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HomeMy WebLinkAboutBLD2016-00139 Cancelled SFR - BLD Permit / Conditions - 3/31/2016 Inspection Line(360)427-7262 0 C 1, MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Phone: (360)427-9670, ext. 352 ` Mason County 615 W Alder St Shelton, WA 98584 1854 RESIDENTIAL BUILDING PERMIT BLD2016-00139 OWNER: GABRIEL HARDER � � RECEIVED: 2/29/2016 CONTRACTOR: LICENSE: EXP: [, ISSUED: 3/31/2016 SITE ADDRESS: 1991 E STATE ROUTE 3 SHELTON EXPIRES: 10/5/2016 PARCEL NUMBER: 320165100903 LEGAL DESCRIPTION: OAKLAND BEACH PCL 4 OF BLA#07-341 TRS 16,17,18 & PTN TR 72 PROJECT DESCRIPTION: DIRECTIONS TO SITE: NEW SFR FOLLOW STATE ROUTE 3 TO SITE ADDRESS ON THE LEFT SIDE, SHARED PRIVATE EASEMENT WITH 1993,1995 E ST RT 3 General Information Construction &Occupancy Information Square Footage Information No. of Bedrooms: 3 Type of Constr.: VB Type of Use: SF Insp.Area: No. of Bathrooms: 2 Occ. Group: R-3 Lot Size: Deck: Type of Work: NEW Fire Dist.: 5 No. of Stories: 2 Occ. Loa Building:1,865 Valuation: $ 210,092.25 Building Height: 26 Occ. StALUN 1 Basement: Manufactured Home Information Setback Information Shoreline& Planning Information Make: Length: Ft. Front: N 115.0 Ft. S r in Ft. Water Body: Rear: S 100 F pe� Ft. SEPA?: No . Model: Width: Ft. Shoreline Desig.: Not Applicable Side 1: E 120 0 t. Year: Serial No.: Side 2: W 0. t. Comp. Plan Desig.: Rural Plumbing Fixtures M cha 'c 'xtures FEES Type Qty. T Qty. Type By Date Amount Receipt Water Closets (Toilets) 2 He PU 1 Plan Check Fee GMM 2/29/2016 $ 1,049.98 S2201600000001 Lavatories 2 Venti Fan 3 EH Plan Review GMM 2/29/2016 $205.00 S2201600000001 Bath Tubs 1 Exhaust Hood 1 Planning Review Fee GMM 2/29/2016 $205.00 S2201600000001 Showers 2 Dryer Vent 1 Building State Fee SLC 3/16/2016 $4.50 S1201600000001 Water Heaters 1 opane an c 1 Building Permit Fee SLC 3/16/2016 $ 1,615.35 S1201600000001 Clothes Washer 1 Gas Outlets 3 Mechanical Permit Fee SLC 3/16/2016 $67.40 S1201600000001 Kitchen Sink 1 Mechanical Base Fee SLC 3/16/2016 $28.50 S1201600000001 Dishwasher 1 Plumbing Permit Fee SLC 3/16/2016 $ 101.90 S1201600000001 Hosebibs 2 Plumbing Base Fee SLC 3/16/2016 $24.70 S1201600000001 Mechanical Permit Fee GMM 5/2/2016 $79.20 S1201600000001 Mechanical Base Fee GMM 5/2/2016 $9.00 S1201600000001 Total $3,390.53 BLD2016-00139 Please refer to the following pages for conditions of this permit. Page 1 of 7 II Iopv1 LIV11 LII IV\JVV)YL I-I&VG #185 MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Phone: (360)427-9670, ext. 352 Mason County 615 W Alder St Shelton, WA 98584 RESIDENTIAL BUILDING PERMIT BLD2016-00139 OWNER: GABRIEL HARDER RECEIVED: 2/29/2016 CONTRACTOR: LICENSE: EXP: ISSUED: 3/31/2016 SITE ADDRESS: 1991 E STATE ROUTE 3 SHELTON EXPIRES: 9/30/2016 PARCEL NUMBER: 320165100903 LEGAL DESCRIPTION: OAKLAND BEACH PCL 4 OF BLA#07-341 TRS 16,17,18 & PTN TR 72 PROJECT DESCRIPTION: DIRECTIONS TO SITE: NEW SFR FOLLOW STATE ROUTE 3 TO SITE ADDRESS ON THE LEFT SIDE, SHARED PRIVATE EASEMENT WITH 1993,1995 E ST RT 3 General Information Construction&Occupancy Information Square Footage Information No. of Bedrooms: 3 Type of Constr.: VB Type of Use: SF Insp.Area: No. of Bathrooms: 2 Occ. Group: R-3 Lot Size: Deck: Type of Work: NEW Fire Dist.: 5 No. of Stories: 2 Occ. Load: Building:1,865 Valuation: $ 210,092.25 Building Height: 26 Occ. Status: Primary Basement: Manufactured Home Information Setback Information Shoreline&Planning Information Make: Length: Ft. Front: N 115.0 Ft. Shoreline: Ft. Water Body: Rear: S 10.0 Ft. Slope: Ft. SEPA?: No Model: Width: Ft. Side 1: E 120.0 Ft. Shoreline Desig.: Not Applicable Year: Serial No.: Side 2: W 80.0 Ft. Comp. Plan Desig.: Rural Plumbing Fixtures Mechanical Fixtures FEES Type Qty. Type Qty. Type By Date Amount Receipt Water Closets (Toilets) 2 Heat Pump 1 Plan Check Fee GMM 2/29/2016 $ 1,049.98 S2 2 01 6 0 00000 01 Lavatories 2 Ventilation Fan 3 EH Plan Review GMM 2/29/2016 $205.00 S2201600000001 Bath Tubs 1 Exhaust Hood 1 Planning Review Fee GMM 2/29/2016 $205.00 S220160000000i Showers 2 Dryer Vent 1 Building State Fee SLC 3/16/2016 $4.50 S1201600000001 Water Heaters 1 Building Permit Fee SLC 3/16/2016 $ 1,615.35 S1201600000001 Clothes Washer 1 Mechanical Permit Fee SLC 3/16/2016 $67.40 S1 2 0 1 60 00000 01 Kitchen Sink 1 Mechanical Base Fee SLC 3/16/2016 $28.50 S120160000000i Dishwasher 1 Plumbing Permit Fee SLC 3/16/2016 $ 101.90 S1201600000001 Hoseblbs 2 Plumbing Base Fee SLC 3/16/2016 $24.70 S120160000000i Total $3,302.33 BLD2016-00139 Please refer to the following pages for conditions of this permit. Page 1 of 7 CASE NOTES FOR BLD2016-00139 CONDITIONS FOR BLD2016-00139 1) 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- The person signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law. X 2) 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 (refer to current fee schedule, minimum 1 hour)will be charged and must be collected by the Building Depart m�ntprior to any further inspections being performed or approvals granted. X 3) Owner/Agent is responsible to post the assigned address and/or purchase and post private road signs in accordance with Mason County Title 14.28. X 4) 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 removalpft�pproved documents will result in failure of required building inspections. x �1'� 0 5) THE FOUN TION SYSTEM SHALL BE PLACED ON UNDISTURBED, FIRM-NATIVE SOIL. X 6) The"approved" site plan is required to be on-site for inspection purposes. If an inspection is requested and the"approved" site plan is not on site, then approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and shall be collected by the Building Dep rtment prior to any further inspections being performed or approvals granted. X BLD2016-00139 Please refer to the following pages for conditions of this permit. Page 2 of 7 P) 2uiz ILIA:/vvasnfngton State tnergy Loae uompiiance nas Veen appiuveu as iuiiuws. Heat Type: Electric or other than electric, Compliance Method: Prescriptive option Marine-4C, Window (Max U-Factor):0.30, Skylight(Max U-Factor):0.50, Doors (Type/Max U-Factor):0.30 or less, Wall insulation