Loading...
HomeMy WebLinkAboutBLD2005-01055 SFR Final - BLD Permit / Conditions - 2/6/2006 Inspection Line(360)127-7262 MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Phone: (360)427-9670,ext.352 rf; Mason County Bldg. III426 W. Cedar P.O. Box 186 Shelton,WA 98584 RESIDENTIAL BUILDING PERMIT BLD2005-01055 OWNER: JAMES MCCLUNG RECEIVED: 6/24/2005 CONTRACTOR: HI LINE HOMES LICENSE: HILINH*981BT EXP: 11/7/2005 ISSUED: 7/13/2005 SITE ADDRESS: 1190 E SPENCER LAKE RD SHELTON EXPIRES: 1/13/2006 PARCEL NUMBER: LEGAL DESCRIPTION: PRIME PROJECT DESCRIPTION: DIRECTIONS TO SITE: SFR, STOCK PLAN 2003-0004 Main access to be off of Halberg and would like a second access off of Spencer Lake Road for emergency purposes. General Information Construction &Occupancy Information Square Footage Information No. of Bedrooms: 3 Type of Constr.: V-B Type of Use: SF Insp.Area: No. of Bathrooms: 3 Occ. Group: R-3, U Lot Size: Deck: Type of Work: NEW Fire Dist.: 5 No. of Stories: 1 Occ. Load: Building:2,320 Garage-Attached 528 Valuation: Building Height: 18 Occ. Status: Primary Basement: Cov. Porch 132 Manufactured Home Information Setback Information Shoreline & Planning Information Make: Length: Ft. Front: N 350.0 Ft. Shoreline: 165.0 Ft. Water Body: Malaney Creek Rear: S 500.0 Ft. Slope: Ft. SEPA?: No Model: Width: Ft. Side 1: W 72.0 Ft. Shoreline Desig.: Not Applicable Year: Sedal No.: I I Side 2: E 170.0 Ft. Comp. Plan Desig.: Rural Plumbing Fixtures FEES Mechanical Fixtures Type Qty. Type e By Date Amount Receipt Dishwasher 1 Exhaust Hood 1 Plan Check Fee KS 6/24/2005 $276.03 S12005 Hosebibs 2 Ventilation Fan 5 Planning Review Fee KS 6/24/2005 $155.00 S12005 Kitchen Sink 1 Dryer Vent 1 Building State Fee JRN 6/28/2005 $4.50 S22005 Laundry Tray 1 Building Permit Fee JRN 6/28/2005$1,380.15 S22005 Lavatories 4 Plumbing Base Fee JRN 6/28/2005 $20.00 S22005 Showers 1 Plumbing Fee JRN 6/28/2005 $110.00 MOM Water Closets (Toilets) 3 Mechanical Fee JRN 6/28/2005 $54.15 S22005 Water Heaters 1 Mechanical Base Fee JRN 6/28/2005 $23.50 S22005 Bath Tubs 2 EH Plan Review CEW 7/6/2005 $75.00 S22005 Clothes Washer 1 Total $2,098.33 BLD2005-01055 Please referto the following pages for conditions of this permit. 1 of 4 CASE NOTES FOR BLD2005-01055 CONDITIONS FOR BLD2005-01055 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 1-800-647-0982. The person signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law. X 2) The internatioanl 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 road. Roads are required to meet the minimum Mason County Fire Marshal standards for Fire Apparatus Access Roads up to the point where such rgAds connect with a county maintained public road or to another fire apparatus access road which connects to a county maintained public road. X 3) A Road Access Permit or Approval must be granted by the Mason County Department of Public Works. For more information contact Public Works, at (360)427-9670, ext. 450. The building permit will not be"finaled" until the permit holder can show proof that the access permit from Public Works has been "finaled"and approved. X 4) 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 Departm nt prior to any further inspections being performed or approvals granted. X 5) In accordance with international codes and Title 14, Mason County Building Code, "Standards for Fire Apparatus Access Roads,"all new structures that require an address shall have approved numbers or addresses located at the beginning of long driveways when the address is not clearly visible from the access road. The numbers shall also be plainly visible and legible from the street or road fronting the property and shall contrast with their background. 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 international codes will be assessed if the owner and/or contractor fail to post the address on site prior to requesting inspecti s. X 6) 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 Qta probed uments will result in failure of required building inspections. X BLD2005-01055 Please refer to the following pages for conditions of this permit. 2 of 4 7) 'THE FOUNDATION SYSTEM SHALL BE PLACED ON UNDISTURBED, NATIVE SOIL. X r� 8) Washington State Energy Code Compliance has been approved using the following: Heat Type: Electric or other fuels, Compliance Method: IV, Window(Max U-Factor):0.40, Skylight (Max U-Factor):0.58, Doors (Type/Max U-Factor):0.40 or less, Wall insulation R-21, Floor insulation R-30, Ceiling Insulation R-38, Vault Insulation R-30, Slab Insulation R-10. X 9) Stock Plan Identification number: 2003-0004 This project is approved subject to the provisions identified the Mason County Stock Plan Policy. The site plan approved by the Planning Department, original building plans, and all attachments approved by the Mason County Building Department shall be available for the Mason County Building Inspector at eac� req 'red inspection. 10) Concrete used for ement walls, foundation walls, exterior walls, porches, carport slabs, steps exposed to the weather, garage floor slabs and other vertical concrete work exposed to the weather shall have a minimum compressive strength of 3000 psi (IRC Table R402.2). X 11) Any changes in propose 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 and shall be collected by the Building Department prior to any further inspections being performed or approvals granted. X 12) All construction must 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 revocation. X C 13) Provisions for surface/s rface 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 14) All changes to"approved"bull i plans that effect compliance with the international codes as amended and adopted, or any other Mason County ordinance or re uln rqust be reviewed and approved by Mason County prior to construction. X BLD2005-01055 Please referto the following pages for conditions of this permit. 3 of 4 15) - 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 shall be made prior to requesting additional inspections. X 16) All property lines\s al be clearly identified at the time of foundation inspection. X 17) 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 � 18) All permits expire 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 have revented action from being taken. No more than one extension may be granted. X 19) Pressure treated wood manufactured after January 1, 2004 may contain high concentrations of copper which could quickly corrode metal fasteners, connectors, an ,lashing. Install metal connectors approved for contact with the new types of pressure treated material. X 20) Water lit is . o be degraded to the detriment of the aquatic environment as a result of this project. X 21) Approved per di ions and setbacks on submitted site plan. Setbacks are measured from the furthest projection of the structure. 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 County access to the above described property and structure for review and inspection. OWNER OR AGENT: Q_ / DATE: J BLD2005-01055 Please referto the following pages for conditions of this permit. 4 of 4 co I• o CONCRETE MECHANICAL MANUFACTURED HOME o Datell- 0-dJ`sy Ribbons T Footings 1 Setbacks C) Date Q S By WC Gas Piping 0 Date By C". Foundation Wald Date By Set-up Date By INSULATION gate By BG I slab Insulation Floors FINAL I NSPECTION Date By Date By Date By FRAMING Watts FIRE DEPARTMENT Date By Date rZ el 0'r By L-3)"- DOW By PLUMBING Attic OTHER Groundwork Date By Date By WALLBOARD NAILING D.w.v ee Date )G- 7 -1 I L"my - Date )j.Z3 -oJ`By Water Line FINAL I NSPECTION m Date By date -�r-0z By 7� Date By m s Type of Insp. Pass[Fall Request Date Inspect. Date Done By Comments t2el'i Z sef �"a� �t� �c Z �s I z I s R� u c a. V-1 CU IA 9 CD n sL/ems'" /-2-� 77W o a (A Z AL Vl 0 CD S� G tl > El v L 1 oJ- /Z -k—4r Tim / �✓®%�� Y`t✓.�r .e� S�, � rll �su�. tiSS 0 /ti9 &S Z -off` 2 - 8'-0 EVIS&f) 79 nee V, , <� e DATA,f �- 3-G S- x� � R � oa � PL . Pon RECEIV"o 0 4 ` 4?6 1�QJ� CEDAn Sp. A rea 1201 �\ f Io ro Sep-tic tank. sa 22' x� 24* 7141 1 :GO) Weu CD 06 t �1 LQ J CD a +tit F Lo Lr) v Q� � I'p A r +'1 r•' MAS0N COUNTY DCD F LA�`*IPING SITE PLAN ';SQUIRED TO BE ON SITE CHANGES SUBJECT TO AP ROVAL By o 000 O o 0 9 �,,, n1 �E !g+v.uc'�L r KuSr b'rCL fv"tv�.:nn 01, 1LeSJ �-� -N..c. -e- c% tti. fi+ .►v� �E-'4kloo GiCV.'.blt, 4nvt k Si d.e uavd vn. orde-✓ +0 VvtcL+ 1Las S+vtaw� Seplea¢I<.. 1190 E SFencerl Lake Re-ad, ll,,I+,. uun c__ 340 +l- R E C E I�� MASON COUNTY PERMIT N BUILDING PERMIT APPLICATION 426 W. Cedar- P.O. Box 186, Shelton, WA 98584 2 4 20bShelton (360) 427-9670- Belfair (360) 275-4467- Elma (360) 482-5269 On the web www.co.mason.wa.us APAWbANT INVOR'MATION CONTRACTOR INFORMATION Owner Company Name " nM1'-s Mailin.9 Address 1?