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HomeMy WebLinkAboutPermit D13-092 - RONDOS RESIDENCE - LOT C - NEW SINGLE FAMILY RESIDENCE This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D13-092 Rondos Residence – Lot C 12216 45 Ave S DIGITAL RECORDS (DR) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # Code Exemption Brief Explanatory Description Statute/Rule The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals’ social security Personal Information – numbers are redacted to protect those Social Security Numbers 5 U.S.C. sec. individuals’ privacy pursuant to 5 U.S.C. sec. DR1 Generally – 5 U.S.C. sec. 552(a); RCW 552(a), and are also exempt from disclosure under section 42.56.070(1) of the Washington 552(a); RCW 42.56.070(1) State Public Records Act, which exempts under 42.56.070(1) the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information – expiration dates, or bank or other financial RCW 110 DR2 Financial Information – account numbers, which are exempt from 42.56.230(5) disclosure pursuant to RCW 42.56.230(5) RCW 42.56.230(4 5) , except when disclosure is expressly required by or governed by other law. RONDOS RESIDENCE 12216 45 AVE S D13-092 City oilkukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 0179000696 Address: 12216 45 AV S TUKW Project Name: RONDOS RESIDENCE, LOT C Permit Number: D13-092 Issue Date: 08/12/2013 Permit Expires On: 02/08/2014 Owner: Name: RONDOS SAM N Address: 10816 42ND AVE SW , SEATTLE WA 98146 Contact Person: Name: ALEX RONDOS Address: 10816 42 AV SW , SEATTLE WA 98146 Email: PATSPRIVATELINE@MSN.COM Phone: 206 762-1697 Contractor: Name: REALITY HOMES INC Phone: 253 926-6330 Address: 1208 ALEXANDER AV E , FIFE WA 98424 Contractor License No: REALIHI984CN Expiration Date: 02/15/2014 Lender: Name: SELF FUNDED - SAM RONDOS Address: DESCRIPTION OF WORK: CONSTRUCTION OF 1852 SF SFR WITH 489 SF ATTACHED GARAGE AND 141 SF DECK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE INCL. INFILTRATION WITH OVERFLOW TO EXISTING STORM SYSTEM WITHIN 45TH AVE. S., SAN. SIDE SEWER, PERM. 1" WATER METER WITH 1" SERVICE LINE, DRIVEWAY ACCESS, PAVING RESTORATION, PAVEMENT MITIGATION, STREET USE, AND UNDERGROUNDING FOR POWER. TRAFFIC CONCURRENCY. TRANSPORTATION IMPACT FEE. TURNOVER. Value of Construction: $240,985.23 Fees Collected: $31,634.44 Type of Fire Protection: SPRINKELRS/AFA International Residential Code Edition: 2009 Type of Construction: Occupancy per IBC: 22 Electrical Service Provided by: SEATTLE CITY LIGHT ***continued on next page*** or „rod• nn_i Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Flood Control Zone: N Hauling: N Land Altering: Y Landscape Irrigation: N Moving Oversize Load: N Number: 0 Start Time: Volumes: Cut 10 c.y. Start Time: Size (Inches): 0 End Time: Fill 10 c.y. End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non -Profit: N Water Main Extension: N Private: Public: Water Meter: Y Permit Center Authorized Signature: Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: co.( Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. doc: IBC-SF7/10 D13-092 Printed: 08-12-2013 9: There shall be no occupancy of a building • final inspection has been completed and allOved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ***PLUMBING AND GAS PIPING*** 20: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 21: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 22: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 23: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 24: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 25: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 26: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 27: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 28: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 29: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 30: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. irses z noo Printed• OR -17-9013 31: The applicant agrees that he or she will 111, licensed plumber to perform the work outill in this permit. 32: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures and fittings in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency and Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments. 