R-21, Floor insulation R-30, Ceiling Insulation min. R-49, Vault Insulation R-38, and Slab Insulation R-10. In addition the following credits from R406.2 shall be completed as follows: 3D- DUCTLESS HEAT PUMP (1.0 CREDITS) 5A- ELECTRI ATER HEATER WITH A MINIMUM EF OF 0.93 (0.5 CRE X 8) A permanent certificate, completed by the owner, builder or registered design professional, shall be posted within three feet of the electrical distribution panel. The certificate shall list the predominant R-values of insulation installed in or on ceiling/roof, walls, foundation (slab, basement wall, crawlspace wall and/or floor), and ducts outside the conditioned spaces; U-factors for fenestration; and the solar heat gain coefficient(SHGC) of fenestration. Where there is more than one value for each component, the certificate shall list the value covering the largest area. The certificate shall list the type and efficiency of heating, cooling, and service water heating equipment, duct leakage rates including test conditions as specified in WSEC Section 105.4, and air leakage results if a blower door test was conducted. Building envelope air leakage control shall be considered acceptable when tested to have an air leakage less than 5 air changes per hour when tested with a blower door in accordanve with IECC/.WSEC Section R402.4. The blower door test results shall be recorded on the permanent certificate required located near the electrical distribution panel. Air leakage testing is not required for additions less than 750 square feet. Reference IECC/WSEC R401.3 & R101.4.3 Compliance certificates are available online at the WSU Energy program website titled, "WSEC 2012 Certificate"and are available in %<or% sheets. The Mason C n y Permit Center will also have some available. X Z� 9) A minimum of 75 percent of all permanently installed lamps in lighting fixtures shall be high efficacy lamps in accordance with IECC/WSEC Section R404.1. ou X 10) A concrete encased grounding electrode must be installed and used at each new building or structure that is built upon a permanent concrete foundation. In Mason County the electrical code is regulated by Washington State Department of Labor& Industries (L&I). For more information contact L&I for additional information. In Olympia call (360)902-6350 and in Bremerton call (360)415-4000. X BLD2016-00139 Please refer to the following pages for conditions of this permit. Page 3 of 7 i1) To perform an inspection the Mason county Building Inspector will neea to access ine interior or ine structure. rrn eiecuicdi permm cuinPieReu diiu approved by Washington State Labor& Industries must be available on-site during the inspection. The Mason County Building Inspector will inspect the following: Verify that the system is installed in accordance with manufacturer specifications; The inspector will check to make sure that the exterior unit is permanently installed and supported, the exterior unit complies with required setbacks to property lines, fuel tanks are located at least 10-ft from the system, a source of ignition, all exterior penetrations are properly sealed, condensate lines are installed and are properly supported, including proper material, slope, and that the condensate line terminates to a proper location outside of the foundation, copper refrigerant lines are insulated with '/2" thick continuous closed-cell foam insulation or better, indoor units are located at least 3-ft from smoke and carbon monoxide alarms, and t a o ifications made to the structure, to install the unit, does not affect existing structural members. X 12) Owner/builder assumes all responsibility if drainfield/reserve area is encumbered. A. Drainfield/ Reserve requires a 10ft setback from all footing/foundations. B. Septic to k(s) requires 5ft setback from all footing/foundations. C. N n tion drains within 30ft, down gradient of drainfield/reserve area. X 13) A separate inspection in addition to the inspections required in IBC, Section 110 shall be required in accordance with the 2012 IBC, Section 1707.11.2. The additional inspection is required when shear wall fastener spacing is required to be less than 4-inches. The shear wall schedule shown on sheet S2 designate walls type SW3, SW4, AND MUD SILL with fastener spacing less than 4-inches. The required inspection may be performed by the Mason County Building Department, a WABO certified inspector, certified to inspect lateral connections, the engineer of record (EOR), or an authorized representative of the EOR. The special inspectors duties & responsibilities shall be as specified in Chapter 17. When a third party inspector is used to perform the inspection special inspection rep rts shall be submitted to the Mason County Building Department, 426 West Cedar St, Shelton WA 98584 and also available for inspection. I t n reports shall be completed and submitted to the dept. in a timely manner and shall be submitted prior to the framing inspections. X 14) Concrete used for basement walls, foundation walls, exterior walls, porches, carport slabs, steps exposed to the weather, garage floor slabs and other vertical cone a ork exposed to the weather shall have a minimum compressive strength of 3000 psi (IRC Table R402.2). X 15) Carbon monoxide alarms, listed as complying with UL 2075 shall be installed in accordance with manufacturer specifications and in accordance with IRC Section R315. Alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level of the dwelling. EXISTING ELLINGS shall be equipped with carbon monoxide alarms when alterations (including addition or alteration of fuel burning appliances), repairs, d ' ns requiring a permit occur, or when one or more sleeping rooms are added or created. X BLD2016-00139 Please refer to the following pages for conditions of this permit. Page 4 of 7 16) The international code requires a fire apparatus access road for every facility, building, or portion of a building that is more than 150' from an approved access ro . Roads are required to meet the minimum Mason County Fire Marshal standards for Fire Apparatus Access Roads up to the point where such a onnect with a county maintained public road or to another fire apparatus access road which connects to a county maintained public road. X 17) 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 do uments are removed, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged d shall be collected by the Building Department prior to any further inspections being performed or approvals granted. X 18) All construction must meet or exceed all local ordinances and the international codes requirements as adopted and amended by Mason County and the State of a ngton. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy would result in permit r c tion. X 19) Installation of heating equipment in a single-family residence shall meet the requirements of the current IECCA/VSEC R403, applicable sections of the IRC, and IMC. Heating equipment shall be sized in accordance to ICC/WSEC, Section R403.6. Heating and design load calculations for the purpose of sizing HVAC systems are required and shall be calculated in accordance with accepted practice, including infiltration and ventilation. Design calculations shall be available for inspection during inspection. Referencing IRC M1601.4, all ducts, air handlers, filter boxes, and building cavities shall be sealed. All joints of duct systems and seams shall be made substantially air tight by means of tapes, mastics, liquid sealants, gasketing or other approved closure systems. Closure systems used with rigid fibrous glass ducts shall comply with UL181A and shall be marked 181A-P for pressure-sensitive tape, 181A-M for mastic or 181 A-H for heat-sensitive tape. Closure systems used with flexible air ducts and flexible air connectors shall comply with UL181 B and shall be marked 181 B-FX for pressure-sensitive tape or 181 B-M for mastic. Duct connections to flanges of air distribution system equipment or sheet metal fittings shall be mechanically fastened. Mechanical fasteners for use with flexible nonmetallic air ducts shall comply with UL 181 B and shall be marked 181 B-C. Crimp joints for round metal ducts shall have a contact lap of at least 1-1/2 inches (38 mm) and shall be mechanically fastened by means of at least three sheet-metal screws or rivets equally spaced around the joint. Closure systems used to seal metal ductwork shall be installed in accordance with the manufacturer's installation instructions. Duct tape is NOT permitted as a sealant on any ducts. When ducts are located in unheated spaces the ducts hall be insulated to R-8 DUCT TIGHTNESS TESTING shall be conducted by person(s) trained to perform such testing. A signed affidavit documenting test results in accordance to IECC/W C Section R403.2.2 shall be provided to the Mason County Building Department prior to the final occupancy inspection. Affidavit forms are available o t the WSU-Energy Program website titles, "Duct Leakage Affidavit"or"Duct Leakage Testing Results (Existing Construction)." Duct X htnes s g is not required if the air handler and all ducts are located within the heated space. X BLD2016-00139 Please refer to the following pages for conditions of this permit. Page 5 of 7 K) The placement of buildings and structures on or adjacent to slopes steeper tnan one unit verucai in tnree units nonzontai too.o ro slopes) snap cumurrn to the International Residential Code Section R403.1.7 for descending or ascending slopes. Alternate setbacks may be approved subject to approval of the building official based upon the investigation and recommendations of a qualified engineer licensed i the State of Washington. Such an investigation shall include consideration of material, height of slope, slope gradient, load intensity, and erosion r t istics of slope material. X 21) Prop s d tructure(s) must maintain a minimum of a 5' setback from all property lines, easements and 25'from all County and State Road right of ways. Se ac measured from the furthest projection of the structure. 22) All chap s "approved" building plans that effect compliance with the international codes as amended and adopted, or any other Mason County ordinal rdina ce r regulation, must be reviewed and approved by Mason County prior to construction. X 23) CONS P�N PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING DEPARTMENT AND THE ADOPTED BUILDING CODE. T4conson of the permitted project is subject to inspections by the Mason County Building Department. All construction must be in conformance wational codes as amended and adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building Inbe made prior to requesting additional inspections. X 24) All property line shall be clearly identified at the time of foundation inspection. X 25) All building ermits shall have a final inspection performed and approved by the Mason County Building Department prior to permit expiration. The failure to reque fi al inspection or to obtain approval will be documented in the legal property records on file with Mason County as being non-compliant with Mason ou t rdinances and building regulations. X 26) All permi 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 p period not exceeding 180 days, upon the receipt of a written extension request indicating that circumstances beyond the control of the permit holder revented action from being taken. No more than one extension may be granted. X 27) The approval of this project is subject to the recommendations and specifications outlined in the attached Geotechnical Report prepared by Envirotech Engineering, dated 3/27/15. All applicable recommendations and specifications shall be applied to the development on this site. Any deviation requires stamped written approval from the registered design professional responsible for the report and may require special inspection by same. Structures and/ or land difications (grading, cuts, fills, etc.) required in the geotechnical report may require a separate permit. The geotechnical report shall remain atta t the approved building plans. X BLD2016-00139 Please refer to the following pages for conditions of this permit. Page 6 of 7 2�3) Nressure treated wood man utacturea aver uanuary i, zuu4 may coniam rngn cuncenuduuns