 40 psf Cf= 1.00 A= 5.125*12 = 61.50 in^2 Floors? 1 CT = 1.00 S= 5.125*12*12 = 123,00 in^3 Floor Load 50 psf Cb = 1.08 6 Simple Beam`--ASD condition #1, pg 2-296 -- Uniform Distributed Load Uniform Loaflw R1= w* a * ( 2 * L - a) = 4680 Ib R2 4680.00 lb = 2 * L Mmax - R1 ^ 2 = 9360 lb-ft occurs at x= 4.,00 ft 2 *w Fb = Mmax *12 = 913.17 psi OK NDS 3.3-1 S Delta (w* x) * ( a^2*(2*L=a)^2-2*a'x^2*(2*L=a)+L*x^3) = 0.08 in L/480 02`inOK 24 * E * I * L L/360 =0.27 in MEETS CODEWN L/240 =0.4 in 'OK Fv = 1.5 *w * (1-/2 -0.75) = 92.74 psi OK NDS 3.4-2 A Fcp = R1 = 202.93 psi OK (Width*Bearing) Gravity calcs-Beams' 3 B3: 5 125 x 15 GL GluLam Beam as Rid e.Beam 22. ft For Sawn Lumber, Factors and Calculations IAW all chapters of NDS Trib Width (Tw) = 13 ft For Engineered Lumber, calculations IAW manufacturer's recommendations loaded part of span (a) = 22.- ft Adjust Factors Fb = 2400 psi, from NDS Table 4Aor 4D Cd = 1.00 Fb' = Fb*Cd*Cm*Ct*CI*CF*Cfu*Ci*Cr*Cf= 2400 psi Actual Dimensions Cm = 1.00 Fv = 240 psi, from NDS Table 4Aor 4D Width = 5.125 in Ct = 1.00 Fv' = Fv*Cd*Cm*Ct*Ci = 240 psi Bearing = 4.5 in CI = 1.00 Fcp = 650 psi, from NDS Table 4Aor 4D Depth = 15 in CF = Fcp' = Fv*Cm*Ct*Ci *Cb= 704 psi Cfu = 1.00 E = 1800000 psi, from NDS Table 4Aor 4D Loading Conditions Ci = 1.00 E' =E*Cm*Ct*Ci*CT = 1800000 psi Roof load? y Cr= 1.00 1= (b * dA3)/ 12 = 1441.41 in14 Roof Load 40 psf Cf= 1.00 A= 5.125*15 = 76.88 in^2 Floors? 0 CT = 1.00 S= 5.125*15*15 = 192.19 inA3 Floor Load 0 psf Cb = 1.08 6 Simple Beam --ASD condition #1, pg 2-296 -- Uniform Distributed Load Uniform Load (w) = 520 lb/ft R1= w * a * ( 2 * L- a) = 5720 lb R2 = 5720.00 lb 2 * L Mmax = R1 ^ 2 = 31460 lb-ft occurs at x = 11.00 ft 2 *w Fb = Mmax *12 = 1964.33 psi OK NDS 3.3-1 S Delta= (w` x) * ( a^2*(2`L-a)A2-2*a*x^2'(2*L-a`)'+L*x^3) 1.0611n L/480 = 0.55 in NOT 3.STAR 24 * E * I * L L/360 =0.73 in NOf,OK L/240 = 1.1 in OK Fv = 1.5 *w * (L/2 -0.75) = 104.00 psi OK NDS 3.4-2 A Fcp R1 = 248.02 psi OK 441, (Width*Bearing) 84 5.125 x 16.5 GC ` Glul-am`Beam as Floor Beam WSW -5 21 ft For Sawn Lumber, Factors and Calculations IAW all chapters of NDS Trib Width(Tw) = 13 ft For Engineered Lumber, calculations IAW manufacturer's recommendations loaded part of span (a) = 21 ft Adjust Factors Fb = 2400 psi, from NDS Table 4Aor 4D Cd = 1.00 Fb' = Fb*Cd*Cm*Ct*CI*CF*Cfu*Ci*Cr*Cf= 2400 psi Actual Dimensions Cm = 1.00 Fv = 240 psi, from NDS Table 4Aor 4D Width = 5.125 in Ct = 1.00 Fv' = Fv*Cd*Cm*Ct*Ci = 240 psi Bearing = 5.5 in CI = 1.00 Fcp = 650 psi, from NDS Table 4Aor 4D Depth = 16.5 in CF = E= Fcp' = Fv*Cm*Ct*Ci *Cb= 694 psi Cfu = 1.00 E = 1800000'psi, from NDS Table 4Aor 4D Loading Conditions Ci = 1.00 E' =E*Cm*Ct*Ci*CT = 1800000 psi Roof load? n Cr= 1.00 1= (b * d^3)/ 12 = 1918.51 inA4 Roof Load 0 psf Cf= 1.00 A= 5.125*16.5 = 84.56 inA2 Floors? 1 CT= 1.00 S= 5.125*16.5*16.5 = 232.55 inA3 Floor Load 50 psf Cb = 1.07 6 Simple Beam --ASD condition #1, pg 2-296 -- Uniform Distributed Load Uniform Load w = 650 lb/ft R1= w * a * ( 2 * L - a) = 6825 lb R2 = 6825.00 lb 2 * L Mmax = R1 ^ 2 = 35831 lb-ft occurs at x = 10.50 ft 2 *w Fb = Mmax *12 = 1848.98 psi OK NDS 3.3-1 S Delta (w x) * ( aA2*(2*L-a)A2-2- x12*(2*L-a)+L*x^3) 0.69 in U480 = 0:53 in NOT,5,3 •,"R 24 *'E * I* L L/360 = 0J in MEETS`COD 1(VI;I L/240 = 1.05 in Fv = 1.5 *w * (1-/2 -0.75) = 112.42 psi OK NDS 3.4-2 A Fcp = R1 = 242:13 psi °OK (Width*Bearing) Gravity calcs Columns Lar e ostysu `",orfin""X2ndnfloorsarRoafi�` Point For Sawn Lumber, Factors and Calculations IAW all chapters of NDS Trib Span = 1s4`r -2 ft For Engineered Lumber, calculations IAW manufacturer's recommendations Trib Width = 11 ._ 4<ft Adjust Factors E = 13'OdOD0 psi, from NDS Table 4Aor 4D Cd = IbO" E' =E*Cd*Cm*Ct*Ci = 1300000 psi Actual Dimensions Cm = gM7 Fc = 1000 psi, from NDS Table 4Aor 4D Width = 55�� r` in Ct= 100 (1/d)x = 17.45 Bearing = Full Cl = 100 (1/d)y = 17.45 Depth = 5`5. . " in CF = Fce = (Kce * E')/ (I /d12) = 1280.1 psi Cfu = 1.00 Fc* = Fc*Cd*Cm*Ct*Ci*Cf= 1000.0 psi Loading Conditions Ci = 1.00 Fr = Fce/ FC* 1.28 Roof loads Cr = 1.15 Fr' _ ( 1 + Fr )/2 * c 1.43 Roof Load 40 psf Cf= 1.00 Cp = Kf* ( Fr' - sgrt(( Fr' * Fr' - Fr/c)) 0.76 Floors? 