33: ***FIRE DEPARTMENT CONDITIONS*** 34: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 35: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 36: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 37: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7nim). (IFC 505.1) 38: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 39: Maximum grade for all projects is 15%. 40: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 41: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 42: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 43: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 44: Contractor shall notify Public Works Inspector Mr. Dave Stuckle at (206) 433-0179 of commencement and completion of work at least 24 hours in advance. 45: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 46: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for weekday work hours after 5:00 and weekend work hours. 47: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 48: Any material spilled onto any street shall be cleaned up immediately. 49: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 50: A bond in the amount of 150% x cost of work within the Public right-of-way, made out to the City of Tukwila for possible property damages caused by activities. 51: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Project Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Reference Public Works Details for 1" FIRE /DOMESTIC SERVICE and/or 1" FLOW- THROUGH SYSTEM. Backflow device is (optional) if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 52: PRIOR TO ISSUANCE OF THIS BUILDING PERMIT; OWNER/APPLICANT SHALL PROVIDE A COMPLETED TRAFFIC CONCURRENCY CERTIFICATE .APPLICATION AND PAY $300.00 UNDER PUBLIC WORKS PERMIT NO. C13- . ,1„r• IRr-cF7/1n D13-092 Printed: 08-12-2013 53: Temporary erosion control measures shal" implemented as the first order of business ttevent sedimentation off-site or into existing drainage facilities. 54: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 55: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 56: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 57: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 58: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 59: PAVEMENT MITIGATION FEE APPLIES TO THIS PERMIT (IF THE PAVEMENT IS OPEN CUT) BASED ON yy' x yy' = yyy sq. ft. @ $y.yy PER sq. ft. = $y,yyy = $y,yyy.yy. AS PART OF PUBLIC WORKS FINAL, PUBLIC WORKS INSPECTOR WILL MEASURE PAVEMENT CUT, FOR FINAL PAVEMENT MITIGATION FEE CALCULATIONS. 60: Owner/Applicant shall contact the local postmaster regarding location of mail box installation. Location of mail box installation shall be coordinated with Public Works. A 112r_CC7i1n n1s-n49 Printed 08-12-2013 City oilikukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov WATER METER INFORMATION Parcel No.: 0179000696 Address: 12216 45 AV S TUKW Suite No: Applicant: RONDOS RESIDENCE, LOT C Permit Number: D13-092 Issue Date: 08/12/2013 Permit Expires On: 02/08/2014 DESCRIPTION OF WORK: CONSTRUCTION OF 1852 SF SFR WITH 489 SF ATTACHED GARAGE AND 141 SF DECK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE INCL. INFILTRATION WITH OVERFLOW TO EXISTING STORM SYSTEM WITHIN 45TH AVE. S., SAN. SIDE SEWER, PERM. 1" WATER METER WITH 1" SERVICE LINE, DRIVEWAY ACCESS, PAVING RESTORATION, PAVEMENT MITIGATION, STREET USE, AND UNDERGROUNDING FOR POWER. TRAFFIC CONCURRENCY. TRANSPORTATION IMPACT FEE. TURNOVER. METER #1 METER #2 METER #3 Water Meter Size: 1 0 0 Quantity: 1 0 0 Water Meter Type: Perm Work Order Number: 21340114 Connection Charge: Y Installation: Y Additional Install Deposit: Plan Check Fee: Y Inspection Fee: Y Turn On Fee: Y $100.00 $950.00 $0.00 $10.00 $15.00 $50.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y $6,005.00 TOTAL WATER FEES: $7,130.00 $0.00 $0.00 doc: WTRMTR D13-092 Printed: 08-12-2013 CITY OF TUKWILA Community Development Department Public Works Deportment Permit Center 6300 Soutlrcenter Blvd., Suite 100 Tukwila, II'A 98188 http://wwtv.Tukwi la\VA. gov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: PP) -oV-- (For office use only) [9.4. 127 COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted li• plan review. Applications will not he accepted through the mail or by fax. **please print** SITE LOCATION t( n$S16 NIEL, YcT King Co Assessor's Tax No.: Q � 900 - ©(I Ci C(tJexTO O 4 Site Address: (2.2. 1� Atz:Q 11vy2..., 9 e..) PROPERTY OWNER • Name: ALE- < po NI 0 0 S Name:SA'%A Re 0O 5, City: �� State: vuoc.Zip is 14(c Address: tOe st I.P-kZ Ave 5v1 . City: ,_ A.1.