uI uuPP#dI W1IMI t;uulu yult my UUIIUUc IIICtdl IclamilCIJ, • con ct s, and flashing. Install metal connectors approved for contact with the new types of pressure treated material. X 29) Landings and stairs must meet the same setback conditions as any permitted structure; and, must be shown on your site plan. Please check your "Appr Site Plan"to ensure these structures are shown and meet the setback conditions listed. X 30) 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 fo ion drains within 30ft, down gradient of drainfield/reserve area. X 31) On-site septic system final installation approval required prior to temporary/final occupancy. SWG2016-00030 32) Approved �r imensions and setbacks on submitted site plan. Setbacks are measured from the furthest projection of the structure. X 33) Prior to final approval, all upland areas disturbed or newly cr ed by construction activities shall be seeded, vegetated or given an equivalent type of erosion protection (silt fencing or straw matting). X 34) ALL SURFACE WATER AND POTENTIAL RUNOFF WILL BE CONTROLLED ON SITE AND SHALL NOT ADVERSLY AFFECT ANY ADJACENT PROPER IES NOR INCREASE THE VELOCITY FLOW ENTERING OR ABUTTING TO ANY STATE OR COUNTY CULVERTING/DITCHING SYSTEM OR RO Y. X OWNER/ BUILDER cknowledges submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below. I declare that I am the owner, owners legal representative, or contractor. I further declare that I am entitled to receive this permit and to do the work as proposed. I have obtained permission from all the necessary parties, including any easement holder or parties of interest regarding this project. The owner or authorized agent represents that the information provided is accurate and grants employees of Mason County access to the above described property a"AP revR inspection. This permit/application becomes null &void if work or authorized construction is not commenced within 180 days or if cs d for a period of 180 days. PROOF OF CONTINUATION OF WORK IS BY MEANS OF INSPECTION. INACTIVITY OF THIS PI0 DAYS WILL INVALIDATE THE APPLICATION. Date In V—h�v_ OWNER - REPRESENTATIVE - CONTRACTOR Print Name (Circle one to indicate) BLD2016-00139 Please refer to the following pages for conditions of this permit. Page 7 of 7 Hodg' e -AJdxA engineering inc. g 9 4/28/2016 Report # 160087A RE: 1991 E State Route 3, Shelton, WA Gabe Harder Add Window To Whom It May Concern: I have provided the lateral and gravity load engineering for the Gabe Harder plan, being built by Brad Wilson Construction, located in Shelton, WA. At the request of the builder I have reviewed adding a 4' window 8' from the corner of the kitchen as shown below: .- HMO _ � - NCYD,.R/Y[719 R Jpb6! WA . i� i LIOLfS-p LTH7`wCR 56ASI i KA -1 [I ,31D 11 !If MEMBER 6B6.a�i a ----� ,...�..,�......:-j s Ii71] W SiCCMEJ[.R L1�35I't tirl, i ! i ,.eWvis_wf M6a�fx Sa7r5w! �,A ` L� i Fi'OEtSf-Of MCNT![R]f4iSr ( 1 ;L8�6C 146l151fK S SPAN CS.11,2i9O` KOMWN MOTES' ... ��� t E]F/ti+lALl AL{.fiEAR AIN?K1R5 E'CR NAkUf:ACE1WER 1lLS' 0:ALL MSTAL CY W4000S CO WN £N CONTACT WIT".Pat _P.L.., 4,......« .,. ....L ..+. SpOSON'X 13t$lASnTVAEtg4N'' 1 .' DIPHE WTTn kOM$JMPVJN ANCHORS VM LW,1 I C £A,STi01 OSJ 061ALLATk%AT RAM l04ST LOCAE1OK5 ONLY �tv:.owni����„�w ltil.\'SQs()t4 aha r t AN: i)%t[ s].ji._'(± _ ---_—�•.�� lti 1\'!)4�1t F€f F'E LS:c?t `FiF L L�r:'.#:F'r*4 2 p� Dl IL I have rerun may lateral engineering with the window and sized a header. The builder is to use a 4x8 DF #2 header. The originally specified HDU5 holdown on the kitchen wall is to be moved from the bump out to the edge of the new smaller shear wall — see left side of the image of the area on the next page: Hodge Engineering, Inc. John E.Hodge P.E. 2615 Jahn Ave NW Ste. E5 Gig Harbor,WA 98335 (253)857-7055 Fax(253)857-7599 H o dg' e engineering inc. PLATE - DO NOT GLR. MIN. BREAK 5TUD5 (2)3'X11"3 WAIR'IN CzRADE40 RE5 R g,—II2n aX.S OVER 55iiJ 4Xa-ETC a puss 28"I -I/4"28„ FAIN FLOOfR LATEIR4L ENG; INEEfRING; See attached supporting lateral and gravity load engineering calculations. Please contact e I any questions regarding this project. i s 51 i•�:i NL/ 4/28/ Repo 1 John This report is the professional opinion of the Engineer and regards his engineering and the impact to that engineering only. This report is not intended to allow the builder to disregard Code requirements, change contracts with the owner, or perform work outside the approved permit. Any schedule or cost impact is the responsibility of the builder and/or owner. This report does not allow changes to the approved plans-it addresses the impact of the proposed alternate methods to the engineering only. The Building Inspector, not the engineer, has the authority to allow field changes, alternate methods, and fixes to the approved plans. The engineer provides an opinion only and not the authority. Hodge Engineering, Inc. John E. Hodge P. E. 2615 Jahn Ave NW Ste. E5 Gig Harbor,WA 98335 (253) 857-7055 Fax(253) 857-7599 20121BCLATERALANALYSISAN SITECRRERIA RoasTwwTxlascNEwla mu MCSHEARWALL/ANCHORSCHEDULE RAVITY LOAD ENGINEERING ::.. F:N .rat.. � �^` ,,,,r .� �-�I^�^� �• �>a e1„p ��m vn.,, , FOR:BRAD WILSON CONSTRUCTION a: a■■r■ c ^o �■ ■ m .■a NqE as■EA Lf Ts a u. �. PLAN:GABE HARDER ® m ® o o A ^ f SNWWA NOTES: D2 ...ww..�w.we..............................�.N... p" ...ww.� It rs ..wrr UPPER FLOOR LATERAL ENGINEERING ' � a w"SC..Mu^.�.. �TTaLEown scxEn,a■� t•r DO NOT SCALWW.r) T.lA,u ALTxlearn ruA Ae InrEel,mm ane^eE "^A m W o m oa WAS ALL Rll IEr,Nr 5 ew taa.E I- G m b 57UDS W ILOFW DEL T-PLATE-DO y N. FO+.�N,�wp Z �. D: Q Dt 16 D2 a SN DPt Si M 1EOIFED AT Ay 1iT6 0 N+slcwr Z = f Z ,■>u.1 N11S MOLVM LOCATIM TTP I O W m O veer J m W J S5IPZE1F ® - -- W w_ R TO CCSd Lm2Y D V) CRm O STRAP LEADERS TOf R uN K TT W OR CO"l I TOP FLATE xOLDONN N0113� m (T7PJ ! ES .�..... w,.....,,�.w.e.w..,q.. 2 PLAC Hn Dl - DI N1TALATIA/MMS Tle*OF SWCN STEEL AD WLL SiFK Y WLL fLI'E ATTM_EL TO I1t o wrimxi..m.�Iw,bunm..n.iv.i.wen eVo MO 11l WU ASSE,tLES.KEASE READ AD IIO)If.Ox'>tI:P\rA�l!TO AIID A,wrr W 1r1�'M>\.•FTF.T I.