11 CT= 1.00 Fc' = Fc*Cd*Cm*Ct*Ci*Cr*Cf*Cp 875.28 psi Floor Load 50 psf Cb = 1.00 A= 5.5*5.5 = 30.25 inA2 Kce = 0.30 for visually graded lumber c = 0.80 for sawn lumber Kf= builtup factor = 0.6 for Ie1/d1, 0.99 for le2/d2, 1.0 for solid Pallowable = Fc' * A = 26477 Ib Pactual = (1*FloorTL + RoofTL) *Trib Span * Trib Width = 21420 Ib 26477 > 21420 OK 4, Built-up2x4 Column'aSu ortin Rid eBeam:3 2x4's;'min O�9 �".ft For Sawn Lumber, Factors and Calculations IAW all chapters of NDS Trib Span = ft For Engineered Lumber, calculations IAW manufacturer's recommendations Trib Width = s17 <.''ft Adjust Factors E = 16000001 psi, from NDS Table 4Aor 4D Cd = 1.00 E' =E*Cd*Cm*Ct*Ci = 1600000 psi Actual Dimensions Cm = 1`00 Fc = 1350 psi, from NDS Table 4Aor 4D Width = 5:5 in Ct = 1.00 (1/d)x = 30. Bearing = Full Cl = 1`.00 (1/d)y = .86 Depth = 3 5 _ nMn CF = Fce = (Kce * E')/ (I /d12) = 504.1 psi Cfu = 1:00 Fc* = Fc*Cd*Cm*Ct*Ci*Cf= 1350.0 psi Loading Conditions Ci = 1.00 Fr= Fce/ FC* 0.37 Roof load?MV;,.: Cr = 1.15 Fr' _ ( 1 + Fr ) /2 * c 0.86 Roof Load 40 psf Cf= 1.00 Cp = Kf* ( Fr' - sgrt(( Fr' * Fr' - Fr/c)) 0.34 Floors? :0 CT= 1.00 Fc' = Fc*Cd*Cm*Ct*Ci*Cr*Cf*Cp 520.60 psi Floor Load 0 psf Cb = 1,QOfi A= 5.5*3.5 = 19.25 in^2 Kce = 0:30 for visually graded lumber c = 080 for sawn lumber Kf= builtup factor = 0.6 for let/d1, 0.99 for le2/d2, 1.0 for solid Pallowable = Fc' *A = 10022 Ib Pactual = (0*FloorTL + RoofTL) * Trib Span * Trib Width = 9520 Ib 10022 > 9520 OK 6 C4 �xG ,DF Co/vm/> C3 � U 0 B4 N "$pas 7 V) � N 0 C3 N C 1 a, C 3 c 1(6 Post 8' BZ Cr3 �3x� DF Co Awn n g 'l2h��h Resting on Concrete Sill John and Lisa Selfors A G Garage Revision ADDRESS: 5659 E State Route 302 coo Belfair, WA BLD62001-00083 � w 3 FOR; John Self ors NA 8/9/08 Scale 1/8" = 1, EXPIRES: 7/14/U 7 B3 Ricl e hewn a�%sue cz cz yX� Cio/vrr�r� 9'teYh John and Lisa Selfors Garage Revision ADDRESS: 5659 E State Route 302 Belfair, WA - BLDG2001-00083 33 o F I]R; John Self ors sIONAL �; �� 8/9/08 Scale: 1/8' = 1' EXPIRES: 7/14/fj 427-9670 MASON COUNTY No EXT. BUILDING DEPARTMENT ALL PERSONS ARE HEREBY ORDERED TO AT ONCE TOP WORK 0'01 ' a== On these Premises atG5" 9 /berm�t 0 do(ed v e This order is issued because ' z')/1�a �6e-e4 0-jW/'-q"led 16 t -- . A.M. GS Posted /% P.M. 20 By WARNING The failure to stop work, the resuming of work without permission from the Building Official, or the removal, mutilation,destruction or concealment of this Notice is punishable by fine and imprisonment. Cg0 Cot, ram, ' MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Mason County Bldg. III, 426 West Cedar Street PO Box 186, Shelton, WA 98584 www.co.mason.wa.us (360)427-9670 Belfair(360)2754467 Elma (360)482-5269 AUG 25 John and Lisa Selfors 426 W. CEDAR ST. June 12, 2008 PO BOX 644 VAUGHN WA 98394-0644 RE: Mason County Building Permit(s): BLD2001-00083 Site Address: 5659 E STATE ROUTE 302 BELFAIR Parcel: 122284490024 To Whom It May Concern: Permit BLD2001-00083 was applied for by John Selfors, to construct a garage on January 26, 2001. The permit was placed on hold status on July, 7 2002, by the Building Department, as more information was required for a revision submitted July 5, 2002. A letter was sent on July 7, 2002 requesting more information for the revised building plans. There has been no information recieved to satisfy these requirments. A courtesy progress inspection was then conducted on October 4, 2005. The permit has since expired due to lack of information and activity. This notice is to inform you that information is still needed to complete the revision and to continue the permit process. As requested from the letter sent in 2002 the following information is still needed: 1. Floor plans for the upper and lower floor 2. Locations of point loads 3. Documentation confirming calculations from the engineer 4. Framing details for upper floor deck 5. Washington State Energy Code information if going to he heated 6. Necessary calculations if poles are to be greater that 10 feet in height. There will also be fee's required at the time of submission for the plan review of the revision and for the added square footage to the structure. Please contact the building department with the necessary information within 30 days of this notice or an enforcment case will be started, violation fees will be added, and a "Do Not Occupy" posting will placed on the structure. For all furthur inspections a $68 fee will be due prior to each individual site visit. Attatched is a copy of the permit history, return of your payment for $64 which has a numerical and scriptural conflict, and a copy of the letter sent in 2002. Please respond to me within 30 days regarding your response to this notice. I can be reached at (360)427-9670 ext 280. Sincerely, Bryan Adams Mason County Buil(ring Department V' yx i t hA� ___ e . A) A , i f �i L-l"w7t J °)Xlf MW at1•oc� ..4y>,L�gII;i.lNO.aA1ETzftiLRWM4H1iilYMvrsrivMlfuG�A4i0[ �:.:i Fs:,t 9�is,.-. .;:a€':s!3etSNfl +�a?'4`Ky�ttE!'^F}Ai�RpaMfabrrNva.IMtMMHrP•'.e•Y.T-evn. •••mr�.-Y"£K!R�'.n"FR�.t' . ..YTt•CP_fll':!4°'i'RC.:1:41r:. .^;1:.'. .. aK-+ erm^.L+R•l.T+^t+'•"...r«+p}m•m -v!R.. ni..+.,.. - ,.n! .. - ...-..r.."-';•x.�zw•ra.-r%�•r�•�rwF�w.wrt,.�Fatw+.�nwt�wn. ..:. . >~a':wtcwg> a=xts=woo-• ..::c-a-'�:F. r:aasrm'_._. ��'+`� _ ttr�It:m3h+T.?YL`9@tiFS�aw'Sittiir:lEHlofri.+irA.f.•e:.HY...Hria:i)lFN.ffK+`fiY#rli.iYr.S.etlbr}l.n.M1^'tiri!•1 +;Slt:r:':N�!bNr:HlM1F>FiM'r!:.r?�*a+.t .. '•. _.•_.�.•• FLNM.rNf,MvtYsr4 ..+rutF:4}e+wtarDCltm.iM .rm,v+WRc`F!S•�FISFt..tk:>FqE^A4•N.!.JtNifrM�l:<SFgi.S:urMtiw:• hS:Nu[: _..,,aerr.wM-+.tvMe!)4MWaWwI+MNVn.