-d ZOY M ailing Address` 13AI L.c�nc City- State_LkA&Zip Code ��!C'y/ City("paNkcu u 0- State Zip Code Phon Other Ph.y*,(c,G.J19.91_y3 Phone Otheh Lien/Title Holder i Contractor Reg. # *9TC1 x -b(e E mail address ► E Mail Address Drivers Lic.#_W B LR SS Drivers Lic.# DOB SEPTIC/WATER SYSTEM INFORMATION -Connect to New Septic_ Existing Septic Connect to Water System Name of Water System Well__2<_Water System Name of Water System PARCEL INFORMATION - 12 Digit Parcel No Fire District Legal Description Site Address (Please include street name,street number and city) Direc ions to site 107177, Will timber be cut and sold in parcel preparation? Yes/ o Is property within 200' of Saltwater Lake River/Creek Pond Wetland Seasonal Runoff Stream Slopes or Bluffs > 15% Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?Yes/No TYPE OF JOB -- New Add Alt Repair Other PRIMARY RESTpENCE SEASONAL E]Use of Building•�1 c�u. • Describe Work�,�orn�_ �r,S16�-C ��~��a(\ No. of Bedrooms No. of Bat roomsQ.-R Square Footage- 1 st Floor �3� 2nd Floor 3rd Floor Basement Deck 150 Covered Deck Other Sq. ft. Garage_.S Attached--,X--Detached Carport Attached Detached TURED HOME INFORMATION M e Model Length i o. o. of Bathrooms Type of Heat Replacement Unit? Yes/No Insta Certification No. C7UVNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit rev o such is by signature below.I declare that I am the owner,owners legal representative,or the contractor.I further declar tltt t r is permit and to do the work as proposed in the application.I declare that I have obtained the permission from all the necessary (des,If n is required from any easement holier or any other parry in interest regarding this application or the work proposed in the applilil IdSa� permission from them to apply for this permit and conduct the work proposed. The owner or agent on owners behalf,represents that the information pravide4 is accurate and grants employees of Mason County access to the above described property and structure for N TY 7PR OF CONTINUATION OE-WO BY MEANS OF A PROGRESS INSPECTION. 11 Dated; '4!'©.� Owner Owners Representative/4t4or indicate which one R OFFICIAL USE BEYOND T POINT Accepted by: Date DEPARTMENTAL REVIEW APPROVED DENIED NOTES Building Department 3�4ce a8cy E 'V — Planning Department U 7 (1 Environmental Health Department LJ/E-C 16 c-,S�- GO%I( Public Works Department L IZA P,WAS-- C/b0 3 Fire Marshal C� ir4� - FEES Building Permit Fee !s Site Inspection Plan Review Fee EH Review Fee Plumbing & Base Fee Planning Review Fee Mechanical&Base fee Other Wood/Gas/ Pellet Stove Fee State Fee t Violation Fee Pre-Paid at Submittal Valuation$ ) �° TOTAL FEES RECEIVED MASON COUNTY PERMIT NO. — - ,'� 4 2005 PLUMBING/MECHANICAL PERMIT APPLICATION 426 W. Cedar-P.O. Box 186, Shelton, WA 98584 CEDAR 5`� Shelton (360)427-9670-Belfair(360)275-4467-Elma(360)482-5269 On the web www.co.mason.wa.us APPLICANT INFORMATION CONTRACTOR INFORMATION Owner Company Name "', U Mailing Address C? Q0V I Mail' Address City Fj MC State RA._Zip Code C)$M{ City �� State 63PO Zip Code 5113S3� Phone_ _3(aD-99-1-91LIA Other Ph._IL�0-99,a 9 1i14 Phone%-Q—f% -i�_Other Ph. Lien/Title Holder L,'�s4 mom{ k'3-1 Kam— Contractor Reg. #NILINE -'hrl _rExp. 2 1Q-Q(0 E mail address E Mail Address Drivers Lic.# _ DOB 3��-f 9$ Drivers Lic.# DOB SEPTIC INFORMATION - Connect to New Septic_ Existing Septic Connect to Sewer System Name of Sewer System PARCEL INFORMATION - 12 Digit Parcel No Fire District Legal Description Site Address(Please include street name, street number and city) D' ections to site Is property within 200'of Saltwater Lake River/Creek Pond Wetland Seasonal Runoff Stream Slopes or Bluffs > 15% TYPE OF JOB - New. Add Alt Repair Other Use of Building Location of Fixtures/Units- 1 st Floo 2nd Floor Basement Garage Closet PLUMBING FIXTURES(Show Number of each) MECHANICAL UNITS Type of Fixture No. of Fixtures Fees Fuel Type:Electhc_LPG_Natural Gas_Heat Pump_ Toilets Type of Unit No.of Units Fees Bathroom Sink Furnace Bath Tubs f Heatpumps Showers Spot Vent Fan Water Heater 1 Propane Tank Clothes Washer I Gas Outlets Kithen Sinks i Wood/Gas/PelletStove Dishwasher Kitchen Exhaust Hood Hosebibs _�_ Dryer Vent I Other I LA�r�,�yS�c1� Other Base Fee Base Fee TOTAL PLUMBING TOTAL MECHANICAL OWNER/BUILDER Acknowledges 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 the contractor.I further declare that I am entitled to receive this permit and to do the work as proposed in the application.I declare that I have obtained the permission from all the necessary parties.If permission is required from any easement holder or any other party in interest regarding this application or the work proposed in the application,I have obtained permission from them to apply for this permit and conduct the work proposed. The owner or agent on owners behalf,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure for review and inspection. P OOF OF CONTINU QN OF WO IRK IS B MEANS OF A PROGRESS INSPECTION. X \ Date: Owner/Owne Re esentative/Contractor (in to which one) FOR OF C L USE BEYOND THIS POINT Accepted by: Planning Pd Ck# Date Bld Pd Receipt No. DEPARTMENTAL REVIEW APPROVED DENIED NOTES Building Department Occ Group—Type Constr. Planning Department Environmental Health Department FEES Plumbing & Base Fee Site Inspection Mechanical & Base fee UFC Plan Review Fee Wood/Gas/Pellet Stove Fee Other Violation Fee TOTAL FEES MASON COUNTY DEPARTMENT OF HEALTH SERVICES June 28, 2005 PO BOX 1666 Shelton WA 98584 Shelton (360) 427-9670 Fax (360) 427-8442 JAMES MCCLUNG Elma (360) 482-5269 P.O. BOX 1361 ELMA WA 98541 Belfair (360) 275-4467 Case No.: BLD2005-01055 Parcel No.: 221314304030 Dear Applicant: Your building permit cannot be approved by Mason County Environmental Health until the following are completed and turned in: Application for Water Adequacy Water bacteriological analysis. Well Log Please call me at (360)427-9670, ext. 554 if you have any questions. Sincerely, Trish Woolett Environmental Health Mason County Health Services Comments: 6/28/2005 1 of 1 BLD2005-01055 MASON COUNTY RESIDENTIAL PANS SUBMITTAL CHECKLIST Owner's Name: k_1 c C A, t�-x Date: d S' Reviewed By: Documents: ZBuilding Permit Application Completed , RECEIVED ianning Intake Checklist Completed, Site plan includes:Allowable building area,roof overhangs,decks,etc. SUN 2 4 2005 Fire Apparatus Access Road info required Yes �/ 426 O Y,PG Fuurnna AR eT. . �Energy Code Application Fon3�lectric wall heater O Electric central furnace O Heat pump with electric furnace O Heat pump with LPG furnace O Boiler(heat type ) O Other:Specify: _C/�Mechanical/Plumbin Application-WATER HEATER FUEL TYPE C �CC Engineering Ye No Snow load used: Seismic Design Category D l or D2 ;,t eotechnical report or assessment? Yes No �-- Construction Plans:,-COMPLETE SETS y'�Plans Legible gnized Scale _C-Llevation Views —Cross Section _Foundation Plan _Roof Framing Plan _Floor Plan-Use of Rooms Noted Floor Framing Plan-all floor levels represented? Loft,crawlspace,etc. —Deck Framing Plan,including covered porch roof framing plan Plan Details: Roof Beaming details,truss lay-out may be needed Wall Framing-Does bearing-wall height exceed 10'?(Engineering may be required) Floor framing: Floor joists: ,Floor beams: Window headers. Typical header: —Foundation: footing size,reinforcement Concrete Walls-Does Concrete Wall Height Exceed 9'?(Engineering may be required) Landings at all exit levels? <30"above grade? Y / N —Heated By Furnace-Location of Furnace _Fireplace/Stove Information Shown-Fuel Type? _Window Sizes Marked on Plans 2-Story Garage? (Engineering may be required)R602.10.1, 1"story of a two story: D 1—45%,D2—55% Braced wall panels(shear walls)marked on plans or lateral engineering?(Plans may not be approved if not provided) coMMErrrs: 1 o- , L� IRREGULAR BUILDINGS(Unusual Shape)R301.2.2.2.2 Irregular portions of structures shall be designed in accordance with accepted engineering practice. A portion of a building shall be considered to be irregular when one or more of the following conditions occur: 1)Exterior braced wall line or BWP cantilevered or offset by more than 4' 2)Roof or floor is not laterally supported on all edges 2A)Portion of roof or floor extend more than 6 ft.beyond the braced wall line. 3)End of BWP extends more than 1 ft.over an opening more than 8 ft in width below. 4)Opening in a floor or roof exceed the lesser of 12 ft.or 50%of the least floor or roof dimension. 5)Portions of floor level are offset vertically 6)Shear wall lines do.not occur in two perpendicular directions. 