—I HE C'O0.NFA M WIIID I DWSTAO TIE DES DRAESK.S ATo ry)IyT�.tAIICN mNw RiRM.!'OG(TrP l'.:F.FRCII::\'.,'!TT'IOING.FRO:1tLE FA. cICIN A(.MlA.IEEAR .xe. —J PROOULr EFORYATIW D60TE ESrAl.G 11E 1%�N NI)II`Ol'ANC g ELETEMS M RE WALLSALL AREAS.RALFFESEHT : n1EIGLTr 8TD6 WIOER TO STPEQI STAL LE CAT&-SLOPED DBL TL-SWm OR WNUSI TECO'1^ . . REgAK SOpS5TROY-rE ML PRO+DE.REQEST.T".-AO FIELD KE BETORE THE Tb LA,KN1-1ST EV MAN PLEASE CALL fS001•ACT A J MF ISS)ALD ACT W RUTPND.Ecr ATJDIffL ATO coxrALT E TS TO ICN 1 23 9 ra T1V ALSO FLAL ALL-2 Wu,wn«vglleran PLEA•E ALIw 1A uaRs 8llEFleMAIN FLOOR LATERAL ENGINEERING ROOF FRAMING GRAVITY LOAD ENGINEERING M.N M■E■ DO NOT SCALE(W.T) DO NOT SCALE(VI•.T) Y.AR ILL DIwI.L.I..IL■Y©WlYN�1lD OaB^R!. T1a186 F■JAL TO DRE M TO CE AalTa.tS`A(l.xll■ros sL...n A■.r l,.et.gDO■e PROVIDED TO uOD! ENGRJEERMG )'oA NAIEG-SIEAT,SCa FOR REv1EW Al SOON A5 Or LETED. RAWFI 1 F FMAL TRUSS D ,DIFFER FT20H TO t)DSTLL TYPICAL.ALL DESIGNERS TRJ55 DRAWNG5 ADDITIQN FXTF)■OR WLLS ENG■-EERMG WLL BE REOHIRED. I - 91 .ww.0... �i "` MEMBER REPORT Level,KITCHEN WINDOW PASSED 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length:4'3" o ° 4' All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results "al @ Location Allowed }- Result - LDF-J..oad-.S mbination(Pattern) System:Wall Member Reaction(Ibs) 649 @ 0 3281(1.50")g Passed(20%) — 1.0 D+1.0 S(All Spans) Member Type:Header Shear(Ibs) 426 @ 8 3/4" 3502 Passed(12%) 1.15 1.0 D+1.0 S(AII Spans) Building Use:Residential Moment(R-Ibs) 690 @ 2'1 1/2" 3438 Passed(20%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Deft.(in) 0.008 @ 2'1 1/2" 0.142 Passed(L/999+) — 1.0 D+1.0 S(All Spans) Design Methodology;ASO Total Load Defl.(in) 0.013 @ 2'1 1/2" 0.213 Passed(U999+) — 1.0 D+1.0 S(AII Spans) Deflection criteria:U.(11360)and TL(1./240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 4'3"o/c unless detailed ottrerwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total" 'Availabl` *aired f :Dead _Snow Total . _Accessories 1-Trimmer-HF 1.50" 1.50" 1.50" 255 394 649 None 2-Trimmer-HF 1.50" 1.50" 1.50" 255 394 649 None Tributary Dead SnowFco. Loads Location Width (0.90) (1.15) nts , 1-Uniform(PSF) 0 to 4'3" T 5" 15.3 25.0 Residential-Living Areas /�}�} Weyerhaeuser Notes l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Bbcking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,bulkier or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASrM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx, The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte software operator Job Notes 4/19/2016 9:31:04 AM Forte v5.0,Design Engine:V6.4.0.40 James O'Malley „ Hodge Engineering Inc. Job (253)857-7055 James@hodgeengineering.com Page 1 of 1 �-WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 160087-LATERAL ANALYSIS-WINDOW ADDITION.wswiodWorksO Shearwalls 10.42 Feb.24,2016 17:49:05 Level 1 of 2 No 1813 ,79S %60 E410 �O�SS6 , i 45 9 - — -— - 40' 35' r� N rd5:�D-M66 D-2 �^�rO D_3 ce, 30' - 76, 6`96 �� Nt -- -- - - — -- 25' i — --- C-1' 20' I i I N • N ( ' — — - _ 15, B-2 j ry^ N ryA� 5' ti fio A'O 1419 0� � A-1 rye — 0' �006 Factored shearline force(Ibs) t ► r r Unfactored applied shear load(plf) Factored holddown force(Ibs) ® Unfactored dead load(plf,lbs) •C Compression force exists Applied point load or discontinuous shearline force(Ibs) ■ Vertical element required Loads SlVwn:Qe;Force%,0.7E+0.6D;E1(y pOe+0.2 S4dD;p(NS)=1.02g(EVV)=1.0;S¢6-0.94. 30' Orange=erected wall(s) WOOCIWOrkslV ShearwallS SOFTWARE FOR WOOD DESIGN 160087-LATERAL ANALYSIS-WINDOW ADDITION.wswjodWorks®Shearwalls 10.42 Feb.24,2016 17:49:05 Level 2 of 2 i ^O �O■ 1151 Q_O E 1 ADO A`�S 6' 45 ^O -- -- — -- -- --- --- - - -- 40' i ry'bro1 35' n�Q1 1377 D_1 w ��3 30' c9 >> >> 99 9 25' ...._. ..... 20' — — 15, - 10, i 5' Sf 0' Factored shearline force(Ibs) LW Unfactored applied shear load(plf) Factored holddown force(Ibs) 0-0 Unfactored dead load(plf,lbs) •C Compression force exists Applied point load or discontinuous shearline force(Ibs) ■ Vertical element required Loads SIVwn:Qe;Force$,0.7E+0.61D;Ea 0'pOe+0.2 S46D;p(NS)=1.02g(EW)=1.0;S¢g=0.94. 30' Orange=$gected wall(s) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 160087-LATERAL ANALYSIS-WINDOW ADDITION.wswiodWorks®Shearwalls 10.42 Feb.24,2016 17:49:05 Level 1 of 2 Nb �O 0�2 2087 ?O�6 169�SS E'�8S ��j�? ��,p 2087 2 45' - - - - - - - - 40' 35' N 82 Rory D 2 D 3 ^p'l^ 30' To ry I — -- --- __ C-1 , 20' N B-1 I J-2 -- --- — -- -- -- ---- - 10, h� � I j tK N 2353 ti^ is0� A-1 rll ASSS sro�� 77, S,?S Factored shearline force(Ibs) Unfactored applied shear load(plf) Factored holddown force(Ibs) (9-0 Unfactored dead load(plf,lbs) •C Compression force exists 0-0 Unfactored uplift wind load(plf,lbs) ■ Vertical element required ----I Applied point load or discontinuous shearline force(Ibs) Loads Slpwn:W; Forces50.6W+0.6D. 10- 15' 20' 25' 30' Orange=Egected wall(s) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 160087-LATERAL ANALYSIS-WINDOW ADDITION.wsw-odWorks®Shearwalls 10.42 Feb.24,2016 17:49:05 Level 2 of 2 1rL, 71 �y� ��S E 1 26S `�c9� 7�1 2 45 �O --- -- lb 40' 7 I��� �o,`ti 35' o � rn CD- m 0 gg- D-� g� ^��� 30 S0 -- - - - - - - 25' — r- -- - - - 20' I I i I - - -- -- — - -_ _ 15, -- - -- 10' 5' 01 Factored shearline force(Ibs) Unfadored applied shear load(plf) Factored holddown force(Ibs) 9-0 Unfadored dead load(plf,lbs) •C Compression force exists O-O Unfadored uplift wind load(plf,lbs) ■ Vertical element required Applied point load or discontinuous shearline force(Ibs) Loads StMwn:W;Forces50.6W+0.61D. 10, 15' 20' 25' 30' Orange=%defied wall(s) WoodWorks(& Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 10.42 160087-LATERAL ANALYSIS-WINDOW Apr.19,2016 09:00:39 ADDITION.