+.wM••Rwuwnla•i+++tatav:eR.rf+F+AMtieN.+"-:-r�•a•f+'! W. �A 9 t GM+. ti1EH::14i^M�'fil. TL°>t+9:E1$f.'1:HMSW;•;r: ;.• '<- ilr=NllrrlvlFtS;dgite3HA "wW+w�.., _...�...: Ir ,.: -�'s.±t+a<�tesnfcm�wxsn�al�NNsest'!asi^�x,<!.ln;rrrr-7 ..rsnFtts:Ft:+.�Ti.> •wpAara+pwaa*Wi.. rcwwr.-.w.wra,+�9 q 3 t�r Uwn�o� f.% -_ x C cloy Q o pP. F J i 5yx_, _ I M6 rwol- 4 �+ ► 60/7-hA 40vs A) oo9'tkloc5 Plan Review Comment Answers — Using 2006 International Building Code John & Lisa Selfors Garage Revision BLD2001-00083 5659 E State Route 302 Belfair, WA For; John Selfors 08/09/08 i IGO j STE 0 EXPIRES: //14/ George Engineering 13217 130th Street KPN Gig Harbor, WA 98329 253-857-2252 ' 1 Note: This engineering is to be in addition to engineering that that was supplied in June of 2002. Any information supplied here shall be considered to supercede the old engineering. This package is not a complete reengineering of the building. It simply attempts to answer Plan Review Comments. Numbering from letter dated 6/12/2008: 1 Provided by others. 2 Point loads are located under each end of each Header and in middle of building under Ridge Beam. Calculations for Headers, Beams, Beam-end supports, and Columns have been provided. 3 Calculations for Headers, Beams, Beam-end supports, and Columns have been provided. 4 Provided by others. 5 Provided by others. 6 Calculations for Headers, Beams, Beam-end supports, and Columns have been provided. Gravity calcs-Beams 2 131 5.125 x 19.5 GL GluLam Beam Large Garage Door Header 18 ft For Sawn Lumber, Factors and Calculations IAW all chapters of NDS Trib Width (Tw) = 13 ft For Engineered Lumber, calculations IAW manufacturer's recommendations loaded part of span (a) = 18 ft Adjust Factors Fb = 2400 psi, from NDS Table 4Aor 4D Cd = 1.00 Fb' = Fb*Cd*Cm*Ct*CI*CF*Cfu*Ci*Cr*Cf= 2400 psi Actual Dimensions Cm = 1.00 Fv = 240 psi, from NDS Table 4Aor 4D Width = 5.125 in Ct = 1.00 Fv' = Fv*Cd*Cm*Ct*Ci = 240 psi Bearing = 4.5 in Cl = 1.00 Fcp = 650 psi, from NDS Table 4Aor 4D Depth = 19.5 in CF = Fcp' = Fv*Cm*Ct*Ci *Cb= 704 psi Cfu = 1.00 E = 1800000 psi, from NDS Table 4Aor 4D Loading Conditions Ci = 1.00 E' =E*Cm*Ct*Ci*CT = 1800000 psi Roof load? Y Cr = 1.00 1= (b * d-3)/ 12 = 3166.77 inA4 Roof Load 40 psf Cf= 1.00 A= 5.125*19.5 = 99.94 inA2 Floors? 1 CT = 1.00 S= 5.125*19.5*19.5 = 324.80 inA3 Floor Load 50 psf Cb = 1.08 6 Simple Beam --ASD condition #1, pg 2-296 -- Uniform Distributed Load Uniform Load (w) = 1170 lb/ft R1= w * a * ( 2 * L - a) = 10530 lb R2 = 10530.00 lb 2 * L Mmax = R1 ^ 2 = 47385 lb-ft occurs at x = 9.00 ft 2 *w Fb = Mmax *12 = 1750.69 psi OK NDS 3.3-1 S Delta = (w * x) * ( a^2*(2*L-a)A2-2*a*x"2*(2*L-a)+L*x^3) = 0.48 in L/480 = 0.45 in NOT 3 STAR 24 * E * I * L L/360 = 0.6in MEETS CODE MIN L/240 = 0.9 in OK Fv = 1.5 *w * (L/2 -0.75) = 144.88 psi OK NDS 3.4-2 A Fcp = R1 = 456.59 psi OK (Width*Bearing) B2 '_ 5.125 x 12 GL GluLam Beam Small Garage Door Header 8 ft For Sawn Lumber, Factors and Calculations IAW all chapters of NDS Trib Width (Tw) = 13 ft For Engineered Lumber, calculations IAW manufacturer's recommendations loaded part of span (a) = 8 ft Adjust Factors Fb = 2400 psi, from NDS Table 4Aor 4D Cd = 1.00 Fb' = Fb*Cd*Cm*Ct*CI*CF*Cfu*Ci*Cr*Cf= 2880 psi Actual Dimensions Cm = 1.00 Fv = 240 psi, from NDS Table 4Aor 4D Width = 5.125 in Ct= 1.00 Fv' = Fv*Cd*Cm*Ct*Ci = 288 psi Bearing = 4.5 in CI = 1.00 Fcp = 650 psi, from NDS Table 4Aor 4D Depth = 12 in CF = Fcp' = Fv*Cm*Ct*Ci *Cb= 704 psi Cfu = 1.00 E = 1800000 psi, from NDS Table 4Aor 4D Loading Conditions Ci = 1.00 E' =E*Cm*Ct*Ci*CT = 1800000 psi Roof load? Y Cr= 1.00 1= (b * dA3)/ 12 = 738.00 inA4 Roof Load 40 psf Cf= 1.00 A= 5.125*12 = 61.50 inA2 Floors? 1 CT = 1.00 S= 5.125*12*12 = 123.00 inA3 Floor Load 50 psf Cb = 1.08 6 Simple Beam --ASD condition #1, pg 2-296-- Uniform Distributed Load Uniform Load (w) = 1170 lb/ft R1= w * a * ( 2 * L - a) = 4680 lb R2 = 4680.00 lb 2 * L Mmax = R1 ^ 2 = 9360 lb-ft occurs at x = 4.00 ft 2 *w Fb = Mmax *12 = 913.17 psi OK NDS 3.3-1 S Delta = (w * x) * ( a^2*(2*L-a)A2-2*a*x^2*(2*L-a)+L*x^3) = 0.08 in L/480 = 0.2 in OK 24 * E * I * L L/360 = 0.27 in MEETS CODE MIN L/240 = 0.4 in OK Fv = 1.5 * w * (L/2 -0.75) = 92.74 psi OK NDS 3.4-2 A Fcp = R1 = 202.93 psi OK (Width*Bearing) QBGravity calcs-Beams 3 5.125 x 15 GL GluLam Beam as Ridge Beam 22 ft For Sawn Lumber, Factors and Calculations IAW all chapters of NDS Trib Width (Tw) = 13 ft For Engineered Lumber, calculations IAW manufacturer's recommendations loaded part of span (a) = 22 ft Adjust Factors Fb = 2400 psi, from NDS Table 4Aor 4D Cd = 1.00 Fb' = Fb*Cd*Cm*Ct*CI*CF*Cfu*Ci*Cr*Cf= 2400 psi Actual Dimensions Cm = 1.00 Fv = 240 psi, from NDS Table 4Aor 4D Width = 5.125 in Ct = 1.00 Fv' = Fv*Cd*Cm*Ct*Ci = 240 psi Bearing = 4.5 in Cl = 1.00 Fcp = 650 psi, from NDS Table 4Aor 4D Depth = 15 in CF = Fcp' = Fv*Cm*Ct*Ci *Cb= 704 psi Cfu = 1.00 E = 1800000 psi, from NDS Table 4Aor 4D Loading Conditions Ci = 1.00 E' =E*Cm*Ct*Ci*CT = 1800000 psi Roof load? y Cr = 1.00 1= (b * d^3)/ 12 = 1441.41 inA4 Roof Load 40 psf Cf= 1.00 A= 5.125*15 = 76.88 in12 Floors? 