--.1-1,E:State: V Zip��n� CONTACT PERSON — person receiving all project communication Name: ALE- < po NI 0 0 S Address: 0e)10 42. 1.2...v2Ave_ `s\_ ` City: �� State: vuoc.Zip is 14(c Phonz`20ll'7cct'2 - i(o`i1 Fax: Email: P1a%5ri'Z.t 0A'�G-L1c1e \<.;4---S.CCPA CCt GENERAL CONTRACTOR INFORMATION Company Namc:`E6 LA.Ty Hot Aes. t N c `� Address•• ` � 1300) ALCyAWf1,{2. A\ie,... . se C City: es State: 1/s,A A ZipL.184i24 PhoneCLc3) Cm, •.62,,,zZFaxf 31 ci.?..(p -• By15 Conti. Rcg No.:0AL1 mGle4G0 Exp Date:2l19 /\4 Tukwila Business License No.: 514(¢'4, ARCHITECT OF RECORD Company Name: r7V,._.-A L. v-� j t Jv , t G � Architect Name: CH NAA n�_o' 1 Address30Q) ^r ' City: 1,ps, State: IAjA Zip;7e et Phon f253/72.2— TLG12y Fax Z53 f C,.a p - e.) 5 t5 Email: RAI L.. i 0.1.0Iky..:4=t .au vi4Q,,v\t:.:S1 cJcty ENGINEER OF RECORD Company Name: t-(() ,-►C. E.:06 1.(Q 4t.5(-1 Engineer Name: `QR) 1. 1...\• 0 0e. Address:26` k 5 ,,,iy.)„ Li Ave. 1,3k,„1 City /,, t4.0 t2 -c.3 u - State: Zip.X3_35 Phonct 5s/ es,i -.•1`�'jFax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: /• , hne i/ Address: City: State: Zip: 1I.1Applicattoni\Fotnn•Applicatiant On l.ina2611 Applaatmns\rumhination Perndl Application Reused 8-0•l Idoc% Retiied'August 2011 bh Page 1 ofd PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 1 4 1 9 Scope of work (please provide detailed information): A. 1,4e -vv 2— 5 -to • t, `52 0 4S� w/ A--�---f 4€)9 .3 EA ele- • DETAILED BUILDING INFORAI11TION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement l `I floor 1. OG/9 rd floor 17 53 GarageA carport ■ .41-re) Deck — covered iia uncovered ❑ 1 4 j Total square footage 27''(e+ .* Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for morc information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: I'alue of mechanical work S 62 00 fuel type: Vj electric _ 0 gas furnace <100k btu _L__. appliance vent 9 ventilation fan connected to single duct thermostat wood/gas stove 1 water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work S bathtub (or bath/shower combo) 1 dishwasher lavatory (bathroom sink) water heater (gas) (y1 J'�c9 bidet 1 clothes washer floor drain shower sink 3 water closet lawn sprinkler system gas piping outlets 11.1AppticatiotulFonnsApplications On Lind2911 Applic.niomlCombination Pamit Apphcation Raul 11.9.11.doc+ Rcriscd Anvil 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed inlbrrnation): t.30% . LAO C -%C1 ©' C' --V Y2ACe 1-0 e Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Vs' ITER DISTII:IC'f ...Tukw'ila ❑... Water District #125 ❑ ...Letter of water availability provided SEVER DISTRICT .4 ...Tukwila ❑ ...Sewer use certificate ❑ .. Hight inc ❑...Volley View ❑ .. Renton 0...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUIIi1II'ITED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Sizc — 22" X 34") ❑ ...Technical Information Repoli (Storni Drainage) ❑ .. Gcolechuical Report ❑ ...Hold I )armless — (SAO) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) 0 .. Maintenance Agreement(s) 0...Hold Harmless — (RO\V) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ❑ ...Total Cut ❑...Total Fill 0 ...Sanitary Side Sewer 1K...Cap or Remove Utilities ❑...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards ❑ .. Work In Flood Zone 0 .. Storni Drainage ❑ .. Abandon Septic Tank 0 .. Trench Excavation ❑ .. Curb Cut ❑ .. Utility Undcrgrounding ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection 0 .. Looped Fire Liuc Irrigation Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " \VO # ❑ ...Deduct Water Meter Sizc " ❑ ...Temporary Water Meter Sizc " WO # ❑ ...Sewer Main Extension Public 0 - or - Private 0 1f ❑...Water Main Extension Public ❑ - or - Private ❑ f) FINANCE INFORMATION—THIS JNFORtMIATION IS REOUIRED TO IIF. FII.LED OUT WHEN RF.OUESTING !