7)When a story above grade includes masonry or concrete construction(exc: fireplaces,chimneys,and.veneer). When this condition applies the entire story shall be designed in accordance with accepted engineering practice. 2003 1RC Plans submittal checklist simpli6ed(WORD RMURED BRAS WALL PANEL OUT OF PLANEREOUIFE BRACED' OFFSET IN WALL PANEL -EXTERIOR BRACED WALLPANELS ------_---- --- - - ----- j o 0 0 ; aOr a SECTION VIEW F 8ECT100IEW --__, -- ------ _ J I I BRACED WALL PANELS our OP PLANE I 'I I 1 I I MORE THAN t FT MORE THAN I FT . EXTERIOR ELEVATION EXTERIOR ISOMETRIC ' 4 FT WITH 2 x 12 'For!'A:14a.30Lt� PISS Rt01'�� . BRACED WALL PANEL BKrHNSWN OVER OPEISNG MORE THAN B22 CANTILEVERISEr BACK IS IRREGULAR SUPPORTROOF I'r—----- —II ir_=__— - P? AND WALL WEIGHT I I rr --- II IT- B2I i � II t II li it II sSEGT1ONTHRUCANTILEVER 4FT WITH 2xT2 SECTION TNRuBETBACK 10r SL•lixh.25Amm,lfoa.30"mm. MORE THAN M/2 isIRREOULAR Pytw RtM242Sm PLAN VIEW PLAN VIEW 11Ra0e0 WALL PAANlELZ suvaoRree trc cArmttveR oR sET sAac . Oma m L111,00TIONS MRFLFLOM No ROOF DUU4U OMS r--------------� _ - FLOOR JOISTS CANNOT BE L=__= TIED DIRECTLY TOGETHER FLD DIRECTLYTOGETHER ILL-- --J1DASHED ======Jjl BRACEDW LL LINE B�EL. w THERE IS NO BRACED PLAN)VIEW WALL LINE ONa F THIS EDGE FlM"RMJ 222(3) SECr10N VIEW BECTION VIEW FLOOR,OR ROOF NOT SUPPORTED ALL WOES . PORTIONS OFPLDOR VERTICALLY . BRACED W LINES ARE Fr =_==IF----- Nor ,I II II . =_-•_— = 1 ------------ II .. ROOF OR FLOOR SHALL BE PEFUTr D, U U TO EXTEND U THE FEET BEYOND THE NO BRACED WALLPMELABOVE ---------��---------J� PERMITTED AT THIS LOCATION PLAN VIEW ForSL lfoot.3"Sum. PLAN VIEW ROOF OR FLOOR EXTFNSM BEYOND BRACED V#.LL LINE BRACED WALL LJIVBi NOY nERP -ENDICIII { For office use only) Stock plan number 2003- e0 D 6 4 F" �1 Stock Plan fee: (Subsequent reviews 20%permit fee) $ �3 Mason County Community Development Request for Stock Plan Approva�ECEIVED Applicant: UUN 2 4 2005 426 Mailing Address: / c� j Telephone: q Fax: Cellular/Pager/Other: -Mail Address: Describe Project: ID 3 9& 9 -C'� b &�')!� U No. of Bedrooms No. of Bathrooms: Height of Structure: Number of Floors: (Max.proposed:) 3 3 , S If Engineer or Architect prepared, do you have Snow Load: Manufactured truss letter authorizing multiple use? 6 Engineering included?�o Square Footage of Structure: Include options/maximum square footage (see Stock Plan Policy for allowable options) Main Floor: Second Floor Third Floor Basement: Carport: Garage: Decks: Covered Porch: �)R � Storage: Other (Describe): .) i Heat type: WSEC Compliance: Prescriptive Option: IAQ Compliance: or Component Performance: Plumbing Fixtures: Mechanical Units: Toilets: Furnace: o Bathroom Sink: Heat Pump: Bathtubs: CL Spot Ventilation Fans:��V­ Showers: \ Propane Tanks: Water Heaters:: Gas Outlets: Clothes Washer: 1 Fireplace/Stove: Kitchen Sinks: Fuel Source? Dishwashers: Kitchen Ex. Hoods: Hose bibs:-9- Dryer Vent:: Other: Other: i MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT WSECVIAQ Compliance Application Owner: Telephone:3w J^,a9.cp j Parcel#: Type of project jQ New Residence ( ) Addition (J e o Total Sq. Ft. 15 Floor: 2 floor: Hea a ment: of heated area:: 42 Heating System Type: Electric wall heater O Electric Central Furnace O LPG Furnace O Heat Pump with electric furnace O Heat pump with gas furnace O Boiler, specify fuel type: O Other: Specify-___ -- ------ ----------------------------- — Glazing Compliance Prescriptive Option see reverse side circle one: I II III Percentage: pliance p �tive Method Component Performance , Chapter 5— Calculation worksheets required Check one:: - ---% Systems analysis, Chapter 4 µ Whole House Ventilation system µ Whole House Ventilation using a Heat Ventilation using exhaust fans&window or wall fresh air System vents (VIAQ 303.4.1) Vol, Recovery Ventilation System (VIAQ 303.4.4) Check one µ Whole House Ventilation Integrated µ Whole House Ventilation using an inline with a Forced Air System (VIAQ 303.41) supply fan. VL4Q 303.4.3) Window & Door Schedule (If needed, attach an additional sheet) Manufacturer Room/location U-Factor Size QuantityTotal Windows: Square Feet • )C 0 e 'XSI / ,X 1 .� Ux &'X o" y! '.V ' • C2 e x a It-Is- ' x ' i as' y 'X5i 1 Windows: Total Sq. ft. Doors: Doors: Total Sq. Ft p Total window and door area Total window&door area a7 0 _/(divided by)total sq.ft of heated area J3�—_=-1y3—%of glazing RE Window Sche CE��EDHIL ICE ���2 4 . H O M E s for 2320 plaq.6 14p� Hiline Homes of Centr%1igE1_'24',7 Manufacturer: Milgard Windows Inc. Model: Classic Series Type: Vinyl U-Value = .36 Windows Quantity Size / Handing Glazing area Total S . Ft. Location width x height 2 1'0 x 5'0 5 10 Entry 1 5'0 x 50 25 25 Bedroom 3 1 5'0 x 5'0 25 25 Bedroom 2 1 6'0 x 4'0 24 24 Media "1 6'0 x 4'0 24 24 Master Bed 1 TO x TO 9 9 Master Bath 2 2'6 x 5'0 22.5 45 Great Room 1 50 x 50 25 25 Great Room 1 4'0 x 5'0 20 20 Dining Room 1 5'0 x 5'0 25 25 Dining Room lid. Glass Doors 1 6'0 x 6'10" sgd 41 41 Kitchen Nook Total glazing area 273 sq. ft. 273 - 2320 = .117 X 100 = 12% Glazing Area y Conditioned floor Area Glazing Percentage If a sliding glass door option was chosen, switch the appropriate window w/the sliding glass door and use the calculation below. 1 6'0 x 6'10" sgd 41 41 Appropriate Room 290 - 2320 = .125 X 100 = 13% Glazing Area y Conditioned floor Area Glazing Percentage All other doors,windows&skylights do not need to be calculated do to the fact they meet all minimum requirements. 79 Spenee� � Rood RFD 6n �N 2 4 ?005 CEDA R ST Or , 120` m O2 6" Fift a t lid &Ptic tanks Z2, s* — h� 7a a � � Well c� CD �, Qo O �-+ a i J O Co 0 a co C� a a + c� o + an as LO �'st ai '14 1190 E Spencer Lake Road, Shel+gin, U1(A 340 +/- Reep Engineering & Consulting, Inc. Date: 02/21/05 LATERAL ENGINEERING CALCULATIONS FOR Pagel of 2 By: I. E. Reep, P.E. HILINE HOMES PLAN 2320 LATERAL ENGINEERING CALCULATIONS FOR HILINE HOMES PLAN 2320 SEISMIC: SDC D2 & WIND: 110 MPH, EXPO u' r. E. 9 4 ?005 WAsy��A CEDgR sT Reep Engineering & Consulting, Inc. I.E. (Gene) Reep, P. E. y Washington License No. 14364 Idaho License No. 8908 ICC No. 465600 NAL 8205 Sunset Lane, Pasco WA 99301 EXPIRES: 01/24/ Phone (509) 547-9087/Cell 366-2869 Note: The above stamp applies to the structural members and assemblies described in the following calculations only and is valid with a copied or wet stamp intended for reuse by HiLine Homes. CONTENTS Description Pagel Design Criteria and Specifications Page 2 Engineering Calculations I Page 2 TABLES IN ATTACHMENT REPLICATED FOR EACH MODULE Table A. Wind Design Criteria Page A-1 Table B. Seismic Design Criteria Page A-1 Table C. General Specifications — Module 1 Only (2 sheets) Page A-2 Table D. Specification of Structural Components and Fasteners (3 sheets) Page A-3 Table E. Wind Shear Loads Page A-4 Table F. Minimum Wind Shear Loads Page A-5 Table G. Seismic Shear Loads Page A-6 Table H. Controlling Shear Loads Page A-7 Table I. Shear Wall Loads Page A-8 Table J. Roof Diaphragm Load Calculations Page A-9 DESCRIPTION This report provides engineering calculations and structural design specifications for HiLine Homes Plan 2320. The one-story house is 2,320-sf in area plus a prescriptively designed 528-sf garage. The design is compliant with expected earthquake loads in Seismic Design Category (SDC) D2 for which the maximum design spectral response acceleration at short periods is Sps = 1.170g. Wind Reep Engineering & Consulting, Inc. Dater 02/21/05 LATERAL ENGINEERING CALCULATIONS FOR Page 2 of 2 By: I. E. Reep, P.E. HILINE HOMES PLAN 2320 loads are compliant with a basic wind speed of 110 mph and Exposure Factor B which is equivalent to a 100 mph basic wind speed and Exposure Factor C for buildings with a mean roof height of 15-ft or less Design criteria including calculations are included in Tables A, B, and C (attached) as noted above. Structural loads on shear walls, hold-downs, and drag struts are summarized in Table I (attached). Specifications for structural components and fasteners are listed in Table D (attached) including required load restraints and allowable resistive loads for components and fasteners. DESIGN CRITERIA AND SPECIFICATIONS Design criteria are based on the 2003 International Building Code (IBC), 2001 National Design Specification, and the American Society of Civil Engineers (ASCE) Standard 7-02. • Wind and seismic design criteria are given in Tables A and B, respectively. • General specifications for building loads nail loads, anchor and hold-down loads, etc. are given in Table C. • Lateral specifications, structural loads, and allowable loads are given in Table D. ENGINEERING CALCULATIONS Engineering calculations are documented in Tables E through J based on specifications in Tables A, B, and C. Specifications for structural