0 CT = 1.00 S= 5.125*15*15 = 192.19 inA3 Floor Load 0 psf Cb = 1.08 6 Simple Beam --ASD condition #1, pg 2-296 -- Uniform Distributed Load Uniform Load (w) = 520 lb/ft R1= w * a * ( 2 * L - a) = 5720 lb R2 = 5720.00 lb 2 * L Mmax = R1 ^ 2 = 31460 lb-ft occurs at x = 11.00 ft 2 *w Fb = Mmax *12 = 1964.33 psi OK NDS 3.3-1 S Delta = (w* x) * ( a^2*(2*L-a)A2-2*a*x^2*(2*L-a)+L*x^3) = 1.06 in L/480 = 0.55 in NOT 3 STAR 24 * E * I * L L/360 = 0.73in NOT OK L/240 = 1.1 in OK Fv = 1.5 *w * (L/2 -0.75) = 104.00 psi OK NDS 3.4-2 A Fc R1 = 248.02 psi OK (Width*Bearing) B 5.125 x 16.5 GL GluLam Beam as Floor Beam 21 It For Sawn Lumber, Factors and Calculations IAW all chapters of NDS Trib Width (Tw) = 13 ft For Engineered Lumber, calculations IAW manufacturer's recommendations loaded part of span (a) = 21 ft Adjust Factors Fb = 2400 psi, from NDS Table 4Aor 4D Cd = 1.00 Fb' = Fb*Cd*Cm*Ct*CI*CF*Cfu*Ci*Cr*Cf= 2400 psi Actual Dimensions Cm = 1.00 Fv = 240 psi, from NDS Table 4Aor 4D Width = 5.125 in Ct = 1.00 Fv' = Fv*Cd*Cm*Ct*Ci = 240 psi Bearing = 5.5 in CI = 1.00 Fcp = 650 psi, from NDS Table 4Aor 4D Depth = 16.5 in CF = Fcp' = Fv*Cm*Ct*Ci *Cb= 694 psi Cfu = 1.00 E = 1800000 psi, from NDS Table 4Aor 4D Loading Conditions Ci = 1.00 E' =E*Cm*Ct*Ci*CT = 1800000 psi Roof load? n Cr = 1.00 1= (b * d13)i 12 = 1918.51 in14 Roof Load 0 psf Cf= 1.00 A= 5.125*16.5 = 84.56 in12 Floors? 1 CT= 1.00 S= 5.125*16.5*16.5 = 232.55 in13 Floor Load 50 psf Cb = 1.07 6 Simple Beam --ASD condition #1, pg 2-296-- Uniform Distributed Load Uniform Load (w) = 650 lb/ft R1= w* a * ( 2 * L - a) = 6825 lb R2 = 6825.00 lb 2 * L Mmax = R1 ^ 2 = 35831 lb-ft occurs at x = 10.50 ft 2 *w Fb = Mmax *12 = 1848.98 psi OK NDS 3.3-1 S Delta = (w*x) * ( a^2*(2*L-a)A2-2*a*x^2*(2*L-a)+L*x^3) = 0.69 in L/480 = 0.53 in NOT 3 STAR 24 * E * I * L L/360 = 0.7in MEETS CODE MIN L/240 = 1.05 in OK Fv = 1.5 *w* (L/2 -0.75) = 112.42 psi OK NDS 3.4-2 A Fcp = R1 = 242.13 psi OK (Width*Bearing) Gravity calcs-Columns 4 6 ax 6 DF Large Post supporting 2nd floors and Roof Ridge Beam Point Load C1 8 ft For Sawn Lumber, Factors and Calculations IAW all chapters of NDS Trib Span = 14 ft For Engineered Lumber, calculations IAW manufacturer's recommendations Trib Width = 17 ft Adjust Factors E = 1300000 psi, from NDS Table 4Aor 4D Cd = 1.00 E' =E*Cd*Cm*Ct*Ci = 1300000 psi Actual Dimensions Cm = 1.00 Fc= 1000 psi, from NDS Table 4Aor 4D Width = 5.5 in Ct= 1.00 (1/d)x = 17.45 Bearing = Full Cl = 1.00 (1/d)y = 17.45 Depth = 5.5 in CF = ® Fce = (Kce* E')/(I/dA2) = 1280.1 psi Cfu = 1.00 Fc* = Fc*Cd*Cm*Ct*Ci*Cf= 1000.0 psi Loading Conditions Ci = 1.00 Fr= Fce/ FC* 1.28 Roof load? y Cr= 1.15 Fr' _ ( 1 + Fr )/2 *c 1.43 Roof Load 40 psf Cf= 1.00 Cp = Kf* ( Fr' - sgrt(( Fr' * Fr' - Fr/c)) 0.76 Floors? 1 CT= 1.00 Fc' = Fc*Cd*Cm*Ct*Ci*Cr*Cf*Cp 875.28 psi Floor Load 50 psf Cb= 1.00 A= 5.5*5.5 = 30.25 inA2 Kce = 0.30 for visually graded lumber c = 0.80 for sawn lumber Kf= builtup factor=0.6 for let/d1, 0.99 for le2/d2, 1.0 for solid Pallowable= Fc' *A = 26477 Ib Pactual = (1*FloorTL + RoofTL)* Trib Span *Trib Width = 21420 Ib 26477 > 21420 OK C2 6 x 4 DF Built-up 2x4 Column Supporting Ridge Beam 3 2x4's min 9 ft For Sawn Lumber, Factors and Calculations IAW all chapters of NDS Trib Span = 14 ft For Engineered Lumber, calculations IAW manufacturer's recommendations Trib Width = 17 Ift Adjust Factors E = 1600000 psi, from NDS Table 4Aor 4D Cd = 1.00 E' =E*Cd*Cm*Ct*Ci = 1600000 psi Actual Dimensions Cm = 1.00 Fc= 1350 psi, from NDS Table 4Aor 4D Width = 5.5 in Ct= 1.00 (1/d)x = 19.64 Bearing = Full CI = 1.00 (1/d)y = 30.86 Depth = 3.5 in CF = ® Fce = (Kce * E')/(I/dA2) = 504.1 psi Cfu = 1.00 Fc* = Fc*Cd*Cm*Ct*Ci*Cf= 1350.0 psi Loading Conditions Ci = 1.00 Fr= Fce/ FC* 0.37 Roof load? y Cr= 1.15 Fr' _ ( 1 + Fr)/2 *c 0.86 Roof Load 40 psf Cf= 1.00 Cp = Kf* ( Fr' -sgrt(( Fr' * Fr' - Fr/c)) 0.34 Floors? 0 CT= 1.00 Fc' = Fc*Cd*Cm*Ct*Ci*Cr*Cf*Cp 520.60 psi Floor Load 0 psf Cb = 1.00 JA= 5.5*3.5 = 19.25 inA2 Kce = 0.30 for visually graded lumber c= 0.80 for sawn lumber Kf= builtup factor=0.6 for let/d1, 0.99 for le2/d2, 1.0 for solid Pallowable = Fc' *A = 10022 Ib Pactual = (0*FloorTL + RoofTL)*Trib Span *Trib Width = 9520 Ib 10022 > 9520 OK Gravity calcs-Columns 5 3 x 6 DF Built-up 2x6 Column Supporting Garage Door 2 2x6's min Q n 8 ft For Sawn Lumber, Factors and Calculations IAW all chapters of NDS nb Span = 9 ft For Engineered Lumber, calculations IAW manufacturer's recommendations Trib Width = 14 ft Adjust Factors E = 1600000 psi, from NDS Table 4Aor 4D Cd = 1.00 E' =E*Cd*Cm*Ct*Ci = 1600000 psi Actual Dimensions Cm = 1.00 Fc= 1350 psi, from NDS Table 4Aor 4D Width = 3 in Ct= 1.00 (1/d)x = 32.00 Bearing = Full Cl = 1.00 (1/d)y = 17.45 Depth = 5.5 in CF = ® Fce = (Kce * E')/(I /dA2) = 1575.5 psi Cfu = 1.00 Fc* = Fc*Cd*Cm*Ct*Ci*Cf= 1350.0 psi Loading Conditions Ci = 1.00 Fr= Fce/ FC* 1.17 Roof load? y Cr= 1.15 Fr' _ ( 1 + Fr)/2 *c 1.35 Roof Load 40 psf Cf= 1.00 Cp = Kf* ( Fr' -sgrt(( Fr' * Fr' - Fr/c)) 0.73 Floors? 