%'ATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip NATER METER REFUND/BILLING; Name: Day Telephone: MTailiug Address: City Suite Zip H.. pplicationMomu-Applications On Line12011 Applicalium\ConJrinalion Permit Apphcation Nes i,eJ 04-I I do<' ResuA1 August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which 110 permit is issued within 180 days following the date of application shall expire by limitation. I I IEREBY CERTIFY TI1AT 1 HAVE READ) AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO 11F. TRUE UNDER PENALTY OF PERJURY BY TIME LAWS OF THE STATE OF WASHINGTON, AND] AM AUTHORIZED TO APPLY FOR TI -IIS PERMIT. PROPERTY OWNER OR AUTHORIZE Signature: Print Namc: CVAI GEN' . �i/( f Mailing Address ,-'alai Date: 20 ! j Day Telephone: 11.1Applic atiotsslPorrro•Appllcat ions On Linet2u11 ApplicationslCombirsation Permit Application Rei iced 8.9.1 Ldoc' Re%istd: August 2011 bh City Statc Zip Page 4 of 4 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No.: 0179000696 Address: 12216 45 AV S TUKW Suite No: Applicant: RONDOS RESIDENCE, LOT C RECEIPT Permit Number: D13-092 Status: APPROVED Applied Date: 03/13/2013 Issue Date: Receipt No.: R13-02333 Initials: WER User ID: 1655 Payment Amount: $29,921.59 Payment Date: 08/12/2013 10:41 AM Balance: $0.00 Payee: SAM RONDOS TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5006 29,921.59 Authorization No. ACCOUNT ITEM LIST: Description Account'Code Current Pmts BUILDING - RES CASCADE WATER ALLIANCE FIRE IMPACT FEES MAPS/PUBLIC/MAILING MECHANICAL - RES PARK IMPACT FEES PLAN CHECK - WATER METER PLUMBING - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT/INSPECTION FEE PW PLAN REVIEW SEWER - ALLENTOWN/RYAN STATE BUILDING SURCHARGE TRAFFIC IMPACT FEES WATER - ALLENTOWN/RYAN WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE 000.322.100 640.237.500 90830402.5000.5304.XXXXX 000.341.500 000.322.102.00.00 90510403.5000.5301.XXXXX 000.345.830 000.322.103.00.00 000.322.100 000.342.400 000.342.400 000.345.830 402.379.004 640.237.114 104.345.840.00.00 401.379.004 401.379.002 401.342.400 401.245.100 401.343.405 2,635.15 6,005.00 922.00 6.16 189.00 1,426.00 10.00 252.00 250.00 23.50 162.50 162.50 10,189.20 4.50 1,013.88 5,555.20 100.00 15.00 950.00 50.00 Total: $29,921.59 Printed• 08-12-2013 10, 411 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.Rov Parcel No.: 0179000690 Address: Suite No: Applicant: RONDOS RESIDENCE, LOT C RECEIPT Permit Number: D13-092 Status: PENDING Applied Date: 03/13/2013 Issue Date: Receipt No.: R13-01029 Payment Amount: $1,712.85 Initials: JEM Payment Date: 03/13/2013 10:58 AM User ID: 1165 Balance: $2,639.65 Payee: SAM N RONDOS TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. 05583Z ACCOUNT ITEM LIST: Description 1,712.85 Account Code Current Pmts PLAN CHECK - RES 000.345.830 1,712.85 Total: $1,712.85 orin}orl• nZ_1 Z27n1Q INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit I3 oV / -5 -025 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project:--T-2Type o/,de) S Z S ./17C..€ of Inspe�c ion: /7/1/AiAddress: Suite #: /22..../4 �.7� e f Contact Person: Special Instructions: • Phone No.: K Approved per applicable codes. Corrections required prior to approval. COMMENTS: J- Sprinklers: Fire Alarm: Hrs.: Hood & Duct: ----icZe /‘/11/611.S) • Pre -Fire: Permits: Occupancy Type: t •./k/ /44& „(7:// //0-df.0,w /s oa-r Zen //,'/,a ---/'&/S ..... _ Needs Shift Inspection: J- Sprinklers: Fire Alarm: Hrs.: Hood & Duct: Monitor: • Pre -Fire: Permits: Occupancy Type: Inspector J- './J Date:6/j// Hrs.: /.6 / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1713-092— J/—s—ozc PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project:Type 161—��0 /�S of Inspection: 5' Address: Suite #: /ZZO 2- KS- /11 .S . Contact Person: Special Instructions: Phone No.: jxfApproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: 5-3 Fire Alarm: Hood & Duct: /. o '' /147-#/A --7—,/, fes/ MCS ..3G- Se -c ) Permits: Occupancy Type: — C i f, -//6L /i/frzfA Aio i -1 G 12-.7, 64 — /3-5-5- Needs Shift Inspection: Sprinklers: 5-3 Fire Alarm: Hood & Duct: /. o Monitor: Pre -Fire: • Permits: Occupancy Type: i Inspector:A i 5-3 Date: 0 5�i y Hrs.: /. o $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit -)13 012- 1 —s— 0.25" PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: itrd a 5 Re -S Type of Inspection: e--7-- /1/74e--11/2) Address:,2,- Suite #: Zz- 6 eye Contact Person: , Special Instructions: "- Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Hrs.: /, D Fire Alarm: Hood & Duct: v /44--s•5 Monitor: / #'7- "- 2Ars ,vo /1f-0T/.2nc,a- -/ l�s /i of jti,���-- CP\6- pa74 r ee 7D ,sr/ "04-- /?9,y. ____- %s74.2-1-- Needs Shift Inspection: Sprinklers: Hrs.: /, D Fire Alarm: Hood & Duct: Monitor: Pre -Fire: • Permits: Occupancy Type: Inspector: ,i3 15 Date: 3/Z,//V Hrs.: /, D $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit l3 -o 1 /y- 5 - OZ5- PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: Teo AoS �1 ,�S Type of Inspectio//7afQ C -01/42 r(' Address: Suite #: ZZ O Z ticlh Aye S. Contact Person: Special Instructions: Monitor: Phone No.: tyliApproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: 3/�/i / Fire Alarm: Hood & Duct: a Monitor: Pre -Fire: ‹r aver /-Z s ,/,,,6-/ s - — Cil �� c /0..o0 -- ,z /1-",05;. r---p-SS . : - s. Needs Shift Inspection: Sprinklers: 3/�/i / Fire Alarm: Hood & Duct: 6 Monitor: Pre -Fire: • Permits: Occupancy Type: Inspector:53 ..