components and fasteners (Table D) are derived from the results calculated in Tables E through J. These tables provide the following information. • Table E provides wind shear loads for a basic wind speed of 110 mph and Exposure Factor B (equivalent to 100 mph and Exposure Factor C for this building) based on criteria in Table A. Minimum wind loads are provided in Table F based on horizontal pressures equal to 10 psf and vertical pressures equal to zero per IBC Section 1609.2.1.1 . Calculations are based on the simplified wind load method of IBC Section 1609.6. • Table G provides seismic shear loads based on criteria in Table B and the simplified analysis procedure per IBC Section 1617.5 and SDC D2. • Table H provides transverse and longitudinal wind, minimum wind, and seismic shear loads and identifies controlling shear loads for factoring into Table I. • Table I provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit drag load, unit dead load on shear walls, and hold-down loads for various shear wall lengths based on controlling shear loads from Table I. Allowable dead loads are based on an allowance of 6/10 of the calculated dead load per ASCE Standard 7-02, Section 2.4.1 for load combinations using the allowable stress design method of analysis. • Table J provides roof diaphragm load calculations for determining diaphragm shear per IBC 1620.4.3 for seismic loads and comparing these loads with wind and minimum wind loads from Table H. In addition, diaphragm deflection and axial chord stress are calculated. Reep Engineering Consulting, Inc. Page A-1 Table A. Wind Design Criteria. Descrip=C) Description Value Wind Speed Vas (mph) Vertical Pressures (psi? Simplified Method per IBC Wall Zone E -10.7 Importance Factor- !w Wall Zone F -14.6 Exposure & Height Factor Wall Zone G7 7 Roof Slope Wall Zone H -11.7 Horizontal Pressures (psf) Roof Overhang Zone E -19.9 Wall Zone A 24.1 Roof Overhang Zone G -17.0 Wall Zone C 17.4 Roof Overhang Zone F -14.6 Roof Zone B 3.9 Roof Overhang Zone H -11.7 Roof Zone D 1 4.0 Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE Standard 7-02. A basic wind speed of 110 mph at Exposure Factor B is equivalent to a basic wind speed of 100 mph at Exposure C for buildings with a mean roof height of 15-ft or less. Table B. Seismic Design Criteria. Description Value Description Value Occupancy Category per Table 1604.5 II Is Period To < T </= Ts =0.345 sec? Yes Seismic Importance Factor IE per Table 1604. 1.0 Design Spectral Response: S. = SDS? Yes Seismic Desgin Category per Table 1616.3(1) D2 Seismic Use Group per IBC 1616.2 I Default Site Class Per IBC 1615.1.1 D Simplified Analysis per IBC 1617.5? No Regular Structure Yes Seismic Design Coefficient: Cs = 1.2SDSIE/R 0.216 Building Frame Structure w/Shear Walls Yes Maximum Unit Shear per Table I: vmax (lb/ft) 317 Response Modification Coefficient: R 6.5 Story Shear per Table H: Vstory (lb) 10,139 Mean Building Height h (ft) 13.0 Story Shear Ratio: rmax =10vmaxNst0ry: 0.31 Building Period Coefficient: Ct (sec) 0.02 Base Story Area: AB (sf) 2,320 Building Period: T = Cth3/4 (sec) 0.14 Square Root of Base Story Area: AB (ft) 48.2 MCE Short Period Acceleration: SMs (g) 1.755 Reduncany Factor: p = 2 - 20/rmax(AB)1/2 0.67 Site Short Period Acceleration: SDS(9) 1.170 Minimum Redunancy Factor Per IBC 1617.2.1 1.00 MCE Long Period Acceleration: SM, (g) 0.606 SL Shear: E = pQE + 0.2SDSD = pQE Site Long Period Acceleration: SD, (g) 0.404 Base Shear/Weight: VSL/W = PCs 0.216 To = 0.2SD,/SDS (sec) 0.069 Allowable Stress Design: VASD = 0.7VsL 0.151 Ts = SD1/SDs(sec) 0.345 Note: Seismic design criteria is based on highest values for Maximum Considered Earthquake (SMs)and site short period (SDS) accelerations for Seismic Design Category D2. Revised 02/20/05 Criteria HiLine Plan 2320 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005 Reep Engineering Consulting, Inc. Page A-2 Table C. General Design Criteria (2 sheets). Description IReference/Calculation Value Building Loads Allowable Foundation Pressure psf IBC Table 1804.2 1,500 Roof Dead Load (psf) Assumption 15.0 Floor Dead Load (psf) Assumption 10.0 Exterior Walls Dead Load (psf) Assumption 15.0 Interior Partition Dead Load (psf) IBC Section 1617.5.1 10.0 Ground Snow Load - P (psf) Building Department 30.0 Flat Roof Snow Load - Pf (psf) Building Department 30.0 Include 20% Snow Load in Weight for Seismic? IBC Section 1617.5.1 if >/= 30 psf No Allowable Nail Loads Lateral Force-16d Sinkers - d = 0.148-in. (lb) NDS Table 11 N - 2X Hem-Fir 102 Lateral Force-10d Pneumatic - d = 0.131-in. (lb) NDS Table 11 N - 2X Hem-Fir 89 Lateral Force-8d Pnuematic Nails - d = 0.113 (lb) NDS Table 11 N - 7/16 Panels 53 Adjustment for 10-minute Wind/Seismic Loads NDS Table 2.3.2 for 10-min. 1.6 Allowable Force-16d Sinkers - d = 0.148-in. (lb) NDS Table 11 N - 2X Hem-Fir 163 Allowable Force-10d Pneumatic - d = 0.131-in. (lb) NDS Table 11 N - 2X Hem-Fir 142 Allowable Force-8d Pneumatic Nails - d = 0.113 (lb NDS Table 11 N - 7/16X Panels 85 Max. Allow. Toenail Lateral Force in SDC D Ib/ft NDS ASD/LRFD Sect. 4.1 .6 150 Allowable Force-16d Sinker Toenails (lb) FToenwl = 0.83FA„owa51e Per NDS 11.5.4 135 Allowable Force-10d Pneumatic Toenails (lb) FToenail = 0.83FAllowabie Per NDS 11.5.4 118 Allowable Force-8d Pneumatic Toenails (lb) FToenail = 0.83FAllowable per NDS 11.5.4 70 Simpson Wedge Anchors (3,000 psi Concrete) Tension Load for 1/2-in. -dia.w/4.5-in Embed. Catalog C-SAS-2004 2,320 Adjustment for No Special Inspection ICBO ER 3631 0.5 Adjustment for Wind/Seismic Loads NDS Table 2.3.2 for 10-min. 1.6 Adjustment for Hem-Fir Framing NDS ASD/LRFD Table 4.3A 0.93 Allowable Tension for 1/2-dia.w/4.5-in Embed. Per Calculations 1 ,726 Foundation Anchors (ASTM A307 Steel Bolts) Lateral Load for 1/2-in. dia. Anchor Bolts (lb) NDS table 11 E for Hem-Fir 570 Adjustment for Wind/Seismic Loads NDS Table 2.3.2 for 10-min. load 1 .6 Allowable Shear for 1/2-dia.w/7-in Embed. Min. (lb) Per Calculation 912 Lateral Load for 5/8-in. dia. Anchor Bolts (lb) NDS table 11 E for Hem-Fir 830 Adjustment for Wind/Seismic Loads INDS Table 2.3.2 for 10-min. 1.6 Allowable Shear for 5/8-dia.w/7-in Embed. Min. Ib Per Calculation 1,328 Allowable Loads for Simpson Hold-Downs (3,000 psi Concrete) LSTHD8 Strap Tie with 24-16d Sinkers (lb) Simpson Catalog C-2004 1 ,950 STHD8 Strap Tie with 24-16d Sinkers (lb) Simpson Catalog C-2004 2,370 STHD10 Strap Tie with 28-16d Sinkers (lb) Simpson Catalog C-2004 2,880 STHD14 Strap Tie with 38-16d Sinkers (lb) Simpson Catalog C-2004 4,430 LTT20B Tension Tie 10-16d Sinkers (lb) Simpson Catalog C-2004 1,750 HD2A HDs with 2-5/8-in dia. Bolts (lb) Simpson Catalog C-2004 2,570 HDSA HDs with 2-5/8-in dia. Bolts (lb) Simpson Catalog C-2004 3,130 Revised 01/23/05 General Criteria HiLine Plan 2320 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005 Reep Engineering Consulting, Inc. Page A-2 Table C. General Design Criteria 2 sheets). Simpson SSTB Anchor Bolts (2,500 psi Concrete) SSTB16 6-in wall with 5/8-in dia. w/13-in embed. Catalog C-SAS-2004 4,420 SSTB20 6-in wall with 5/8-in dia. w/17-in embed. Catalo C-SAS-2004 4,600 Shear Wall Hold-Downs Description Equation/Calculation Value Allowable Restorative Dead Load Factor ASCE 7-02 Load Combinations 0.6 Shear Wall and Drag Strut Heights ft Wall Heights are 8-ft max. 8.0 Maximum Tension at End of Shear Wall Segment T = 8v - 0.3w Lsyy N/A Minimum Shear Wall Length for Wind Loads (ft) h/LsW = 8/3.5 = 2.3 Minimum SW Length for Siesmic Loads (ft) sw = = 4.0 Roof/Floor Diaphragms and Shear Walls Maximum AR for Unblocked Diaphragms NDS ASD/LRFD Section 4.2.4 3.1 Maximum AR for Shear Walls Wind NDS ASD/LRFD Sect. 4.3.4 3.5:1 Maximum AR for Shear Walls Seismic NDS ASD/LRFD Sect. 4.3.4 2.1 Adjustment Factor for AR > 3.5 Seismic NDS ASD/LRFD Sect. 4.3.4.1 2b/h Seismic Adjustment Factor for h = 8-ft & b = 4-ft AFseismic = (2)4)/(8) = 1 .0 Seismic Adjustment Factor for h = 8-ft & b = 3-ft AFseismic = (2)(3)/(8) = 0.75 Minimum Shear Wall Length for Blocked Panels NDS ASD/LRFD Sect. 4.3.7.1 1-ft Framing for Nominal ASD Shear > 350-lb/ft NDS ASD/LRFD Sect. 4.3.7.1 3-in Adjustment Factor for Hem-Fir NDS ASD/LRFD Table 4.3A 0.93 Adjustment Factor for Strength Level Shear NDS ASD/LRFD Section 4.2.3 0.50 Simpson Seismic & Hurricane Ties And Framing Angle Plates F1 - Lateral Per Catalog C-SAS-2004 415 H1 Siesmic & Hurricane Tie (lb) F2 - Lateral Per Catalog C-SAS-2004 140 Uplift - Per Catalog C-SAS-2004 400 F1 - Lateral Per Catalog C-SAS-2004 130 H2.5 Siesmic & Hurricane Tie (lb) F2 - Lateral Per Catalog C-SAS-2004 130 Uplift - Per Catalog C-SAS-2004 365 F1 - Lateral Per Catalog C-SAS-2004 505 H10 Siesmic & Hurricane Tie (lb) F2 - Lateral Per Catalog C-SAS-2004 450 Uplift - Per Catalog C-SAS-2004 780 F1 - Lateral Per Catalog C-SAS-2004 480 H14 Siesmic & Hurricane Tie (lb) F2 - Lateral Per Catalog C-SAS-2004 245 Uplift - Per Catalog C-SAS-2004 1 ,050 A35 Framing Angle (lb) F1 - Lateral Per Catalog C-SAS-2004 450 F2 - Lateral Per Catalog C-SAS-20041 600 Revised 01/23/05 General Criteria HiLine Plan 2320 Wind, Seismic & Specs 110 mph & D2.xis 2/20/2005 Reep Engineering Consulting, Inc. Page A-3 Table D. Specification of Structural Components and Fasteners (3 sheets)'. Foundation Anchor Bolt Specifications Center Front-to-Rear Shear Wall Segment Foundation Anchors [Maximum applied shear per Table 1 (lb). 