1 CT= 1.00 Fc' = Fc*Cd*Cm*Ct*Ci*Cr*Cf*Cp 1139.73 psi Floor Load 50 psf Cb = 1.00 A= 3*5.5 = 16.50 inA2 Kce = 0.30 for visually graded lumber c = 0.80 for sawn lumber Kf= builtup factor= 0.6 for let/d1, 0.99 for le2/d2, 1.0 for solid Pallowable = Fc' *A = 18806 Ib Pactual = (1*FloorTL + RoofTL)*Trib Span *Trib Width = 11340 Ib 18806 > 11340 OK 43 x 6 DF Built-up2x6 Column Supporting Floor Beam 2 M's min 2 ft For Sawn Lumber, Factors and Calculations IAW all chapters of NDS Trib S an = 17 Ift For Engineered Lumber, calculations IAW manufacturer's recommendations Trib Width = 14 Ift Adjust Factors E = 1600000 psi, from NDS Table 4Aor 4D Cd = 1.00 E' =E*Cd*Cm*Ct*Ci = 1600000 psi Actual Dimensions Cm = 1.00 Fc= 1350 psi, from NDS Table 4Aor 4D Width = 3 in Ct= 1.00 (1/d)x = 8.00 Bearing = Full Cl = 1.00 (1/d)y = 4.36 Depth = 5.5 in CF = ® Fce = (Kce* E')/(I/dA2) = 25208.3 psi Cfu = 1.00 Fc* = Fc*Cd*Cm*Ct*Ci*Cf= 1350.0 psi Loading Conditions Ci = 1.00 Fr= Fce/FC* 18.67 Roof load? y Cr= 1.15 Fr' _ ( 1 + Fr )/2 *c 12.30 Roof Load 40 psf Cf= 1.00 Cp = Kf* ( Fr' - sgrt(( Fr' * Fr' - Fr/c)) 0.98 Floors? 1 CT= 1.00 Fc' = Fc*Cd*Cm*Ct*Ci*Cr*Cf*Cp 1519.97 psi Floor Load 50 psf Cb = 1.00 JA= 3*5.5 = 16.50 inA2 Kce= 0.30 for visually graded lumber c = 0.80 for sawn lumber Kf= builtup factor=0.6 for let/d1, 0.99 for le2/d2, 1.0 for solid Pallowable = Fc' *A = 25080 Ib Pactual = (1*FloorTL + RoofTL) *Trib Span *Trib Width = 21420 Ib 25080 > 21420 OK 6 3xG ,DF 9� JJJ 5h'x 16 ,t& al's N 0 c5 N G orb PON 8' 8'or.-o Co/vm n e"len �h Resting on Concrete Sill John and Lisa Self ors A. G Garage Revision ADDRESS: 5659 E State Route 302 Belfair, WA BLDG2001-00083 �o w Gy STE FOR; John Selfors I0NAL �� IG�B 8/9/08 Scale 1/8" = 1' EXPIRES: 7/14/ 7 l2/d c.8ealn 0 0 Vx Co Go/V'"r� John and Lisa Se(-Fors A G Garage Revision ADDRESS: 5659 E State Route 302 Belf air, WA BLDG2001-00083 o � �3 o E❑R; John Sel-Fors ONAL �� ly � 8/9/08 Scale: 1/8' = 1' EXPIRES: 7/14/U uok Mason County Map Output Page Page 1 ol' 1 Mason CountyMa fix, s � ryx e �7� ,�' 'a#P��r+k�i i V�.� ✓� Y � � is h��� let . , e - .. E ROCKY POINT LN '" — ESTATE ROUTE 3a2 , 4111 , sky ` as � DISCLAIMER AND LIMITATION OF LIABILITY: The data used to make this map have been tested for accuracy,and every effort has been made to ensure that these data are timely,accurate and reliable.However,Mason County LEGEND makes no guarantee or warranty to its accuracy as to labeling,dimensions,or placement or location of any map features contained herein.The boundaries depicted by these data are Roads [ Fadrrral Lands approximate,and are not necessarily accurate to surveying or engineering standards,and are intended for informational purposes only.Mason County does not assume any legal liability /V Hlgrways City of Shelton or responsibility arising from the use of this map in a manner not intended by Mason County. Rivom 8 Streams courity&,v wtary tt)w j In no event shall Mason County be liable for direct,indirect,incidental,consequential, special,or tort damages of any kind,including,but not limited to,loss of anticipated profits par0els ,2nmrnisslorw Dstncts or benefits arising from use of or reliance on the information contained herein if Sections ► takes 10 2009-Mason County GIS —y 100 W.Public Works Dr L] Townsnvs ,'p Fliget Sound&Malcfi Ltrkes Shelton,WA 98584 http://mapmason.co.mason.wa.us/servlet/com.esri.esrimap.Esrimap?ServiceName=amason... 3/23/2010 i MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Permit Processing/Inspections/Addressing Mason County Bldg.III 426 W.Cedar P.O.Box 186 Shelton,WA 98584 (360) 427-9670 Belfair (360) 275-4467 Elma (360) 482-5269 Seattle (206) 464-6968 July 5, 2002 John Selfors PO 644 Vaughn, WA 98329 Re: BLD2001-00083 Dear Selfors, Thank you for submitting revisions to the building permit application referenced above. In order to complete the building department review additional information will be needed which is listed below. When you have compiled the requested information please submit it to the Mason County Building Department, attention D. Coker. PLAN REVIEW REQUIREMENT COMMENTS: 1. The request is for a second story addition to the garage. Please provide a floor plan for both the upper and lower floor showing the use of all rooms. Also indicate interior braced wall panels where braced wall lines are greater than 34-feet and show point loads for the roof beam and floor beam. The calculations submitted indicate that the roof beam will span not more than 22-feet and the floor beam will span not more than 18-feet. 2. Provide a revised foundation plan showing location and size of thickened footing(s) needed from point loads above. 