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project HbDGE ENGINEERING 2615 JAHN AVE SUITE 5E GIG HARBOR, WA 98335 DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2006 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design(ASD) For Deflection(Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset[ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 Tc=100F 1996 10% 4.00 4.00 Maximum Height-to-width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - Ignore non-wood-panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads when comb'd w/ wood panels Always Drag struts Applied loads Shearwall Relative Rigidity: wall capacity DesignShearwallForce/Length: Based on wall rigidity/length SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110mph Risk Category Category II - All others Exposure Exposure C Structure Type Regular Enclosure Enclosed Building System Bearing Wall Min Wind Loads:Walls 16 psf Design Category D Roofs 8 psf Site Class D Topographic Information[ft] Spectral Response Acceleration Shape Height Length S1: 0.589g Ss: 1.414g Fundamental Period E-W N-S Site Location, - T Used 0.203s 0.203s Elev: 70ft Avg Air density: 0.0763 lb/cu ft Approximate Ta 0.203s 0.203s Rigid building - Static analysis Maximum T 0.284s 0.284s Case 2 E-W loads N-S loads Response Factor R 6.50 6.50 Eccentricity(%) is 15 Fa: 1.00 Fv: 1.sc Loaded at 7 5% 1 WOOCIWOPI(S® $hearwalls 160087-LATERAL ANALYSIS -WINDOW ADD ITION.wsw Apr. 19, 2016 09:00:39 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev ft Depth in Height ft shrinkage in length in Ceiling 25.00 0.0 Level 16.00 12.0 9.00 15.7 16.5 Level 3.00 12.0 12.00 is.7 16.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Sloe Overhang ft Block 2 Story E-w Ridge Location X,Y= 0.25 26.50 North Side 11.8 2.00 Extent X,Y= 31.75 19.25 South Side 90.0 2.00 Ridge Y Location,Offset 26.50 -9.62 East Gable 90.0 2.00 Ridge Elevation,Height 29.01 4.01 West Gable 90.0 2.00 Block 2 1 Story N-S Ridge Location X,Y= 2.50 0.25 North Joined 90.0 2.00 Extent X,Y= 30.25 28.25 South Gable 90.0 2.00 Ridge X Location,Offset 2.50 -15.12 East Side 11.8 2.00 Ridge Elevation,Height 22.30 6.30 West Side 90.0 2.00 2 WoodWorkS® Shearwalls 160087 -LATERAL ANALYSIS -WINDOW ADDITION.wsw Apr. 19, 2016 09:00:39 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibs/in in in 1 Ext Structural sheath 24/16 7/16 3 Vert 27000 8d Nail N 3 12 Y 1,2,3 2 Ext Structural sheath 24/16 7116 3 Vert 27000 8d Nail N 6 12 Y 1,3 3 Ext Structural sheath 24/16 7/16 3 Vert 27000 8d Nail N 4 12 Y 1,2,3 4 Ext Structural sheath 24/16 7/16 - 3 Vert 270001 8d Nail N 2 12 Y 1,2,3 Legend: Grp—Wall Design Group number, used to reference wall in other tables Surf—Exterior or interior surface when applied to exterior wall Ratng—Span rating,see SDPWS Table C4.2.2.2C Thick—Nominal panel thickness GU-Gypsum underlay thickness Ply—Number of plies(or layers)in construction of plywood sheets Or—Orientation of longer dimension of sheathing panels Gvtv—Shear stiffness in Ibli"n.of depth from SDPWS Tables C4.2.2A-B Type—Fastener type from SDPWS Tables 4.3A-D:Nail—common wire nail for structural panels and lumber,cooler or gypsum wallboard nail for GWB,plasterboard nail for gypsum lath,galvanised nail for gypsum sheathing; Box-box nail;Casing—casing nail;Roof—roofing nail;Screw— drywall screw Size-Common,box,and casing nails:refer to SDPWS Table A 1(casing sizes=box sizes). Gauges: 11 ga=0.120"x 1-314"(gypsum sheathing,25/32"fiberboard), 1-12"(lath&plaster, 1/2"fiberboard);13 ga plasterboard=0.92"x 1- 1/8". Cooler or gypsum wallboard nail:5d=.086"x 1-5/8";6d=.092"x 1-7/8";8d=.113"x 2-318';6/8d=6d base ply, 8d face ply for 2-ply GWB. Drywall screws:No. 6, 1-1/4"long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df—Deformed nails(threaded or spiral), with increased withdrawal capacity Eg— Panel edge fastener spacing Fd— Field spacing interior to panels Bk—Sheathing is nailed to blocking at all panel edges;Y(es)or N(o) Apply Notes—Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2.Framing at adjoining panel edges must be 3"nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3.Shear capacity for current design has been increased to the value for 15/32"sheathing with same nailing because stud spacing is 16"max.or panel orientation is horizontal.See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in pSiA6 1 Hem-Fir(N) Stud 1.50 5.50 16 0.46 1.40 2 Hem-Fir(N) Stud 1.50 5.50 16 0.46 1.40 swi 3 Hem-Fir(N) Stud 1.50 5.50 16 0.46 1.40 4 Hem-Fir N Stud 1.50 5.50 16 0.46 1.40 Legend: Wall Grp—Wall Design Group b—Stud breadth(thickness) d—Stud depth(width) Spcg—Maximum on-centre spacing of studs for design,actual spacing may be less. SG—Specific gravity E—Modulus of elasticity Standard Wall-Standard wall designed as group. Notes: Check manufacture requirements for stud size,grade and specific gravity(G)for all shearwall hold-downs. 3 WoodWorks® Shearwalls 160087 - LATERAL ANALYSIS -WINDOW ADDITION.wsw Apr. 19, 2016 09:00:39 SHEARLINE,WALL and OPENING DIMENSIONS North-south Type Wall Location Extent[ft] Length FHS[ft] Height Shearlines Group X ft Start End ft Wind Seismic ft Line 1 Level 2 Line 1 Seg 3 0.25 28.75 45.75 17.00 5.50 5.50 9.00 Wall 1-1 Seg 3 0.25 28.75 45.75 17.00 5.50 5.50 - Opening 1 - - 34.25 44.50 10.25 - - 8.00 Lovell Line 1 Seg 4 2.76 0.25 45.75 45.50 15.25 15.25 12.00 Wall 1-2 Seg 4 0.25 28.75 45.75 17.00 5.75 5.75 - Opening 1 - - 34.50 44.50 10.00 - - 8.00 Wall 1-1 Seg 4 4.25 0.25 28.75 28.50 9.50 9.50 - Opening 1 - - 4.25 23.25 19.00 - - 8.00 Line 2 Level 2 Line 2 Seg 2 31.75 28.75 45.75 17.00 12.00 12.00 9.00 Wall 2-1 Seg 2 31.75 28.75 45.75 17.00 12.00 12.00 - Opening 1 - - 36.75 41.75 5.00 - - 8.00 Lovell Line 2 Seg 3 32.12 0.25 45.75 45.50 22.75 22.75 12.00 Wall 2-3 Seg 3 31.75 20.75 45.75 25.00 14.7E 14.75 - Opening 1 - - 21.50 26.00 4.50 - - 8.00 Opening 2 - - 36.75 41.75 5.00 - - 8.00 Wall 2-1 Seg 3 31.75 0.25 12.25 12.00 8.00 8.00 - Opening 1 - - 8.25 12.25 4.00 - - 8.00 Wall 2-2 Seg 3 33.75 12.25 20.75 8.50 0.00 0.00 - Opening 1 - - 14.00 19.50 5.50 - - 8.00 East-west Type Wall Location Extent[ft] Length FHS[ft] Height Shearlines Group Y ft Start End 1113 Wind Seismic ft Line A Lovell Line A Seg 1 0.25 4.25 31.75 27.50 8.25 8.25 12.00 Wall A-1 Seg 1 0.25 4.25 31.75 27.50 8.25 8.25 - Opening 1 - - 6.00 20.50 14.50 - - 8.00 Opening 2 - - 25.00 28.00 3.00 - - 8.00 Line B Lovell Line B Seg 2 12.50 4.25 33.75 29.50 0.00 0.00 12.00 Wall B-2 Seg 2 12.25 31.75 33.75 2.00 0.00 0.00 - Wall B-1 Seg 2 13.50 24.00 24.50 0.50 0.00 0.00 - Line C Lovell Line C Seg 2 20.75 4.25 33.75 29.50 0.00 0.00 12.00 