„6.._ -Date: 3/�/i / Hrs.: 7 6 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 2009 IBC LATERAL ANALYSIS FOR: REALITY HOMES PLAN: RONDOS RESIDENCE SITE CRITERIA DESIGN ROOF SNOW LOAD WIND SPEED (MPH) WIND EXPOSURE (IBC) SEISMIC DESIGN CATEGORY SOIL PROFILE OCCUPANCY CATEGORY 30PSF 85 MPH B D D II SLOPE PER OWNER SPECIAL SITE CONDITIONS PER OWNER GEOTECH REPORT PER OWNER SEISMIC SPECTRAL RESPONSE Si SEISMIC SPECTRAL RESPONSE Ss MULTIPLE SITES <15% NONE NONE 0.511g 1.485g NO t John Hodge, PE 2615 Jahn Ave. N.W. Suite E6 Gig Harbor,WA 98335 Phone (253)857-7055 Fax (253) 857-7599 PROJECT NUMBER 12.0537 DATE FILE C 5.10.13 * OPY " ��.. Perm!" Nine SITE: 12202 45TH AVE S TUKWILA, WA 98178 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 2 2013 City of Tukwila BUILDING DIVISION INCOMPLETE LTR# ._..,_.L_._.. ORIGINAL STAMP MUST BE RED TO BE VALID 2 04 rl I ; I I I I I I I .�:-1 1I HODGCOPYRIGHT ©2013 E ENGINEERMG. IND DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL DO NOT ACCEPT COPY CORRECTION L1 R# 1) 19) -fes 9_ 1 of 13 Hodge engineering inc. Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering, gravity load engineering, or both as stated on the cover and full size engineering sheets. All engineered load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the plans examiner that the engineering was completed following the 2009 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering, gravity load engineering, or both. Lateral engineering involves determining what the seismic and wind loads are, applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. These structural elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. LATERAL ENGINEERING: Lateral load modeling was completed with Wood Works Design Office 8 (www.woodworks-software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one -and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7-05 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-05 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7-05 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: If included in the scope of engineering gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2009 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Post and column calculations for typical members are also included. Loads to the foundation or soil have reinforced footings where required. Every attempt has been made to make the engineering calculations and specifications as clear as possible for the plans examiner, builder, and building inspector. 2 of 13 3 of 13 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.493849 Longitude = -122.27660900000001 Spectral Response Accelerations Ss and 81 Ss and 81 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.485 (Ss, Site Class B) 1.0 0.511 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.493849 Longitude = -122.27660900000001 Spectral Response Accelerations Ss and 51 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.485 (Ss, Site Class B) 4 of 13 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Level 1.of 2 44.9 - 91.1 LI 67.6 49.B 11 f if 1111 111111m1 312.N immt� Sep. 20, 2012 09:39:34 52' 6" 50' 47' 6" 49 8 1..1..jj 1 .3 79.5 54.3 - 86 8 86.8 - 54.3 54.3. 45' 42' 6" 40' 37' 6" -35' 32' 6,' 30' 27'6" v 25' 22' 6" 20' 17' 6" 15' 12' 6" 10' 7' 6" `Dm5' 2' 6" 0' -2' 6" -5' -10' -15' -7'.6" -5' -2' 6" 0' 2''6" 5' 7' 6" 10' 12' 6" 15' 17' 6" 20' 22' 6" 25' 2T 6" 30' 32.' 6" 35' 37' 6" 40' 42' 6" 45' 47' 6" 50' -- Factored shearline force (lbs) t t t t Unfactored applied shear load (plf) • Factored holddown force (lbs) Unfactored dead load (plf,lbs) • C Compression force exists ®-O Uplift wind load (plf,lbs) • Vertical element required —HI Applied point load or discontinuous shearline force (lbs) Loads Shown: W; Forces: W + 1.0D. 5 of 13 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Level 2 of 2 14.7 — 39.7 ramoimiNai 7N-?S�y 190 c`T8 D-1 0 39.7 — 14.7 'L 1920 Sep. 20, 2012 09:39:34 52' 6" 50' 47' 6" B-1 770,N co G ti 77 25.7 — 72.2 w 45' 42' 6" 40' -37'6" 35' 32' 6" 30' 27'6" 25' 22' 6" 20' 17' 6" 15' 12' 6" 10' 7' 6" 5' 2' 6" 0' -2' 6" -5' -7' 6" -10' -12'..6" -15' -7' 6" -5' -2' 6" 0' 2' 6" 5' 7' 6" 10' 12' 6" 15' 17' 6" 20' 22' 6" 25' 27' 6" 30' 32' 6" 35' 37' 6" 40' 42' 6" 45' 47' 6" 50' Factored shearline force (lbs) t t 11 Unfactored applied shear load (plf) Factored holddown force (lbs) Unfactored dead load (plf,lbs) • C Compression force exists (-€ Uplift wind load (plf,lbs) ■ Vertical element required --.