3. The calculation submitted for a 6x 16-glulam beam, fb 1600, indicates that the tributary area is 504 plf. The load used to calculate the tributary area was 36 plf however the total floor load listed on page 8 of 9 of the notes provided by Mr. Glen George indicate 50 psf. Using 50 plf and a 14-foot tributary area imposed on the proposed beam, the load will equal 700 plf. Based upon the table submitted with the calculations the allowable load that can be imposed on the glulam beam with an 18-foot span is 646 plf. Please arrange to submit calculations identifying the correct load for the glulam beam, supporting the proposal. ALSO, I am not familiar with the glulam dimensions specified. Please provide information from the manufacturer indicating the allowable loads, shear value, etc. for ALL glulam beams proposed. 4. Please provide step and deck framing for the upper floor exit. 1 5. It is not clear that the columns supporting the floor beam will be 10-feet or less. If the post exceeds 10-feet in height provide a calculation for the column. 6. Will the structure be heated? Heated spaces must comply to the 2001 Washington State Energy Code and Ventilation and Indoor Air Quality Code. A compliance form is enclosed. Design criteria for proposed project: Snow load: 25 psf Wind load: 80 mph, exp "C" Seismic zone: 3 If you have questions please contact me at (360) 427-9670 ext. 510. Sincerely, e era Coker ason County Building Department Plans Examiner Word/01-00083 cc: property file George Engineering, 13217 1301h Street KPN, Gig Harbor, WA 98329 encl: WSEC Compliance Form PERMIT NO.: BLD • MASON COUNTY BUILDING PERMIT APPLICATION 2� 426 W.Cedar/P.O.Box 186,Shelton,WA 98584 Shelton 360 427-9670 Belfair 360 275-4467 Elma 360 482-5269 Seattle 206 464-6968 APPLICANT INFORMATION CONTRACTOR INFORMATION Owner �,ioMl,l Se,t jy5 Contractor Name at.) y` 61uifj Mailing Address 70. -AD)( (eN u Mailing Address City 'Jain_ Stated A Zip Coded L4 City State Zip Code Phone( ,253) G9)4 -(o5$6ther Ph.( ) Ph.( Other Ph.( Lien/Title Holder Contractor Reg. # Address Expiration SEPTIC/WATER SYSTEM INFORMATION-Connect to New Septic Existing Septic Connect to Sewer System Name of Sewer System Well Water System Name of Water System PARCEL INFORMATION-12 digit Tax Parcel No. /22.Z 8 / y`1 / oDW Fire District Legal Description f6 .c, f t4 f,;14 9? -O - Site Address(Please include street name, street number and city) 54S 5r R.r 3&4.. Directions to site 7-Ar,C Hr ,c-,;. Will timber be cut and gold in parcel preparation? (Yes/No) Uo �( Is your property within 200' of the following: Body of Water (Name) UAV- in —Saltwater- Lake River/Creek Pond Wetland Seasonal Runoff Stream Slopes or Bluffs TYPE OF JOB New X Add Alt Repair Other Use of Building Describe Work No. of Bedrooms No. of Bathrooms SQUARE FOOTAGE-1st Floor 2nd Floor 3rd Floor Loft Basement Deck Other sq. ft. O00 Garage x Attached Detachedg_Carport Attached Detached MOBILE HOME INFORMATION-Make Model Model Year Length Width Serial No. No. of Bedrooms No. of Bathrooms Type of Heat Purchase Price $ Replacement Unit ?(Yes/No) Installer Name Certification No. NOTICE: THIS PERMIT BECOMES NULL&VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR IF CONSTRUCTION WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER THE WORK IS COMMENCED. PROOF OF CONTINUATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION. The owner or agent on owner's behalf,represents that the information provided is accurate and grants employers of Mason County access to the above described property and structures for review and inspection of this project. Acknowledgment of such is by signature below: OWNER AFFIDAVIT-1 certify that I am exempt from the requirements of the CONTRACTOR'S AFFIDAVIT-1 certify that I am currently registered as a Contractor Registration Law RCW 18.27 and am aware of the ordinance contractor in the State of Washington and that I am aware of the ordinance requirements for which this permit is issued and that all work will be done in requirements regulating the work for which this permit is issued and all work conformance therewith. No changes shall be made without first obtaining shall be done in conformance therewith. No changes shall be made without approval. �i/s,/ first obtaining approval. X - Date X Date y7 FOR OFFICIAL USE BEYOND THIS POINT(/ Accepted by Date " ' )Submittal Amount Due �Ja •O� Receipt No,) / DEPARTMENTAL REVIEW APPRQ' ED DENIED'' CONDITION COPES Building Department Occ Group 6--( Type Constr. n Planning Department Environmental Health Department Public Works Department I Fire Marshal f Valuation $ C\�� , FEES Building Permit Fee aw gs Site Inspection Plan