5,070 Maximum anchor bolt Load @ 36-in o.c. minimum 2 anchors per mudsill lb). 845 ,,Vlowable anchor bolt load for 1/2-in dia. A307 belts with 7-in. embedment (lb). 912 Maximum MA6 Mudsill Anchor Load @ 30-in o.c. minimum 2 anchors per mudsill (lb). 604 Allowable MA6 Mudsill Anchor Load (lb) 680 Remaining Shear Wall Foundation Anchors Maximum applied shear per Table I (lb). 5,070 Maximum anchor bolt Load @ 72-in o.c. minimum 2 anchors per mudsill lb). 524 Allowable anchor bolt load for 1/2-in dia. A307 bolts with 7-in. embedment (lb). 912 Maximum MA6 Mudsill Anchor Load 60-in o.c. (lb) 445 Allowable MA6 Mudsill Anchor Load (lb) 680 Shear Wall Hold-Down Specifications No hold-downs are required since 6/10 of restoring dead loads exceeds uplift due to shear. See Table I for hold-down requirements. Shear Wall Sheathing Specifications GWB on Interior Center Front Shear Wall Segments Maximum resistive unit shear load per Table I (lb/ft). 178 Apply 1/2-in. GWB drywall panels to both sides of Hem-Fir framing members with No. 6 Type S or W drywall screws 1-1/4-in long @ 4-in o.c. on all edges and in the field and all edges blocked. Basic allowable shear = (2)(300) = 600-lb/ft (seismic controls) per NDS 279 Table 4.3A for framing @ 16-in o.c. per Note b. Adjustment Factor (AF) for ASD is = 0.50 and AF for Hem-Fir framing = 0.93. Allowable shear = (0.50)(0.93)(600) = 279-lb/ft. Sheath pony walls below interior shear walls with 7/16-in OSB panels. Fasten panels to Hem-Fir framing with 8d nails @ 6-in on all edges and 12-in. in the field. Allowable load 260 with adjustments for ASD and Hem-Fir = 260-lb/ft. GWB on Interior Shear Wall Between Garage & Kitchen/Nook Maximum resistive unit shear load per Table I Ib/ft . 74 Apply 1/2-in. GWB drywall panels to both sides of Hem-Fir framing members with No. 6 Type S or W drywall screws 1-1/4-in long @ 4-in o.c. on all edges and in the field and all edges blocked. Basic allowable shear = (2)(300) = 600-lb/ft (seismic controls) per NDS 279 Table 4.3A for framing @ 16-in o.c. per Note b. Adjustment Factor (AF) for ASD is = 0.50 and AF for Hem-Fir framing = 0.93. Allowable shear = (0.50)(0.93)(600) = 279-lb/ft. OSB on Center Front-to-Rear Shear Wall Segment Maximum resistive unit shear load per Table I Ib/ft . 317 Apply 7/16-in. OSB wood structural panels to 3-in nominal Hem-Fir framing members with 8d nails @ 4-in o.c., 12-in. in the field, and all edges blocked. Basic allowable shear = 860-lb/ft (seismic controls front-to-rear forces) per NDS Table 4.3A for framing 400 @ 16-in o.c. per Note b. Adjustment Factor (AF) for ASD is = 0.50 and AF for Hem-Fir framing = 0.93. Allowable shear (lb/ft) _ (0.50)(0.93)(860) = 400-lb/ft. Revised 02/20/05 Lateral Specs HiLine Plan 2320 Wind, Seismic & Specs 110 mph & D2.xls 2/22/2005 Reep Engineering Consulting, Inc. Page A-3 Table D. Specification of Structural Components and Fasteners (3 sheets)'. Remaining Shear Wall Segments Maximum resistive unit shear load per Table I Ib/ft . 178 Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. all edges blocked. Basic allowable shear = 560-lb/ft (seismic controls side-to- side forces) per NDS Table 4.3A for framing @ 16-in o.c. per Note b. Adjustr rent Factor 260 I(AF) for ASD is = 0.50 and AF for Hem-Fir framing = 0.93. Allowable shear (lb/ft) _ (0.50)(0.93)(560) = 260-lb/ft. Drag Struts Specifications for Shear Walls Center Front-to-Rear Shear Wall Segment Drag Struts Maximum load on drag struts per table I (lb/ft). 317 For first 10-ft, drag on trusses perpendicular to the wall. Fasten truss tails to top plates with 2-10 toenails and a Simpson H1 Drag on Wall Top Seismic & Hurricane Ties fastened to trusses with 8d nails and Plates and Truss Ties to top plates per manufactures instruction. (see sheet 33, Roof 385 Framing Plan). Allowable load for 2-10d toenails = (2)(12/16)(118) = 177-lb/ft. Allowable load for H1 Ties = 415-lb for Hem-Fir. Total allowable load = 177 + 415/2 = 385-lb/ft. For last 6-ft, drag on truss bottom chord. Fasten 2X framing to Drag Wall Top Plates truss bottom chord and wall top plate with 2-10d nails @ 16-in and Truss Bottom o.c. Allowable load =(2)(142) = 284-lb/ft. Allowable load for 2- 402 Chord 10d toenails into truss tail and top plates - (1/2)(2)(118) = 118- Ib/ft. Total allowable load = 284 + 118 = 402-lb/ft. Drag Strut Specifications for Shear Walls Below Gable Trusses Drag on Gable Truss Maximum load on drag struts per table I (lb/ft). 74 Bottom Chord and Wall Fasten gable-end truss to double top plates with 2-10d toenails Top Plates @ 16-in o.c. Allowable load for toenails = (2)(12/16)(118) = 177 _ 177-lb/ft. Drag Strut Specifications for Shear Walls Below Roof Eaves Maximum load on drag struts per table I (lb/ft). 119 Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5 or H1 Seismic & Hurricane Ties fastened to Drag on Top Plates and trusses with 8d nails and to top plates per manufactures Truss Ties instruction. (see sheet S3, Roof Framing Plan). Allowable load 307 for 2-10d toenails = (2)(12/16)(118) = 177-lb/ft. Allowable load for H2.5 Ties = 130-lb for Hem-Fir. Total allowable load = 177 + 130 = 307-lb/ft (H2.5 ties control). Revised 02/20/05 Lateral Specs HiLine Plan 2320 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005 Reep Engineering Consulting, Inc. Page A-3 Table D. Specification of Structural Components and Fasteners (3 sheets)'. Roof Diaphragm Framing Specifications Structural Component Description Required Allowable 7/16-in unblocked wood structural panels per IBC Case 1 . Fasten with 8-d nails @ 6-in o.c. on all edges and 12-in o.c. in the field. Allowable unit Roof Framing Panels shear (seismic loads control front-to-back per Table 153-lb/ft 260-lb/ft (with 8-d Nails) H) = 560-lb/ft per NUS Table 4.2B for unblocked panel diaphragms. Adjustment Factor (AF) for ASD = 0.5. Adjusted allowable unit shear = _ (0.50)(560) = 260-lb/ft. Truss Blocking 2X4 vent blocking in each trussbay. N/A Fasten roof diaphragm boundaries with 8d nails @ Boundary Nailing 6-in o.c. N/A Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5 or H1 Seismic & Hurricane Ties fastened to trusses with 8d nails and to top plates per manufactures instruction. (see sheet S3, Truss Connections Roof Framing Plan). Allowable load for 2-10d 422-lb 614-lb (Parallel to Truss) toenails = (2)(12/16)(118) = 177-lb per truss tail. Allowable load for H2.5 Ties = 130-lb per truss tail for Hem-Fir. Total allowable load per truss = 2(177 + 130) = 614-lb per truss (H2.5 ties control). Fasten truss tails with 10d toenails and Simpson Truss Connections H2.5/H1 Seismic & Hurricane Ties per above 422-lb 614-lb (Perpendicular to Truss) specifications. Allowable load = 614-lb per truss (H2.5 Ties control). Note 1: Allowable loads, adjustments, and calculations are provided in Table C, General Design Criteria. Roof diaphragm loads are calculated in Table J, Roof Diaphragm Calculations. Revised 02/20/05 Lateral Specs HiLine Plan 2320 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005 Reep Engineering Consulting, Inc. Page A-4 Table E. Wind Shear Loads. Wind Zone Zone Zone Zone Moment Zone Pressure Width Ht./Depth Area Force Arm Moment (pso (ft) (ft) (sf) (lb) (ft) (ft-lb) Horizontal (Transverse) Wind Loads Front-to-Back Wall Zone A 24.1 7.2 8.0 57.6 1,388 4.0 5,553 Front-to-Back Wall Zone C 17.4 44.8 8.0 358.4 6,236 4.0 24,945 Front-to-Back Roof Zone B 3.9 7.2 9.0 64.8 253 12.5 3,159 Front-to-Back Roof Zone D 4.0 44.8 9.0 403.2 1,613 12.5 20,160 Transverse Base Shear/Momentl 9,490 1 53,816 Wind Shear Transferred to Roof Diaphragm 1 5,678 Vertical (Transverse) Wind Loads Front-to-Back Wall Zone E -10.7 7.2 25.0 180.0 -1,926 27.0 -52,002 Front-to-Back Wall Zone F -14.6 7.2 25.0 180.0 -2,628 9.0 -23,652 Front-to-Back Wall Zone G -7.7 44.8 25.0 1,120.0 -8,624 27.0 -232,848 Front-to-Back Wall Zone H -11.7 44.8 25.0 1,120.0 -13,104 9.0 -117,936 Roof Overhang Zone E -19.9 7.21 2.0 14.4 -287 37.0 -10,603 Roof Overhang Zone F -17.0 7.2 2.0 14.4 -245 -1.0 245 Roof Overhang Zone G -7.7 44.8 2.0 89.6 -690 37.0 -25,527 Roof Overhang Zone H -11.7 44.8 2.0 89.6 -1,048 -1.0 1,048 Total Uplift on House -28,552 -461,275 Horizontal (Longitudinal) Wind Loads Side-to-Side Wall Zone A 24.11 7.21 10.01 72.0 1,735 Side-to-Side Wall Zone C 17.41 44.81 14.01 627.2 10,913 Longitudinal Base Shear 12,648 Wind Shear Transferred to Roof Diaphragm 8,432 Vertical (Longitudinal)Wind Loads Side-to-Side Wall Zone E -10.7 7.2 26.0 187.2 -2,003 Side-to-Side Wall Zone F -14.6 7.2 26.0 187.2 -2,733 Side-to-Side Wall Zone G -7.7 44.8 26.0 1,164.8 -8,969 Side-to-Side Wall Zone H -11.7 44.8 26.0 1,164.8 -13,628 Roof Overhang Zone E -19.9 7.2 1.0 7.2 -143 Roof Overhang Zone F -17.0 7.2 1.0 7.2 -122 Roof Overhang Zone G -7.7 44.8 1.0 44.8 -345 Roof Overhang Zone H -11.7 44.8 1.0 44.8 -524 -28,468 Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE Standard 7-02. Revised 02/20/05 Wind Loads HiLine Plan 2320 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005 Reep Engineering Consulting, Inc. Page A-5 Table F. Minimum Wind Shear Loads. Wind Zone Zone Zone Zone Moment Moment Zone Pressure Width Ht./Depth Area Force Arm (psf) (ft) (ft) (sf) (lb) (ft) (ft-lb) Horizontal (Transverse) Wind Loads Front-to-Back Wall Zone A 10.0 7.2 8.0 57.6 576 4.0 2,304 Front-to-Back Wall Zone C 10.0 44.8 8.0 358.4 3,584 4.0 14,336 Front-to-Back Roof Zone B 10.0 7.2 9.0 64.8 648 12.5 8,100 Front-to-Back Roof Zone D 10.0 44.8 9.0 403.2 4,032 12.5 50,400 Transverse Base Shear/Moment 8,840 75,140 Wind Shear Transferred to Roof Diaphragm 1 6,760 Vertical (Transverse) Wind Loads Front-to-Back Wall Zone E 0.0 7.2 25.0 180.0 0 27.0 0 Front-to-Back Wall Zone F 0.0 7.2 25.0 180.0 0 9.0 0 Front-to-Back Wall Zone G 0.0 44.8 25.0 1,120.0 0 27.0 0 Front-to-Back Wall Zone H 0.0 44.8 25.0 1,120.0 0 9.0 0 Roof Overhang Zone E 0.0 7.2 2.0 14.4 0 37.0 0 Roof Overhang Zone F 0.0 7.2 2.0 14.4 0 -1.0 0 Roof Overhang Zone G 0.0 44.8 2.0 89.6 0 37.0 0 Roof Overhang Zone H 0.0 44.8 2.0 89.6 0 -1.0 0 Total Uplift on Housel 01 1 0 Horizontal (Longitudinal) Wind Loads Side-to-Side Wall Zone A 1 10.01 7.21 10.01 72.0 720 Side-to-Side Wall Zone C 1 10.01 44.81 14.01 627.2 6,272 Longitudinal Base Shear 6,992 Wind Shear Transferred to Roof Diaphragm 4,661 Vertical (Longitudinal) Wind Loads Side-to-Side Wall Zone E 0.0 7.2 26.0 187.2 0 Side-to-Side Wall Zone F 0.0 7.2 26.0 187.2 0 Side-to-Side Wall Zone G 0.0 44.8 26.0 1,164.8 0 Side-to-Side Wall Zone H 0.0 44.8 26.0 1,164.8 0 Roof Overhang Zone E 0.0 7.2 1.0 7.2 0 Roof Overhang Zone F 0.0 7.2 1.0 7.2 0 Roof Overhang Zone G 0.0 44.8 1.0 44.8 0 Roof Overhang Zone H 0.01 44.8 1.0 44.8 0 0 Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE Standard 7-02. Revised 02/20/05 Min. Wind Loads HiLine Plan 2320 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005 Reep Engineering Consulting, Inc. Page A-6 Table G. Seismic Shear Loads. Load Height/ Length Area Weight Shear Building Component (psfl Width (ft) (sf) (Ib) Load (ft) (lb) Main Roof Diaphragm {Dead Load) 15.0 2,320 34,800 5,263 Main Roof Gables (Dead Load) 10.0 9.0 36.0 324 3,240 490 Main Level Exterior Walls 15.0 2,320 34,800 5,263 Main Level Partitions 10.0 2,320 23,200 3,509 Total Main Level Weight/Shear Load 1 96,0401 10,139 Roof Diaphragm Tributary Dead Load T 1 67,040 Revised 02/20/05 Seismic Loads HiLine Plan 2320 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005 Reep Engineering Consulting, Inc. Page A-7 Table H. Controling Shear Loads. Main Floor Level Second Floor Level Front-to-Back Side-to-Side Front-to-Back Side-to-Side Wind Load Ib 5,678 8,432 N/A N/A Minimum Wind Load (1'7 6,760 4,661 N/A N/A Seismic Load Ib 10,139 10,139 N/A N/A Note: Shaded cells indicate controling shear loads. Revised 02/20/05 Controling Loads HiLine Plan 2320 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005 Reep Engineering Consulting, Inc. Page A-8 Table I. Shear Wall Loads. Transverse Loads (Seismic Controls) Floor Level Main Floor Level Second Level Left Center Wall Identification F_R Right Applied Shear (lb) 2,925 5,070 2,145 (Wall Length ft 50.0 16.0 36.0 Applied Unit Shear Ib/ft 58 317 36 (Shear Wall Length ft 42.0 16.0 29.0 Resistive Unit Shear (lb/ft) 70 317 74 Unit Drag Load (lb/ft) 11 0 38 Unit Wall DL (lb/ft) 140 345 180 Max. Hold-Down 3-ft SW (lb) 179 1,603 106 Max. Hold-Down 4-ft SW (lb) -115 879 -272 Max. Hold-Down > 6-ft SW (I -955 -1,191 -1 ,352 Note: No hold-downs are required on Left, Center Right and Right walls. Longitudinal Loads (Seismic Controls) Floor Level Main Floor Level Second Level Wall Identification Front Center Rear Applied Shear (lb) 1,560 5,070 3,510 Wall Length ft 30.0 52.0 52.0 Applied Unit Shear Ib/ft 52 97 67 Shear Wall Length ft 20.0 28.5 29.5 Resistive Unit Shear Ib/ft) 78 178 119 Unit Drag Load Ib/ft) 26 80 51 _Unit Wall DL Ib/ft 375 375 375 Max. Hold-Down 3-ft SW (lb) -389 411 -61 Max. Hold-Down 4-ft SW Ib -1,176 -377 -848 Max. Hold-Down > 6-ft SW (I -3,426 -2,627 -3,098 Note: No hold-downs are required on Left, Center Right and Right walls. Revised 02/20/05 Shear Wall Loads HiLine Plan 2320 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005 Reep Engineering Consulting, Inc. Page A-9 Table J. Roof Diaphragm Load Calculations. Description Reference Equation/Comment Value Roof/Floor Diaphragms Load Calculations IDiaphragm Shear/Weight IBC Sect. 1620.4.3 F /W = 0.21ES S = 0.234 Diaphragm Weight (lb) Report Table G W = woARoor = 67,040 rStrength Level Diaphragm Shear (lb) IBC Sect, 1620.4.3 FP = 0.21ESosWP 15,691 Service Level Seismic Diaphragm Shear (Ib) ASCE Sect. 2.4 Q = 0.7E = 0.70E = 10,984 Max. Service Level Shear From Table H (lb/f Report Table H Q = Seismic 10.139 Diaphragm Span (ft) Design Drawings b = 36 Service Level Diaphragm Unit Shear (Ib/ft) Calculation vr = 1/2Q/b = 153 Roof Diaphragm Deflection Calculation Modulus of Elasticity-Diaphragm Chord (psi) NDS No. 2 DF-L 1 ,600,000 Area of Diaphragm Chords (in Design Drawings Achord = 2(1 .5)(5.5) = 16.5 Moment of Intertia of Dia hra m Chords in4 Calculation I = 2Achord(b/2) = 1,539,648 Diaphragm Length (in) Design Drawings L = 12*52 = 624 Diaphragm Deflection (in) Calculation y = 5vrL 4/384E1 0.12 Exterior Wall Height (in) Design Drawings h wa„ = 12*8 = 96 Allowable Diaphragm Deflection (in) IBC Table 1617.3.1 yA„.w. = 0.025hWa„ 2.40 Roof Diaphragm Chord Stress Calculations Diaphragm Moment (ft-lb) Calculation M = vrL /8 = 51,564 Diaphragm Chord Force (lb) Calculation C = T = M/b = 1 ,432 Axial Chord Stess (psi) Calculation F = P/A = 87 Allowable Parallel Compressive Stress (psi) NDS Table 4A No. 2 Hem-Fir 1,300 Allowable Parallel Tensile Stress (psi) INDS Table 4A No.—2 Hem-Fir 525 Revised 02/20/05 Roof Calculations HiLine Plan 2320 Wind, Seismic & Specs 110 mph & D2.xls 2/20/2005 74'-0" 22'-0" 5'_9" 2�'-92 18'-52 Z77A' 0 25'-3606 0 5G 2I SH 505 FIX 2650 SHrl GNK. 2CI9MIN. - --- ��� �r I GREAT RJOM MASTWITH WEATHER STRIP 28' \ NO()G VAULTEDSUITE - Q ,n VAULTi:D — / VAULTED H 20 I� 42 1/4" HT. O tt Z WALL 26�., NOTE: SOLID BLOCK -- — / ' ALL THREE SIDES OF 0 J 5'-3 5'-$ „ THE SOAKING TU6 AT r---- - X 21" O.C. N I 4 _52 3'--l" 4'_01 I0'..102 Dopy"9nc isss wNe Hotiies RANGE 4 W/ - PLC RECEIVED o SURFAr�CE WARM WALL -- ( �ji �c0 ACC AS 2aNW/ 5,13 TYPE"X GWBCONTTTT#INUE TO ROOF yV �, j B SOAK. z Z ��� 2 4 10Q5 x = I TUB = z o o —icy 7_ VAULT LINE RA ATH �t `i' 3'-2' =-` Q u ' o -� ' T KITCHI N � - W Q 426 W: CEDAR ST. - V.AULI_D -' �_` UTIL•'DRY � ��r 2a �+ 2� _ = 6 :tREF. 20, �) _cv —Ln 2�_32�� WASP �' w` °� Q Z v 40�4 HS O U I I1'-0 0 4'-52 2 r 6'-II.. rNW' 5 i 6'-�4 1 0 W �w w M v m O oLn 0 - ' �„ 4'-10" i 5' 0 u �. I - 5' i �j c� - IDINING - � = � �n GL.q� /(� 2'-3 � MEDIA R`'1 / GENLrF. . , FPr�MING NOTES o `r � �I �\ I (OPTIONAL �; cv ;u� _ _ ` h I I. _ �4 -1�- DES VAULTEI � i 1. SUB-CONTRACTOR SHALL FOLLOW ALL 51"ATE/LOCAL CODESLo 6'-l" 16'-2" 2. DO NOT SCALE DRAWINGS. PLEASE NOTIFY BUILDER OF ANY v I 3° ( 26 SUSPECTED ERRORS OR OMMI5SIONS PLOP TO PROCEEDING 24 -N WITH CONSTRUCTION, 5050 HS (2) 1p50 FIX 3. OWNER SHALL VERIFY ALL DIMENSIONS AND FIELD 6 _6 I S.G. —TF&5� 24 I _;6 o CONDITIONS PRIOR TO COMENCING CONSTRUCTTON. COYER_ED �5 i I yry 4. DESIGN IS BASED ON 1500 p.s.f. SOIL PRESSURE. 5° \�2s 5'-32 j 5'-9° I 0 z 5. SUB-CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY @� 4'- 12" 5'-52" 4'-II" OI BDRM" 2 �, 0 PRECAUTIONS PERTAINING TO THE METHODS, TECHNIQUES, I J SEQUENCES AND PROCEDURES USED DURING WORK. \0 i 9'-3" BDRM. 3 _ u- 6. PROVIDE FIREBLOCKING AT ALL PLUMBING, ELECTRICAL, AND /2i'-0" (OPTIONA DN AS) 6, ELECTRICAL PENETRATIONS. 4x4 DECOR.P05T - NON-STRUCTURAL 7. NO CHANGES SHALL BE MADE WITHOUT THE CONSENT OF THE _ GENERAL CONTRACTOR AND BUILDING DEPARTMENT. 