Wall C-1 Seg 2 20.75 31.75 33.75 2.00 0.00 0.00 - Line D Level 2 Line D Seg 2 28.75 0.25 31.75 31.50 18.25 18.25 9.00 Wall D-1 Seg 2 28.75 0.25 31.75 31.50 18.25 18.25 - Opening 1 - - 4.00 13.50 9.50 - - 8.00 Opening 2 - - 19.00 22.75 3.75 - - 8.00 Lovell Line D Seg 3 28.65 0.25 31.75 31.50 23.75 23.75 12.00 Wall D-2 Seg 3 26.50 4.25 13.75 9.50 9.50 9.50 - Wall D-3 Seg 3 28.75 21.50 31.75 10.25 10.25 10.25 Wall D-1 Seg 3 28.75 0.25 4.25 4.00 4.00 4.00 - Line E Level 2 Line E Seg 2 45.75 0.25 31.75 31.50 23.25 23.25 9.00 Wall E-1 Seg 2 45.75 0.25 31.75 31.50 23.25 23.25 - Opening 1 - - 5.00 10.25 5.25 - - 8.00 Opening 2 - - 18.00 21.00 3.00 - - 8.00 Lovell Line E Seg 3 45.75 0.25 31.75 31.50 15.00 15.00 12.00 Wall E-1 Seg 3 45.75 0.25 31.75 31.50 15.00 15.00 - Opening 1 - - 4.25 9.25 5.00 - - 8.00 Opening 2 - 16.00 20.00 4.00 - - 8.00 Opening 3 - - 24.25 29.25 5.00 - - 8.00 Legend: Type-Seg=segmented,Pn°=perforated,NSW=non-shearwa# 4 Woodworks® ShearWalls 160087-LATERAL ANALYSIS- WINDOW ADDITION.wsw Apr. 19, 2016 09:00:39 Location-dimension perpendicular to wall FHS-length of full-height sheathing used to resist shear force Wall Group-Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 5 WOOCIWOI'I(S® $hearwallS 160087- LATERAL ANALYSIS -WINDOW ADDITION.wsw Apr. 19, 2016 09:00:39 Design Summary SHEARWALL DESIGN Wind Shear Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads,Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads,Flexible Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: 1-2 Seismic Loads,Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift(NBC 4.1.8.13(3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 6 Woodworks® ShearWalis 160087 - LATERAL ANALYSIS -WINDOW ADDITION.wsw Apr. 19, 2016 09:00:39 Flexible Diaphragm Wind Design ASCE 7 Directional(All Heights)Loads SHEAR RESULTS N-S Al For H/W-Cub ASD Shear Force[pit] Allowable Shear[pit] Crit Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 3 S->N 1.0 1890 343.6 343.6 511 1.00 S 511 2809 0.67 3 N->S 1.0 1707 310.4 310.4 511 1.00 S 511 2809 0.61 Level 1 Lnl, Levl 4 S->N 1.0 5585 - 366.2 860 1.00 S 860 13117 0.43 4 N->S 1.0 5182 - 339.8 860 1.00 S 860 13117 0.40 Wall 1-2 4 S->N 1.0 2564 366.2 366.2 860 1.00 860 4946 0.43 4 N->S 1.0 2379 339.8 339.8 860 1.00 860 4946 0.40 Wall 1-1 4 S->N 1.0 3479 366.2 366.2 860 1.00 860 8172 0.43 4 N->S 1.0 3228 339.8 339.8 860 1.00 860 8172 0.40 Line 2 Level 2 Ln2, Lev2 2 S->N 1.0 1900 158.4 158.4 349 1.00 S 349 4193 0.45 2 N->S 1.0 1715 142.9 142.9 349 1.00 S 349 4193 0.41 Level 1 Ln2, Levl 3 S->N 1.0 4997 - 219.6 511 1.00 S 511 11619 0.43 3 N->S 1.0 4700 - 206.6 511 1.00 S 511 11619 0.40 Wall 2-3 3 S->N 1.0 3404 219.6 219.6 511 1.00 511 7533 0.43 3 N->S 1.0 3202 206.6 206.6 511 1.00 511 7533 0.40 Wall 2-1 3 S->N 1.0 1757 219.6 219.6 511 1.00 511 4066 0.43 3 N->S 1.0 1653 206.6 206.6 511 1.00 511 4086 0.40 Wall 2-2 3 Both 1.0 0 511 1.00 511 - - E-W W For HM-Cub ASD Shear Force[pin Allowable Shear[pit] Crit. Shearlines qp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 W->E 1.0 2353 265.2 285.2 659 1.00 S 659 5433 0.43 1 E->W 1.0 2109 255.6 255.6 659 1.00 S 659 5433 0.39 Line D Level 2 LnD, Lev2 2 Both 1.0 989 54.2 54.2 349 1.00 S 349 6377 0.16 Level 1 LnD, Levl 3 W->E 1.0 4582 - 192.9 511 1.00 S 511 12130 0.38 3 E->W 1.0 4370 - 184.0 511 1.00 S 511 12130 0.36 Wall D-2 3 W->E 1.0 1833 192.9 192.9 511 1.00 511 4852 0.38 3 E->W 1.0 1748 184.0 184.0 511 1.00 511 4852 0.36 Wall D-3 3 W->E 1.0 1978 192.9 192.9 511 1.00 511 5235 0.38 3 E->W 1.0 1886 184.0 184.0 511 1.00 511 5235 0.36 Wall D-1 3 W->E 1.0 772 192.9 192.9 511 1.00 511 2043 0.36 3 E->W 1.0 736 184.0 164.0 511 1.00 511 2043 0.36 Line E Level 2 LnE, Lev2 2 Both 1.0 711 30.6 30.6 349 1.00 S 349 8124 0.09 Level 1 LnE, Levl 3 Both 1.0 2087 139.2 139.2 511 1.00 S 511 7661 0.27 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp-Wall design group defined in Sheathing and Framing Materials tables,where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of wind force along shearine. H/VV--Cub-Fibreboard height-to-width factor from SDPWS table 4.3.4 note 3,or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V-ASD factored shear force.For shearline:total shearline force.For wall:force taken by total of all segments on wall. vmax-Base shear=ASD factored shear force per unit full height sheathing,divided by perforation factor Co as per SDPWS eqn. 4.3-8=V/FHS/Co. v-Design shear force=ASD factored shear force per unit full height sheathing.For wall,it is the largest force on any segment. Int-Unit shear capacity of interior sheathing, Ext-Unit shear capacity of exterior sheathing.Includes Cub and height-to-width factors. Co-Perforation factor from SDPWS Table 4.3.3.5. C-Sheathing combination rule,A=Add capacities, S=Strongest side only,X=Strongest side or twice weakest. Total-Combined int.and ext.unit shear capacity inc.perforation factor. V-For wall:Sum of combined shear capacities for all segments on wall.For shearline:sum of all wall capacities on line. Crit Resp-Critical response=vlTotal=design shear force/unit shear capacity for critical segment on wall or shearline. 7 Woodworks® ShearWal/s 160087-LATERAL ANALYSIS- WINDOW ADDITION.wsw Apr. 19, 2016 09:00:39 "S"indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 8 WOOdW01'ICS® $heat'W1��S 160087-LATERAL ANALYSIS -WINDOW ADDITION.wsw Apr. 19, 2016 09:00:39 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[Ibs] Diaphragm Force Fpx[Ibs] Ibs s .ft E-W N-S E-W N-S 2 17605 535.5 3611 3611 3611 3611 1 44431 1336.3 5386 5386 8377 8377 All 62036 - 8997 8997 - - Legend: Building mass—Sum of all generated and input building masses on level=wx in ASCE 7 equation 12.8-12. Storey shear—Total unfactored(strength-level)shearforce induced at level x, =Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx-Unfactored force intended for diaphragm design from Eqn 12.10-1;used by Shearwalls only for drag strut forces,see 12.10.2.1 Exception 2. Redundancy Factor p(rho): E-W 1.30, N-S 1.30 Automatically calculated according to ASCE 7 12.3.4.2. Applies to shearwall design,hold-down forces and to drag strut forces;does not apply to story drift or out-of-plane force. Vertical Earthquake Load Ev Ev=0.2 Sds D;Sds=0.94; Ev=0.189 D unfactored;0.132 D factored;total dead load factor:0.6-0.132=0.468 tension,1.0+0.132=1.132 compression. 