Review Fee U UFC Plan Review Fee Plumbing & Base Fee Public Works Review Fee Mechanical & Base Fee Other Wood/Gas/Pellet Stove Fee Other oA Violation Fee Pre-Paid at Subm ttal P r•`f>': :` >I>:i»'>>f#f< >`>> >>>'>''<» » TOTA L FEES ............................................................................:.....:.:::...:..:.::::.:::::::. MASON COUNTY PROJECT SITE INFORMATION (�u- C'7-00 —0c,OE33 Case No. Name 1/Obt.n/ "LPL'c'-:70k S PARCEL NUMBER 17-2-2,�A44q oo-Ly Date SHOW THE FOLLOWING ON SITE PLAN Show Direction by indicationg N, S, E, W in relation to the site plan Lot Dimensions Fences Existing Structures Driveways Structure Setbacks Shorelines Water Lines Topography Well Location (including adjacent) Drainage Plan Names of Streets Easements Names of Fronting Streets Septic System DRAW SITE PLAN BELOW Include adjacent properties if on shoreline or within 100 feet of adjacent property line. adjacent property line 4 E-adjacent property line I I I kilo , I e � O�SG 60 4s I g I I OFLI, i by Pr°Pogr� � I A- adjacent property line4 toad' ceM ro line SAMPLE SITE PLAN aCdjRaa�Knt property erty line-� E-adjacGen t property line 30" �EAS,0 AL HOM r40- )F � PRO PLD� I Hou.aQ I R I PM1oPosCD SO I \ �! � � A6R LCttLTUJLAL 80, I 1 I I , I I /DO" I I I I A /DD' I adjacent property lined Fadjacent ro ert line TOPOGRAPHY PROFILE(Show a side view of property. 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See sample topography profile.) / SAMPLE TOPOGRAPHY PROFILE J S't'i v+GL to Slops f-c¢ dis+ana� 4e a i Signature Date FORM MUST BE COMPLETED IN INK PLEASE PRESS HARD MASON COUNTY PROJECT SITE INFORMATION PLvtn�, BL.0200 ( —Oe>093 Case No. Name '✓4Hn/ SFLPORS PARCEL NUMBER 1�-7-2.$4490c)-Lq Date &//9/�/ SHOW THE FOLLOWING ON SITE PLAN Show Direction by indicationg N, S, E, W in relation to the site plan Lot Dimensions Fences Existing Structures Driveways Structure Setbacks Shorelines Water Lines Topography .� N Well Location (including adjacent) Drainage Plan Names of Streets Easements Names of Fronting Streets Septic System DRAW SITE PLAN BELOW Include adjacent properties if on shoreline or within 100 feet of adjacent property line. adjacent property line II �/��✓aY �6.� � <-adjacent property line I ' 1 ' 1 wa's&7t tG v�`��� �Gc� C( G�c�� 1011'e- y BL,00©/-G�Dd PrIl vc Zvi/c1 rti t,/�O��te Ala/V klIC plet P7 9. �r h6l &L� Ovvej O r rLa, ���c�a 't py� � 1��✓ � � �vU adjacent property line4 . 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SAMPLE TOPOGRAPHY PROFILE �,'&Sta ructtiY� Slops •tc¢ dif.+anam Z Signat0re Date MASON COUNTY PROJECT SITE INFORMATION Case No. Name T'Hv-) PARCEL NUMBER Date Ihol o 1 '� SHOW THE FOLLOWING ON SITE PLAN Show Direction by indicationg IN, S, E, W in relation to the site plan Lot Dimensions Fences Existing Structures Driveways Structure Setbacks Shorelines Water Lines Topography Well Location (including adjacent) Drainage Plan Names of Streets Easements Names of Fronting Streets Septic System , DRAW SITE PLAN BELOW Include adjacent properties if on shoreline or within 100 feet of adjacent property line. adjacent property line- 1 E-adjacent property line 1 1 I M2 I � I � y ' r h I I I 1 I I adjacent property line4 ' Fadjacent property line SAMPLE SITE PLAN adja1 nt property lined ,�_ 3zo� _ _ _ Fadjacent property line D 30" FRfSaRV 3�1 CREEK '' C fi MOM t 1 rw .G 46.EA1 I NOu.s 4. 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Direction by indicationg N, S, E, W in relation to the site plan Lot Dimensions Fences Existing Structures Driveways' , Structure Setbacks Shorelines Water Lines Topography ,s Well Location (including adjacent) Drainage Plan Names of Streets Easements Names of Fronting Streets Septic System 11 E DRAW SITE PLAN BELOW Include adjacent properties if on shoreline or within 100 feet of adjacent property line. adjacent property line. 1 F-adjacent property line t o Z. ASF I rs� � r I 1 I I � I I , I 1 P.4 P-ir I A) i a DQ V r= hlAt/ 0FLL rProPo �Ytn� S t�/V' i I adjacent property line4 " Fad' cer7`pJro lice SAMPLE SITE PLAN ad,a�nt property lined �o- _ _ Fadjacent property line As 30- rR�SCRvE 30�1 —NEAS0%JAL 44 ,L ' I GaaEu cK I CHgNC BU/� V6 S UB,/ gQPr« pA pert— I ' VACANT � CrARA I / k,�� �I P Pasco I / 1 1 I I , I \ I /00' — r-It I I L-eLL I 1 I I I 7 /00 1 • fLL 1 r adjacent'property line- ; Y ra' a o• c _ \i E-adjacent property line TOPOGRAPHY PROFILE(Show a side view of property. Show slopes, cuts and fills. If possible include height and the degree of slopes. See sample topography profile.) SAMPLE TOPOGRAPHY PROFILE 1So �� �-- �6e dtstar.cQ +o ruttt�Yt Slops. to¢ t e do. 'Q Z Signs re Date + MASON COUNTY PERMIT ASSISTANCE CENTER --� Mason County Bldg.III 426 W.Cedar e P.O.Box 186 Shelton,WA 9&W r•-_-- � -- (360) 427-9670 Belfair (360) 275-4467 Elma (360) 482-5269 Seattle (206) 464-6968 March 22,2001 John Selfors P.O.Box 644 Vaughn Wa. 98394 Re: BLD2001-00083 Dear applicant, Your plan for the huildini, permit refe.