111� 7 5010 H 8. WHERE REQUIRED, USE 3000 P.S.I. CONCRETE FOR FOUNDATION 5G�0 HS WALLS PORCHES GARAGE SLABS, STEPS ALND ALL OTHER AREAS 1'_0,, 8'_0 HILINE HOMES EXPO5E D TO WH�ATHER PER I.R.C. TABLE`R402.2. MINIMUM 11308 62ND AVENUE COMPREHENSIVE STRENGTH IS AT 28 DAYS. 14'-0" 16'-0" PUYALLUP WA,98373 (253)840-1849 x.129 9, WATER HEATER IS TO BE INSTALLED PER,MANUFACTURER SPECIFICATIONS AND I.R.C. REQUIREMENTS. STRAP AT BOTH THE UPPER AND LOWER THIRD O THE TANK PER I.R.C.CHAPTER 12 PLAN: 2320R SECTION M1307. WHEN INSTALLED IN A GARAGE, WATER HEATER DATE: 04/15/05 MUST BE A MIN. 18" ABOVE THE SLAB. 4RE,4 SUMMAFPVr — JOB#: 40086 10.GARAGE DOORS MAY BE LOCATED AT ANY REASONABLE EXTERIOR FLOOR AREA 2320 sq.ft. LOCATION WITHOUT REQUIRING ENGINEERING. PORCH 132 sq.ft. 11. GARAGE MANDOOR MAY BE ADDED TO ANY EXTERIOR WALL OF Gr,�.AGE 528 sq. ft. THE GARAGE WITHOUT REQUIRING ENGINEERING. ® = HOSE BIB Al FLOOR PLAN! 1/8" = V-0" RIDGE VENTING VJ � W MFG. PRE-ENGINEERED---, SCISSOR TRUSSES 24" O.C. 1 - COMP. SHINGLES CLA55 'B' MIN. 1% 15# FELT 7/16" APA RATED 24/0 SHTG. 0 O � I 1/2" G.W.B. �_..��- -- 2X VENT BLOCKS copyright 1999 HILINE HOMES R-38INSULATION TYPICAL INTERIOR WALL-----\ TYPICAL EXTERIOR WALL 2-2X4 TOP PLATES 2X6 TOP PLATE OVER Z00 p SIMPSON H-1 2X4 STUDS 16' O.C. % 2X6 PLATE in (OR) H-2.5 2X4 BOTTOM PLATE 2X6 STUDS-16"O.C..BD. EA. SIDE 2X6 BOTTOM PLATE w U< rn10 HURRICANE CLIP 1/2" GYP Z—3 ¢ 00 PATIO OR DECK STRUCTURAL RATED � � N BY OWNER SHEATHING �S J Q AIR BARRIER U-3 Z _ R-21 INSUL. — -- = } U v) p o — 3/4" T&G SUB-FLR. - LLJ APA RATED 48/24 VAPOR BARRIER PAINT -� ch 9-1/2' I' JOIST - LLi U " GLUED& NAILED C i9.2" O.C. OVER SHEET ROCK _ O p t= t U N `— R-30 INSUL. 12"x6" FTG I I BLACK 6 MIL POLY -- �� I VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE •� �--� SECTION A 1/8' = l'-0-0" Z O z � Q U � W U) JOISTS PER PLAN i TOP PLATE-USE 3x6X0.036" STEEL --2x6 PLATE OVER PLATE AT SPLICES VAPOR BARRIER(OR) 113 8 62ND A�ENUE 2X4 KNEE WALL--- TREATED 2x6 PUYALLUP WA,98373 C� 19.2" O.C. -MUDSILL ANCHORS (253)840-1849 x.129 12"x6" CONT. H 5' O.C. (OR) FOOTING 1/2" ANCHOR BOLTS @ 6' #4 CONT. O.C. W/3x3xl/4" WASHER PLAN: 2320R REBAR DATE 04/15/05 JOB#: 40086 r PONY WALL DETAIL A2 SCALE: 1/2"=V-0" w tom-: k SITE ADDRESS: ■� - - 0 r XXX NALBERC RD. SNELTON, WA 98584 II ECOR.P05T �I copyright 1999 HILWE HOMES NONDSTRUC UPALJ/ PfRO `�T ELEVATION NOTE: 1/8" = V-0" ADDRESS MUST BE LOCATED ON THE HOUSE WHERE IT IS EASILY z SEEN FROM THE MAIN ACCESS ROAD 00 (OWNER RESPONSIBILITY) Q W 10 2X6 BARGE BD. LASS 'IS" MIN. z('�� -0 ' Qrn FIBERGLASS COMP. SHINGLES a Q 00 W/ 1X2 TRIM C —� 2 06 J z 3 m -- --- - +, u.i w O Ln oj -- DODO DODO ' --- DODO Z LEFT ELEVATION RISHT ELEVATION z 1/8" = V-0" 1/8" = V-0" Q Q J RIDGE VENTING-� W - —J W , , -I- HILINE HOMES 11308 62ND AVENUE 1x6 CORNER TRIM PUYALLUP WA,98373 W/ 1x2 SHADOW BD. (253)840-1849 x.129 CEMENT LAP SIDING — -- -- — -- PLAN: 2320R FINISHED GRADE BY OWNER S.G. ■ ■ 5.G. -- DATE: 04/15/05 SHALL SLOPE AWAY FROM --- _ -- — JOB#: 40086 BUILDING 6" IN 10'-0" MIN. ----- - —_-- -- i W/ 1x2 WINDOW T I J REAR E L E Y AT I ON A3 - -2x STUDS @ 16" O.C. x6 P.T.MUDSILL FLOOR SYSTEM: --- MANUF.TRUSSES @ 24"O.C. 47-- 3/4" MIN.T&G 5UBFLOOR GLUED \ AND NAILED TO JOIST w/8d @ /' HOLES &2x VENT INSECTS SCREELOCKING W/ NS �� ��/ 6" O.C.EDGE& 12" O.C.FIELD W GRADE I FLOOR JOISTS PER PLAN @ 10 SLOPE 6" 19.2" O.C.HUNG W/SIMPSON - HEADER IN 10'-0" %t! g TOP FLANGE JOIST HANGERS __ BATT INSULATION PER PLAN x INSULATION-- 'HINDi EBAR REQUIREMENTS:—.- _ I. SIMPSON MUDSILL ANCHOR SIMPSON H1 OR 2.5 -� ` CONT. B I '= �� O 1)#4 HORIZ. BAR LZ, SPACING PER MANUF. SPEC. WITHIN HURICANE CLIP "T' WALLS. ITHIN 12" OF TOP OF �- I z / ' ' _ I. �+ 12" OF CORNERS AND MUDSILL SPLICES. 2 2X6 PLATES 2X4 STUD — ! TEMWALL. N I I, ( ) / I 16't TRUSS TAILS T 1)#4 VERTICAL REBAR r. I I L-1 1 • - (OR)�'ANCHOR BOLT W/3"x3"x1/4" / (INTERIOR WALL) 1 48" O.C.MIN.14" ! 00 WASHER.EMBED.7" INSULATIONS , ENETRATION W/HOOK. (DO NOT COUNTERSINK.)9- 4. /� HEADER DETAIL 2X6 DRYWALL ! copyright 1999 HILINE HOMES i" I_-.!'_ �_. BACKER ���=iil i —II' " PERF. DRAIN PIPE 6 �—6 MIL BLACK POLY GROUND NTS COVER.OVERLAP SEAMS 12" 2X6 STUDS AND CLEAN DRAIN ROCK 12 16"O.C. Z P. @PERIMETER / Z -0" EXTERIOR WALLS ZQ w 00 BY OWNER WHERE REQ'D.) NOTE: REBAR IS TO BE INSTALLED MIN. CD Y 00 LIJ1)#4 CONT.REBAR IN A WAY THAT IT IS NOT WET SET. NTERIOR WALL DETAIL 0 Z J Q 00 N FOOTING DETAIL Ot _ Z 3 m PICAL SCALE: 1/2'=1'-0' Z Cr FOUNDATION DE L °� ��Z CC��-6" } OL ° 0 STEMWALL SCALE: 1/2"=1'-0" Lu H M O.S.B. WALL SHEATHING � LLi w O Z ATTACH PER S/V�DETAIL O 2 H � u1 cu 16d NAILS @ 24"O.C. MAX.LOAD U N 1,500# 2x STUDS @ 16" O.C. qE " FRAMING DETAIL MIN. JOIST PER NAIL ROOF SHEATHING W1�\ BLOCKING AT BEARING LAP 8d COMMON NAILS @ 6" (E5 WHERE REQUIRED ' PLAN MAX.LOAD U) O.C.EDGE AND 12"O.C. N I S t 2,500# J FIELD .I MANUF.TRUSSES @ 24"O.C. % `r x8" NAIL BLOCK TO W TRUSS CHORDS \ BEAM PER PLAN�� Q BLOCKING W/VENT J. TO PLANE W/OUTSIDE POST PER PLAN —�` —POSITI��✓ 1'-4 EDGE OF SHEATHING MAX.LOAD SHEATHING T 'r."' 6,000# TOP PLATE HILINE HOMES 11308 62NO AVENUE CONC. - PUYALLUP WA,98373 M (2)2x6 TOP PLATES PIER PAD W o x12" (253)840-1849 x.129 058 —_ —_—_— _—_ `" NAIL W/8d COMMON NAILS MAX.LOAD 1,500# 2,500# 6,000# PLAN: 2320R @6"O.C.EDGE AND 12"O.C. 2x STUD DATE: 04/15/05 FIELD OR T(THICKNESS) 6" 8" 12" JOB#: 40086 STAPLE W/16 GA.ib'CROWN W(WIDTH) 12" 16" 24" 2 -0 la' LONG STAPLES @ 4"O.C. EDGE AND 6" O.C. FIELD ' A4 4 SHEATHING DETAIL CONCRETE PIER DETAIL SCALE: 3/4"=l'-0" 6 W3630 CW2430L CW2430R W3630 W3015 W3930 W3612 w NNN MAX. Iz REFER FREE STANDING HEIGHT EATING BAR copyright 1999 HILINE HOMES 30" RANGE OF, SINK 701 \Xx PEPR335 WASHER XQ �^'j w .0 a LLj `l 2411 06 JZ \ W UH0 0 ui B24R CAR36L CAR36R DB24 B39 SB36 B33 0 � KITCHEN 2 KITCHEN 3 KITCHEN � " KITCHEN w z SINK SINK SINK SINK z Q 0 0 0 0 CO HILINE HOMES VSB24 VDB18 V5B24 V5627 VDB15 VSB27 PUYALLUP WA,98373 (253)840-1849 x.129 4 MASTER BATH (EB A TH PLAN: 2320R DATE: 04/15/05 JOB#: 40086 NOTE: FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATING OR PURCHASING CABINETS. A5 CA51NET ELEVATION NTS 2x6 MUDSILL 13'-11" -SIMPSON MA6 22'-0„ 14 r n �a z" ANCHOR BOLT W/ vJ 3x3x4 WASHER. MIN. STOOP SY TOP FLANGE JOIST STOOP SY _ a . 7" IMBEDMENT OWNER HANGER-TYPICAL OWNER 1 2x8MUDSILL— , - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - 6„ I - - - : - - - - - - - ANCHOR � r.. 9 ' v J Isis NTS Ell I a„ = 9R O. IN i I ( I cnly 0= O 0 - 4 CONC. SLAB ON COMPACTED--' I I I I I I I I i I I FILL. SLOPE SLAB DN. 2" _ I TYPICAL ANCHOR `� z I I TO DOOR. I I 4I I I I I V X 6" CONT.r rOOTIN' G W/ 2X_iv I 4l I 2 PiONYW LLI 2 PO Y ALL OVER PONYWALL� NTS I I w 111 L_ J —I—�—I— 11 f 2x6 _ -t Q I I I I I �� � � � � � J copyright 1999 HILINE HOMES SIMPSO� I cv `-9=`� 4 MA6 OR z 3 I DRAB ON ANCHOR BOLT °. - O ( FLOOR JjOIST l I I. I I I I I I f I l W/ WASHER I I I I 2! � I I I _ 3 Z A ' ( 6 MIL VISQUEEN VAPOR " I -� CONCRETE 'fl I I I I I I �-URRIER GHROU6HOUT 4 ( Q o�0 0 FOOTING I I I I I RAWL.SPACE.,LA SPLI S I ( = Lu z Q °` 10 Cip INTER. FOOTING I I I I r' Iw. f 8" z " A L PAE o 3 I I I CCE5�5 W/ INS LATED J Z NTS L - - - - - - - - - - - - -, - - -1- I - - _ C�HT�FITTIt�J10T. 'J � C�� Z� — — topo TRIMMER JOISTS@ —CONTINUQUS L - - - - - - - - - - - - -� — - - { I li ~ ~ - - - - - - - - - � - LLI UH ~ 1° 19.2" O.C. 2 x 4 PLAT I I T I I I I ( I I I = LL; w PONYWAL,7 - III I I I I I I I I I I I I I I I I I I I I - _ _ 0 \ „ I 9-1 2" "I" O ST - 9.2'O. i `n N HEADER Z E. 22 -m I �! I I 0 MIN. :•'*.: \� ��, °F AAsg�NC (n r.� o V 4 CRAWL ACCESS MUDSILL TO BE ----- STOOP�� F FLUSH WITH NTS a 1 436 INSIDE FACE OF '4 OWNER I I I 12 T P.i -� O Q �� ��'CISTER� �`�� FOUNDATION WALL Z2'-0" 2 S2 12I' FSS�ONAL \ FOUNDATION & FRAMING NOTES 1. ALL �OOTINGS SHALL BEAR ON 5FF FIRM SOIL MI=EYING I Tl�P. I~ THERE QUIREMENTS OF DEFAULT SI7`E CLASS "0" PER I.B.C., L EXPIRES O1 24 2006 SECTION 1615.1.1. DESIGN ISBASED ON 1500 p.s.f. SOIL. F�—jA(yCHqR BOLTS f0 Z 2X4 TOP PLATE 2. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE 2x AIR J - I BE SPACED A 3 " O.C. -i�t O HEM-FIR#2 MIN. TREATED WITH AN APPROVED — (O( ) PRESERVATIVE (OR) STANDARD HEM-FIR ON AN IMLRVIOUS m`r I Mgi6 MUD ANCHORS @ � �D ® O - APA RATED 5HT'G R , HEADER -----J� ! � 3/8" MIN. 24/0 EXP 1. MOISTURE BAR IE (LR.C. R319.1) � � � � 30'� 0. .- I W LL -- j — —� I �' J NAIL SHT'G TO HEADER C�-I= 3. PROVIDE APPROPRIATE BLOCKOUTS IN FOOTINGS OR WALLS L l Of — — — — — — — — —� LL FOR PLUMBING& ELECTRICAL STUB-OUTS. 3" O.C. EA. WAY O L HILINE HOMES 2 4. USE 3000�p s.i. CONCRETE WHERE REQUIRED BY THE I.R.C. 16" X 8" SCREENED - ! 