{I Applied point load or discontinuous shearline force (lbs) Loads Shown: W; Forces: W + 1.0D. 6 of 13 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 9.2 LATERAL ANALYSIS.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project HODGE ENGINEERING 2615 JAHN AVE NW SUITE E5 GIG HARBOR, WA 98335 (253)-857-7055 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F <=19% <=19% May. 10, 2013 09:38:48 Design Code Wind Standard Seismic Standard IBC 2009/AWC 2008 SDPWS ASCE 7-05 All heights ASCE 7-05 ASD Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F <=19% <=19% Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 3.50 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... Wind Seismic Never Never Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Design Shearwall Force/Length: Based on wall rigidity/length Case 2 rigid diaphragm load distribution: 75% loads, torsional moment IBC Occupancy Category II - All others ASCE 7 Equivalent Category II - All others Wind ASCE 7-05 general analytic method for all bldgs Seismic ASCE 7-05 equivalent lateral force procedure Design Wind Speed 85mph Exposure Exposure B Enclosure Enclosed Structure Type Regular Design Category D Site Class D Topographic Information [ft] Shape Height - - Site Location: - Length - Spectral Response Acceleration S1:0.511g Ss:1.485g Fundamental Period E -W T Used 0.166s Approximate Ta 0.166s Maximum T 0.233s N -S 0.166s 0.166s 0.233s - - Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.50 7 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw May. 10, 2013 09:38:48 Structural Data STORY INFORMATION 8 of 13 Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ft] Ceiling 19.50 0.0 Block Level2 11.50 10.0 8.00 Levell 3.00 10.0 8.00 Foundation 2.00 Gable 90.0 8 of 13 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 2 Story N -S Ridge Location X,Y = 17.50 9.50 North Gable 90.0 1.00 Extent X,Y = 23.50 32.50 South Gable 90.0 1.00 Ridge X Location, Offset 29.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 26.50 7.00 West Side 30.0 1.00 Block 2 1 Story E -W Ridge Location X,Y = 0.50 9.00 North Side 30.0 1.00 Extent X,Y = 17.00 32.50 South Side 30.0 1.00 Ridge Y Location, Offset 25.50 0.00 East Joined 90.0 1.00 Ridge Elevation, Height 21.00 9.50 West Gable 90.0 1.00 Block 3 1 Story N -S Ridge Location X,Y = 18.00 0.00 North Joined 90.0 1.00 Extent X,Y = 22.50 9.50 South Gable 90.0 1.00 Ridge X Location, Offset 29.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 18.00 6.50 West Side 30.0 1.00 8 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw May. 10, 2013 09:38:48 Grp Surf Material Ratng Sheathing Thick in GU in Ply Or Gvtv lbs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 2 Ext Ext Structural sheath Structural sheath Stud 7/16 7/16 - - 3 3 Vert Vert 27000 27000 8d 8d Nail Nail N N 3 6 12 12 Y Y 1,2,3 1,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Sud— 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 Ib/in. 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 Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (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 2-3/8'; 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 and IBC T2306.3 Note a. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 and IBC T2306.3 Note e. 