-enced above ; in the proc,.ss of being reviewed. Unfortunatelv, the review can not be completed until we receive all the inf rmation relevant to the project as proposed. This letter reflects only those items that are necessary to continue the Building Department review, and does not contain the findings of' the review, or note the corrections that may he necessary once the review is completed, nor does it address any needs of any other county department. Please review the following comments, then follow the re- submittal directions that follow. PLAN REVIEW REQUIREMENT COMMENTS: #1 After further review of the property and submitted building plans, it has been determined that your building site will not require a geotechnical report or engineered foundation system. However it will be required that your foundation system be resting on natural undisturbed soil., Q. Still need a accurate site plan showing dimensions to all property lines from proposed structure. #3.Need details showing how dormers are to be constricted, framing lumber used, size,species and spacing. Please make the required corrections and/or clarifications and submit two sets of the plans showing the revisions, marked on the sheets and noted with a cloud surrounding them or some other method of distinguishing the revisions. Il'only affected pages are re-submitted, arrangements should be made to remove the voided sheets and re-insert the new sheets into both building department copies of thr submitted plans. Please detail all corrections and/or revisions in a transmittal letter, numbered in the same order as in the plan review letter to aid in a timely re-submittal review. Please be sure to reference the BLD number noted above to identify the file to which all re-submitted documents belong. Re-submitted plans are normally reviewed within 5 working days of the receipt of proper and complete revisions in our office. lf're-submittal documents are incomplete or changes are made requiring additional review,an additional plan review fee may be charged at th.•rate of$47.00 per hour. Prior to re-submittal. please call the Plans Examining 'Department to make arrangements for a meeting if one is necessary, or if you have any questions regarding this review. You may contact me at (360) 427-9670 extension 284. Sincerely, Mark E. Core Mason County Building Department Plans Examining wp/00- cc: March 28, 2001 ® S Mark Coe APR Planning Department 2�0� Mason County r.OMM QF' t3 BOZO©► - 000e UNITr DEVE.0pMp,�?' Mark: Per our conversation on Tuesday, March 27, 2001 regarding my building permit PLD2001-00083 I have enclosed the necessary changes on my garage plans. I have drawings of the truss system that will be used on the project including engineering specs on weight loads. Also, I have detailed the cosmetic dormer that will be on the garage. The roof will be sheeted using 7/16 O.S.B. and nailed using#8 galvanized 8"o.c.. The dormer will be nailed through the sheeting and directly into each truss using#16 penny framing nails 8"o.c.. 2"x4"Douglas fir will be laid flat (stringer) and anchored to trusses (see drawings) 2"x4"will be used as rafters and nailed to the stringers. Dormer will be sheeted using 7/16 O.S.B. nailed using#8 galvanized 8"o.c.. Following Terry Ryan's inspection, garage will be built on native soil. Also, per our conversation,proper setback distances have been added to the plans. We talked and you were satisfied that all distances needed for plan approval were present. Patty Denton, from the county environmental department also left a message at my home saying she had signed off on my plans regarding water adequacy. Hopefully this additional information regarding my permit is sufficient enough. If you have any questions please feel free to call me at my home(253) 884-6585 or at work (253) 857-8132. Sinc ly, Jo Selfors - r r FF ,,1, t `� r ,• .� is :� r S��FofL� ��C r��tirra� F,\-L` d/NiliTifv�lJ z 7� � -ocCOMPLETE THIS SECTION ON DELIVERY 3 ■ Complete items 1,2,and 3.Also complete A. Signature item 4 if Restricted Delivery is desired. ■ Print your name and address on the reverse X ❑ gent so that we can return the card to you. ddressee ■ Attach this card to the back of the mailplece, B eceived by(prints Name or on the front if space permits. f'S� S �) ° Drel'-Very I. Article Addressed to: D. Is delivery address different from item 1? ���... Yes D If YES,enter delivery address below: No JOHN AND LISA SELFORS PO BOX 644 VAUG14N WA 98394-0644 3. Service Type AX-aertified Mail ❑Express Mail ❑Registered ❑Retum Receipt for Merchandise ❑Insured Mail ❑C.O.D. 4. Restricted Delivery?(Extra Fee) 2. Article Numbers I f , ❑Yes (Transfer from service 7labef)' 7007 2 6 8 0 Q.001 7 9 61 8002 PS Form 3811,February 2004 Domestic Return Receipt 102595-02-M-1540