11308 62ND AVENUE (2) 2X STUDS, NAIL SHT'G - 1 (2) X PLATES,NAIL SHT'G TABLE 402.2. FOUND. VENT(TYP) TO EA. STUD. ` TO EA.PLATE „ `C'� „ (253)840-84998.129 5. FOUNDATION VENTS ARE TO BE INSTALLED AT 1/ 300 SQ. FT. 13 -II 16 -m / - (2) 1/2" DIA. ANCHOR PER I.R.C., SECT. R408.2 AND WVAC CODE. 29 -II 11 8d NAILS @ 3" O.C. 0 LL'- BOLTS W/7" EMBED. (MIN)6. 2x8 MUDSILL TO BE INSTALLED FLUSH WITH THE INSIDE PLAN: 2320R PLATES, HEAD R S. : \� , W/3x3x1/4" WASHER FACE OF FOUNDATION WALL TO ACCEPT JOIST HANGERS. DATE 04/15/05 LEGEN 7. 8" FOUNDATION WALLS SHALL BE ANCHORED WITH z" ANCHOR D �p JOB#: 40086 I BOLTS WITH 3"x3"x4" WASHER @ 6 FT. O.C. WITH A 7" MIN. - 'SIMPS 5THD8 MINIMUM SIMP50N STHD8 IMBEDMENT DEPTH. A MIN. OF (2) ANCHOR BOLTS PER PLATE. HOL 7VN ATTACHMENT-5EE ATTACH PER MANUF. MAX. 12" FROM PLATE ENDS. USE 114 FT. MUD5ILLS AND PLACE D IL 5 ON SHEET 51. SPECIFICATIONS ANCHORS ACCORDINGLY. A MIN. ALTER. BRACE PANEL 8 M FOUNDATION WALLS SHALL BE ANCHORED WITH "SIMPS E. ``J MAX.ANCHORS PLA ETENOS USE 14 FT. MUD5ILLL5 AND PLATE. L CE OI.FI V�f-iT I OI V/ FLOOR ,�-�e IN I LAI�1 5 SIMP50N SbHD8 NTS ANCHORS ACCORDINGLY. PRESCRIPTIVE ENGINEERED A 1 1xw -- - - -- -- NAILS TOP PLATES TOGETHER W/(2) lOd NAILS @ 16" O.C. ON ALL 5HEARWALLS U.N.O. _ -1�--- NOOK GREAT ROOM MASTER A SUITE L NAIL W/8d COMMON NAILS I m m o @6" O.C. EDGE AND 12" O.C. I �•I .� ! I FIELD OR \ 5 6 I I STAPLE W/16 GA. 16 CROWN `�•) GARAGE I � I KITCHEN 1" LONG STAPLES @ 4" O.C.EDGE AND 12" O.C. FIELD copyright 1999 HILINE HOMES I I (NOT SHOWN) 2x STUDS -- I I I °v3 BATH @ 16" O.C. I I Z a (2) 10d NAILS --` -� z 00 EA. STUD BAY ( '�-- I I UTI ItY Q )i M' c BOTTOM PLATE �•I'T 1 1 ` W Z J Q 00 MUDSILL J Z m STEMWALL N RF TYP. EXTERIOR 5/W �� MEDIA / DEN U� Z of Asgl� 0. . MLYWMON NAILSD ONLY LLIJ U H SHEARWALL NAILIN �� ��0 6" O.C. EDGE AND DINING RM. 1=0�' �w w �. 1 TYPICAL EXTERIOR S/W N S 12" O.C. FIELD OR O o 16 GA. STAPLES 7/16" N -3/4" LONG 'ti I U TRUSS BOTTOM CHORD - a �. 1 436 4 O.CFI D pE AND — 82 ��————— \ BLOCKING FOR DRAG5TRUT 0xCISTER� _ SZ NAIL TOP PLATES - SEE DETAIL#1 ON 53 ess/ONAL E'0G\��� COVERED 'a' TOGETHER W/ (2) I fi'ORCN lOd NAILS @ 16" O.C. RES 01 24 2006 _j G.W.B. (BOTH SIDES �I•�— •� CENTER F-B Y OF WALL ��\ — ----� GARAGE OFRACED PANEL SCHEDULE S/W NAIL O.S.B. I @ 4" EDGE Q No.6x1 a' LONG TYPE ��� I 4'-0" EXTERIOR BRACED PANEL W/MIN. 3/8"PLYWOOD I ' AND 12" FIELD z 5 OR W DRYWALL �, Q ON ONE SIDE. 8d NAILS 6"o.c. AT EDGES,12" o.c.AT SCREWS @ 4" O.C. A (•i INTERMEDIATE FRAMING. BD 3 BDRM. 2 �/ Q EDGE AND 4" O.C. / 2'-8" AOb BR D PANEL W/MIN. 3/8" A.P.A.RATED Q FIELD. /�— A PLYWOOD Q NE SIDE.8d NAILS @ 3"o.c.. EDGES 3" w O.C. FIELD. 5IMP50N STHD10 HOLDO"A"NS AT�A. l J 2x STUDS END OF�tN L TO(2) 2X STUDS. PROVIDE(2) 1/2" DIA. @ 16" O.C. _� G.W.B. ANCHOO BOLTS W/7" EMBED MIN. GENERAL FRAMING NOTES f.l 7. NO CHANGES SHALL BE MADE WITHOUT THE CONSENT OF THE 10d NAILS _ GENERAL CONTRACTOR AND BUILDING DE?ARTMENT. 1. SUB-CONTRACTOR SHALL FOLLOW ALL STATE/LOCAL CODES @ 6" O.C. I I i 8. O.S.B. WALL SHEATHING ONLY FOR EXTERIOR 5HEARWALLS 2. DO NOT SCALE DRAWINGS. PLEASE NOTIFY BUILDER OF ANY BOTTOM PLATE \ NAILED PER EXTERIOR SHEARWALL DETAIL. SUSPECTED ERRORS OR OMMISSIONS PIOR TO PROCEEDING HILINE HOMES WITH CONSTRUCTION. 11308 62ND AVENUE 9. INTERIOR 5HEARWALL5 SHALL BE GYPSUM WALL BOARD. SEE PUYALLUP WA,98373 2x6 MUDSILL�� __ •L DETAIL FOR SCREW SPACING. 3. OWNER SHALL VERIFY ALL DIMENSIONS AND FIELD CONDITIONS (253)840-1849 x.129 JOISTS -�_ 10.GARAGE DOORS MAY BE LOCATED AT ANY REASONABLE EXTERIOR PRIOR TO COMENCING CONSTRUCTTON. PONYWALL- �, SOLID BLOCK LOCATION WITHOUT REQUIRING ENGINEERING. 4. DESIGN IS BASED ON 1500 p.s.f. SOIL PRESSURE. PLAN: 2320R SEE 5HEARWALL\ 11. GARAGE MANDOOR MAY BE ADDED TO ANY EXTERIOR WALL OF THE 5. SUB-CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY DATE: 04/15/05 NAILING ABOVE 0.5.6. GARAGE WITHOUT REQUIRING ENGINEERING. PRECAUTIONS PERTAINING TO THE METHODS,TECHNIQUES, JOB#: 40086 • 12.NAIL ALL EXTERIOR TOP PLATES TOGETHER WITH (2) 10d NIALS @ SEQUENCES AND PROCEDURES USED DURING WORK. FOOTING 16" O.C. AND ALL EXTERIOR BOTTOM PLATES WITH ( ) 10d NAILS 6. PROVIDE FIREBLOCKING AT ALL PLUMBING, ELECTRICAL, AND EACH STUD BAY. ELECTRICAL PENETRATIONS. TER. S.W. /DRAGSTRUT 13. THE GARAGE IN THIS PLAN IS PRESCRPELY COMMON GYPSUM WALL BOARD(G.W BI)WALL BE WEEN TDHE GARAGE p LEGEND LTHE AN S2 AND THE HOUSE IS ENGINEEDR D TO ACCEPT LOADS FOR BOTH THE S1W 4 51W I L Ai� � = SHEARWALL L INPARALLEL TO JOIST NT5 HOUSE AND THE GARAGE. IN LIEU OF I.R.C. SECT. R602.10.11 ® = BRACEWALL PANEL EXCEPTION 1 1/8'' = V-0" OO FRAMING F FRAMI NOTES 12" RIPPED ROOF 1. ALL EXTERIOR WALL HEADERS ARE TO BE 6x8 D.F.#2 U.N.O. 5+4EATHING AT GABLE ' SIMPSON H-1 (OR)H-2.5 2. JOISTS AND RAFTERS ARE TO BE H.F.#2 MIN. U.N.O. TRUSS TIE AT EVERY MEMBER I.B.C.CASE 1 ROOF FASTEN TO TRUSSES PER I A SHEATHING LAYOUT 3. TRUSSES SHALL CARRY MANUFACTURER STAMP AND HAVE MANUFACTURER SPECIFICATIONS ENGINEERING DRAWINGS ON SITE FOR INSPECTION. 4. NO TRUSS SHALL BE FIELD MODIFIED WITHOUT PRIOR APPROVAL FROM ENGINEER AND BUILDING DEPARTMENT. i ,I { ( ! 5 5. FRAMING CONNECTIONS SHALL BE SIMPSON STRONG TIE (OR) j II l I I AN APPROVED EQUIVELANT. FLAT 6. PROVIDE ATTIC VENTILATIOt_PER I.R.C.806.2. THE NET FREE I I I 2' ) EILIN( VENTILATED AREA SHALL BE Soo SQ. FT. 50% OF THE REQUIRED S3 II i I ! VENTILATTON AREA SHALL BE A MINIMUM OF 3 FT. ABOVE EAVE M j I IIII ! Tl VENTS. THE BALANCE OF REQUIRED VENTILATION SHALL BE P.E. Mpt�UF. TRUSSES @ �4" C7.C. �� I P, . SC 550R TRUSSES Z4" O.C. i 5CISS R TRUSSES 24"'O.C. PROVIDED AT THE EAVES. I� j i �� i I 7. PROVIDE A MIN. 22"x30" ATTIC ACCESS PANEL WITH TIGHT- j ! O RAG ON I ( copy ght 1999 HILINE HOMES FITTING, SELF- CLOSING DOOR. DOOR SHALL BE BACKED WITH IDLE VENTING INSULATION IF LOCATED ABOVE HEATED SPACE. VERIFY ! j1 T US$ 1 LOCATION ACCESS WITH OWNER. # ! , GL VE I I I I I I LL. ` ! I I 8. ALL ROOF SHEATHING SHALL BE CASE 1,PER I.B.C. NAILED WITH o z o 8d NAILS @ 6" O.C. EDGE AND 12"O.C. FIELD. �,� ! I k I I I If j j w 00 9. TOE-NAIL ALL GABLE END TRUSSES WITH (2)10d NAALS @ 16" ( ('�Y O.C. INTO TOP PLATES. �� «� W Q 0 z o j ID V TI G j �Z � m � JQz� --2x6 BLOCKING I ! I ( } U H O p NAIL W/ lOd NAILS D OP BOTTOM W r> w = �- TRUSS BOTTOM --- J @ 16" O.C. C OR[)@ BDR 5 ( CU 5$EA INS B CK o I I BATH& LA ND�Y FOR A. OF PEA I o N V) CHORD PROVIDE 2X4 LOOKOUTS AT DOUBLE TOP PLATE ---� 4' O.C. AT GABLE ENDS ' f U NAIL W/ (2)10d NAILS I I , PLANYIERS OF IWI H @ 16" O.C. 15 B. ABOVE ANT. O DRAG STRUT DETAIL ;: :> ::::::.>; ::;: : NTS I FL T C ILI G V I PL�AI LP € e �wwiiw O O CN z MF . TR�J55 Tt0 C NT. I 3 ::.:.....:..: 2, G H J i ...........::.::..—::::...........� ..... , . � j � a ENG:GRID R TRU55........................... NAIL TOP PLATES ---� 4X4 RECUR.POST A — '-' W MPSON TRUSS HNGRS. O VE NON-STRUCTURAL L� TOGETHER W/ (2) � I I I — �- : 2— — O 10d NAILS @ 16" O.C. l — G.W.B.(BOTH SIDES OF WALL) No.6x1 a" LONG TYPE 5 OR W �� pF 11dS8�F� HILINE HOMES DRYWALL SCREWS @ 4" O.C. �� �� 'lc EDGE AND 4" O.C. FIELD. G.W.B. I� �� T 11308 62ND AVENUE I PUYALLUP WA,98373 — 2x STUDS — ----� 1•I L� (253)840-1849 x.129 @ 16" O.C. I - LEGEND f ° 1 436 - CUT OUT FOR VENTING. KITCHEN-8"x 8" FOR HOOD VENT, PLAN: 2320R lOd NAILS @ 6' O.C. �x ISCER� ��� FOR HOOD VENT, BATHROOMS-4" X 4",AND UTILIY-6"x 6" DATE: 04/15/05 OFFSET FROM WEB I I I FSS� LNG FOR HOOD WHOLE HOUSE FAN B#: 4 \ ONAL • = GUTTER DOWNSPOUT JO 0086 BOTTOM PLATE �.■.= FULL HEIGHT WALL-ATTACH TO BOTTOM TRUSS CHORD W/(2) EXPIRES 01 24 2006 10d NAILS AT EACH FRAME UP STUD MUDSILL STEMWALL S 3 2 INTER. S.W. /DRAGSTRUT ROOF FIRA„f ING FLAN NTS 1/8" = 1'-0" fL W o wp W W copyright 1999 HILINE HOMES CL I OUTLET v II I t o z Q qp' w 00 II I — - - - I � w �Qa � I VAULT LINE J) Z--1 Q o0 YYY G� O / ( � J Z c+� + I LLJ v L GFJ WP (WHOLE HOUSE FAN —� W/TIMER SWITCH i ELECTRICAL NOTES 1 1. SMOKE DETECTORS SHALL BE 110v. HARD WIRED WITH BATTERY _ BACKUP AND SHALL BE INTERCONNECTED. OWNER SHALL BE RESPONSIBLE FOR SMOKE DETECTORS IF A MONITORED FIRE ' J SYSTEM IS REQUIRED. 2. ELECTRICAL CONTRACTOR SHALL COORDINATE LOCATION OF ` J —� ) U PANEL AND METER WITH CONTRACTOR. 0. z 3. ELECTRICAL CONTRACTOR SHALL PROVIDE HEAT-LOSS Q CALCULATIONS (OR)FOLLOW THE PRESCRIPTIVE PATH REQIREMENTS FOR SIZING HEATHING EQUIPMENT. 4. ELECTRICAL CONTRACTOR SHALL CONFORM TO ALL LOCAL AND / W STATE CODES. 1 J �-- W ELECTRIC SYMBOLS LIGHT SWITCH } SURFACE MNT.LIGHT 110 V.DUPLEX OUTLET 0 RECESSED DOWNLIGHT HILINE HOMES 220 V.OUTLET & EXHAUST FAN.VTO5 PUYALLUP WA,98373 4�-WP WEATHERPROOF OUTLET Q EQUIPMENT CONNECTION (253)840-1849 x.129 :(�tGFj GROUND FAULT INTERRUPTER C SMOKE DETECTOR PLAN: 2320R �o TV OUTLET RD HEATER/FAN COMBO.VTOS DATE: 04/15/05 . RECESSED CAN LIGHTS Q TELEPHONE JOB#: 40086 Mp ZONED ELEC.HEATER " EXACT LOCATION OF SWITHCHES,OUTLETS,LIGHTS,ETC. f� * � E 1 MAY VARY. ELECTRICAL L PLAN . I I` 1/8"=V-0""