9 WOOdWOCI(S® Sh@aCW1llS 160087-LATERAL ANALYSIS -WINDOW ADDITION.wsw Apr. 19,2016 09:00:39 SHEAR RESULTS(flexible seismic design) N-S W For H/W-Cub ASD Shear Force[plf] Allowable Shear Iplf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total Vfibs] Res . Line 1 Level 2 Ln1, Lev2 3 Both 1.0 1635 297.3 297.3 365 1.00 S 365 2006 0..81 Level 1 Lnl, Levi 4A Both .96 4107 - 332.3 589 1.00 S 589 8979 0.56 Wall 1-2 4" Both .96 2326 332.3 332.3 589 1.00 589 3386 0.56 Wall 1-1 4� Both .67 2196 231.2 231.2 410 1.00 410 3891 0.56 Line 2 Level 2 Ln2, Lev2 2- Both .89 1651 137.6 137.6 222 1.00 S 222 2662 0.62 Level 1 Ln2, Levi 3 Both .67 4080 - 228.8 243 1.00 S 243 5533 0.94 Wall 2-3 3 Both .67 2364 152.5 152.5 243 1.00 243 3587 0.63 Wall 2-1 3 Both 1.0 1830 228.8 228.8 365 1.00 365 2918 0.63 Wall 2-2 3 Both 1.0 0 365 1.00 365 - - E-W W For H/W-Cub ASD Shear Force[plf] Allowable Shear[plf] Crit Shearlines G Dir Int Ext Vfibs] vmax v Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levi 1� Both .63 1844 223.6 223.6 294 1.00 S 294 2426 0.76 Line D Level 2 LnD, Lev2 2 Both .83 1790 98.1 98.1 208 1.00 S 208 3796 0.47 Level 1 LnD, Levi 3 Both 1.0 3985 - 177.8 365 1.00 S 365 8664 0.49 Wall D-2 3 Both 1.0 1689 177.6 177.8 365 1.00 365 3466 0.49 Wall D-3 3 Both 1.0 1822 177.6 177.8 365 1.00 365 3739 0.49 Wall D-1 3 Both .67 474 118.5 118.5 243 1.00 243 973 0.49 Line E Level 2 LnE, Lev2 2 Both 1.0 1496 64.3 64.3 250 1.00 S 250 5603 0.26 Level 1 LnE, Levi 3 Both .67 2357 157.1 157.1 243 1.00 S 243 3648 0.65 Legend.- Unless otherwise noted,the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp- Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of seismic force along shearline. H/W--Cub-Height-to-width factor from SDPWS table 4.3.4 notes 1,3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V-ASD factored shear force.For shearline:total shearline force.For wall:force taken by total of all segments on wall. vmax-Base shear=ASD factored shear force per unit full height sheathing,divided by perforation factor Cc as per SDPWS eqn.4.3-8= V/FHS/Co. v-Design shear force=ASD factored shear force per unit full height sheathing.For wall,it is the largest force on any segment. Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing.Includes Cub and height-to-width factors. Co-Perforation factor from SDPWS Table 4.3.3.5. C-Sheathing combination rule,A=Add capacities,S=Strongest side only,X=Strongest side or twice weakest. Total-Combined int. and ext unit shear capacity inc.perforation factor. V-For wall:combined shear capacity. For shearline:sum of all wall capacities on line. Crit Resp-Critical response=v/Total=design shear force/unit shear capacity for critical segment on wall or shearline. W indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 10 t f o CONCRETE MECHANICAL MANUFACTURED HOME _ No Date �CT✓l (1 By v of Footings /Setbacks Gas Piping ons o Interior Date J-f- K-(-4f By }� interior-Date By��� Data By m u, Externs Date By Exterior-[date B Set-tom � Point Load/isolated Footings INSULATION Date By D BG 1 SLAB INSULATION a) Date By Data By FIRE DEPARTMENT ;101 Foundation Walls Floors Date By r Date Zf— S- bg By CR-E Data By DECKS FRAMING walla � Date By at: '3l t6 By tj Data b-t f-b ByLPROPANE TANKS PLUMBING vault Data By, Date� -' jY' j-6 By�"� __._....�... OTHER Groundwork Attic TypeS'�ctA2 A cc - Date By Date By „. °,^,.,•,.--}-- Dana D.W.v DRYWALL Type- / lot Brace Wail � leers Slit 6 By �K Date a Date -7_s'_ cce BySQL oro m y co INSPECTION 0 an Water Lime Fire SeperatisntCD I�! Date / j>; By Dato By Date By � c' o Pass or Request Inspect. c Type of Insp. Fail Date Data Done By Comments w J7 v o no�E : do y 0 1/1 T SA/-Elr/1 SS Cn L S Z5" 's 31 3 INSULWTIa �tlSS I JL 6 /� `� COS ku `?v3 S -7-1-/� 7-r-t Sic tee_ :5Zq C 1 O -h �PSON COU�r� MASON COUNTY (360)427-9670 Shelton ext.352 DEPARTMENT OF COMMUNITY DEVELOPMENT (360)275-4467 Belfair ext. 352 BUILDING•PLANNING•FIRE MARSHAL (360)482-5269 Elma ext. 352 Inspection Hotline (360) 427-7262 -r Mason County Bldg. 8, 615 West Alder Street 1854 Shelton, WA 98584 www.co.mason.wa.us CORRECTION/INSPECTION REPORT PERMIT/CASE NUMBER: !&t 7,Q( (,.— c:�>C�)k a`t ADDRESS/LOCATION: <<}Q ( C> St.�-ZF a"o-M FINDINGS: GS: 1% ' Items listed above must be corrected to lain compliance. ❑ THIS IS NOT A COMPLETE INSPECTION ❑ This structure has been inspected by Mason County Building Department and the items listed above are in VIOLATION of Mason County laws and/or ordinances. ❑ Call for re-inspection when corrections are made before proceeding with any further work. ❑ Make corrections, items will be checked on the next inspection. OOK to zgLz, oezl /66) n12 Date:_&-o'C i> ❑ Please contact our office regarding possible Department: .1 structural damage incurred by recent Inspector: ��� "natural/man made"disasters.This is NOT a CORRECTION NOTICE. DO NOT REMOVE THIS TAG MCC14.12 J MASON COUNTY 360-427-9670 Shelton ext.352 360-275-4467 Belfair ext.352 COMMUNITY SERVICES 360-482-5269 Elma ext.352 Inspection Hotline 360-427-7262 Building,Planning, Environmental Health,Community Health 615 W.Alder St. Bldg.8 - Shelton,WA 98584 www.co.mason.wa.us CORRECTION/INSPECTION REPORT PERMIT/CASE NUMBER: Baa0 1,6 / / _ /,d1. ADDRESS/LOCATION: /? /i5 S4*k [�j�,3 S�IUIP FINDINGS• �s s� � ' •�r-rs S-e /C :'C2 h,e re /41 64, S;C14 01W oN HOW 14, Items listed above must be corrected to gain compliance. THIS IS NOT A COMPLETE INSPECTION [] This structure has been inspected by Mason County Building Department and the items listed above are in VIOLATION of Mason County laws and/or ordinances. Call for re-inspection when corrections are made before proceeding with any further work. ,2' ake corrections, i� xt.inspectia OK to c Date: S--2 l'/d ❑ Please contact our office regarding possible Department: 73 L D structural damage incurred by recent Inspector:D "J � "natural/man made"disasters.This is NOT a CORRECTION NOTICE. DO NOT REMOVE THIS TAG MCC14.12