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 and IBC T2306.3 Note d. MATERIALS by WALL GROUP Wall Species Grade b d Spacing SG E Group in in in psiA6 1 Hem -Fir Stud 1.50 3.50 16 0.43 1.20 2 Hem -Fir Stud 1.50 3.50 16 0.43 1.20 Legend: Wall Group — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spacing — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 9 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw May. 10, 2013 09:38:48 North -south Shearlines Type Wall Group(s) Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Wind Seismic Height [ft] Line 1 Level 1 Line 1 Seg 2 0.00 9.00 42.00 33.00 28.00 28.00 8.00 Wall 1-1 Seg 2 0.00 9.00 42.00 33.00 28.00 28.00 - Opening 1 - - 23.25 28.25 5.00 - - 8.00 Line 2 Level 2 Line 2 Seg 2 17.50 9.50 42.00 32.50 24.50 24.50 8.00 Wall 2-1 Seg 2 17.50 9.50 42.00 32.50 24.50 24.50 - Opening 1 - - 23.75 31.75 8.00 - - 8.00 Level 1 Line 2 Seg 2 17.00 0.00 42.00 42.00 20.00 20.00 8.00 Wall 2-1 Seg 2 17.00 0.00 9.00 9.00 9.00 9.00 - Wall 2-2 Seg 2 17.00 9.00 20.00 11.00 11.00 11.00 - Line 3 Level 2 Line 3 Seg 2 41.00 9.50 42.00 32.50 27.25 27.25 8.00 Wall 3-1 Seg 2 41.00 9.50 42.00 32.50 27.25 27.25 - Opening 1 - - 12.50 17.75 5.25 - - 8.00 Level 1 Line 3 Seg 2 41.00 0.00 42.00 42.00 42.00 42.00 8.00 Wall 3-1 Seg 2 41.00 0.00 42.00 42.00 42.00 42.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) Y [ft] Start End [ft] Wind Seismic [ft] Line A Level 1 Line A Seg 1 0.00 17.00 41.00 24.00 8.50 8.50 8.00 Wall A-1 Seg 1 0.00 17.00 41.00 24.00 8.50 8.50 - Opening 1 - - 20.00 27.75 7.75 - - 8.00 Opening 2 - - 30.25 38.00 7.75 - - 8.00 Line B Level 2 Line B Seg 2 9.50 17.50 41.00 23.50 18.50 18.50 8.00 Wall B-1 Seg 2 9.50 17.50 41.00 23.50 18.50 18.50 - Opening 1 - - 26.75 31.75 5.00 - - 8.00 Level 1 Line B NSW 9.50 0.00 41.00 41.00 0.00 0.00 8.00 Wall B-1 NSW 9.00 0.00 17.00 17.00 0.00 0.00 - Opening 1 - - 2.75 16.50 13.75 - - 8.00 Line C Level 1 Line C Seg 2 20.50 0.00 41.00 41.00 20.25 20.25 8.00 Wall C-1 Seg 2 19.50 17.00 23.75 6.75 6.75 6.75 - Wall C-2 Seg 2 21.00 27.50 41.00 13.50 13.50 13.50 - Line D Level 2 Line D Seg 2 42.00 17.50 41.00 23.50 13.75 13.75 8.00 Wall D-1 Seg 2. 42.00 17.50 41.00 23.50 13.75 13.75 - Opening 1 - - 21.00 25.75 4.75 - - 8.00 Opening 2 - - 32.50 37.50 5.00 - - 8.00 Level 1 Line D Seg 2 42.00 0.00 41.00 41.00 27.00 27.00 8.00 Wall D-1 Seg 2 42.00 0.00 41.00 41.00 27.00 27.00 - Opening 1 - - 4.00 8.00 4.00 - - 8.00 Opening 2 - - 15.25 20.25 5.00 - - 8.00 Opening 3 - - 29.50 34.50 5.00 - - 8.00 Legend: Type - Seg = segmented, prf = perforated, NSW = non-shearwall; Location - dimension perp. to wall; FHS - length of full -height sheathing used to resist shear force; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 10 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw May. 10, 2013 09:38:48 Flexible Diaphragm Wind Design North-South Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [plf] V [lbs] vmax v Int Allowable Shear [plf] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 1 Lnl, Levl 2 Both 1.0 1325 47.3 47.3 339 1.00 S 339 9479 0.19 Line 2 Level 2 Ln2, Lev2 2 Both 1.0 895 36.5 36.5 339 1.00 S 339 8294 0.11 Level 1 Ln2, Levl 2 Both 1.0 3398 - 169.9 339 1.00 S 339 6770 0.50 Wall 2-1 2 Both 1.0 1529 169.9 169.9 339 1.00 339 3047 0.50 Wall 2-2 2 Both 1.0 1869 169.9 169.9 339 1.00 339 3724 0.50 Line 3 Level 2 Ln3, Lev2 2 Both 1.0 895 32.8 32.8 339 1.00 S 339 9225 0.10 Level 1 Ln3, Levl 2 Both 1.0 2119 50.5 50.5 339 1.00 S 339 14218 0.15 East-West W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 1 LnA, Levl 1 Both 1.0 2264 266.3 266.3 638 1.00 S 638 5423 0.42 Line B Level 2 LnB, Lev2 2 Both 1.0 1920 103.8 103.8 339 1.00 S 339 6263 0.31 Line C Level 1 LnC, Levl 2 Both 1.0 3332 - 164.5 339 1.00 S 339 6855 0.49 Wall C-1 2 Both 1.0 1111 164.5 164.5 339 1.00 339 2285 0.49 Wall C-2 2 Both 1.0 2221 164.5 164.5 339 1.00 339 4570 0.49 Line D Level 2 LnD, Lev2 2 Both 1.0 1920 139.6 139.6 339 1.00 S 339 4655 0.41 Level 1 LnD, Levl 2 Both 1.0 3079 114.0 114.0 339 1.00 S 339 9140 0.34 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 group as lis ed in Sheathing and Framing Materials tables. For Dir - Direction of wind force along shearline. H/W-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. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, 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 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 = viTotal = design shear force/unit shear capacity for critical segment on wall or shearline. 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. 11 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw May. 10, 2013 09:38:48 • Flexible Diaphragm Seismic Design El MIC INFORMATION Level Mass [lbs] Area [sq.ft] Story Shear [lbs] E -W N -S Redundancy Factor p E -W N -S 2 23853 769.0 5235 5235 - - 1 93118 1569.0 9966 9966 - - All 66971 - 10200 10200 1.00 1.00 Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-11. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Redundancy factor p (rho)- Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.99; Ev = 0.198 D unfactored; 0.139 D factored; total dead load factor: 0.6 - 0.139 = 0.461 tension, 1.0 + 0.139 = 1.139 compression. 12 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw May. 10, 2013 09:38:48 North-South Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [pit] V [lbs] vmax v Int Allowable Shear [pit] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 1 Lnl, Levl 2 Both 1.0 894 31.9 31.9 242 1.00 S 242 6770 0.13 Line 2 Level 2 Ln2, Lev2 2 Both 1.0 1832 74.8 74.8 242 1.00 S 242 5924 0.31 Level 1 Ln2, Levl 2 Both 1.0 3404 - 170.2 242 1.00 S 242 4836 0.70 Wall 2-1 2 Both 1.0 1532 170.2 170.2 242 1.00 242 2176 0.70 Wall 2-2 2 Both 1.0 1872 170.2 170.2 242 1.00 242 2660 0.70 Line 3 Level 2 Ln3, Lev2 2 Both .75 1832 67.2 67.2 181 1.00 S 181 4942 0.37 Level 1 Ln3, Levl 2 Both 1.0 2841 67.7 67.7 242 1.00 S 242 10156 0.28 East-West W For H/W-Cub ASD Shear Force [pH] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 1 LnA, Levl 1 Both .63 1857 218.5 218.5 285 1.00 S 285 2421 0.77 Line B Level 2 LnB, Lev2 2 Both 1.0 1832 99.0 99.0 242 1.00 S 242 4473 0.41 Line C Level 1 LnC, Levl 2 Both 1.0 2461 - 121.5 242 1.00 S 242 4896 0.50 Wall C-1 2 Both 1.0 820 121.5 121.5 242 1.00 242 1632 0.50 Wall C-2 2 Both 1.0 1640 121.5 121.5 242 1.00 242 3264 0.50 Line D Level 2 LnD, Lev2 2 Both .87 1832 133.2 133.2 212 1.00 S 212 2909 0.63 Level 1 LnD, Levl 2 Both 1.0 2822 104.5 104.5 242 1.00 S 242 6529 0.43 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 group as listed in Sheathing and Framing Materials tables. For Dir - Direction of seismic force along shearline. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 2,3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, 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 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. 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. 13 of 13 --1 m 42-00-00 1 6-10-00 1 N 1 0 0 33-00-00 A01 2-02-00 1 T Lod T 0 O 0 b 0 pD m 0 cn \ O \2\1 BB20R rr 1 E01 r'1 N N c0 O n} B02 T O 0 0 W a B02 D01 B01 9-00-00 0 11PRObild BUILDER: Reality — Rondos 15877 SE 98t Clackamas, OR 97015 Phone: 1-503-557-8404 SCALE: NTS JOB 9: B1209094 ADDRESS: 12202 45th Ave S, Tukwilla, WA THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See the ndividual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the trans support structure including headers, beams walls, and columns is the responsibility of the building designer. For general guidance regarding bracing. consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179 TRUSS LOADING TCLL (PSF): 25 TCDL (PSF): 7 BCLL (PSF): 0 BCDL (PSF): 10 TL (PSF): 42 Roof Pitch: 5/12 Wind Speed: 85 B Exposure: L/240 LL DEFL: 0 O W T O 0 0 W a B02 D01 B01 9-00-00 0 11PRObild BUILDER: Reality — Rondos 15877 SE 98t Clackamas, OR 97015 Phone: 1-503-557-8404 SCALE: NTS JOB 9: B1209094 ADDRESS: 12202 45th Ave S, Tukwilla, WA THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See the ndividual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the trans support structure including headers, beams walls, and columns is the responsibility of the building designer. For general guidance regarding bracing. consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179 TRUSS LOADING TCLL (PSF): 25 TCDL (PSF): 7 BCLL (PSF): 0 BCDL (PSF): 10 TL (PSF): 42 Roof Pitch: 5/12 Wind Speed: 85 B Exposure: L/240 LL DEFL: • CONSULTING ac Re: B1209094 Reality - Rondos DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 MiTek 20/20 7.2 The truss drawing(s) referenced below have been prepared by DrJ Consulting, LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I6721845 thruI6721861 My license renewal date for the state of Oregon is December 31, 2013. Important Notice: The accuracy of the Truss Design Drawings relies upon: 1. Accurate metal plate connector design values as published by MiTek. 2. Accurate design values for solid sawn lumber. Design values (E, Emin, Fb, Fc, Fcperp, Ft, and Fv) for solid sawn lumber and approved, grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. to NEE, 85525PE OREGON v6Y122r" May 10,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing, solely for the truss component(s) depicted. The design assumptions, loading conditions, suitability and use of this component for any particular building•is the responsibility of the building designer or owner of the trusses, per ANSI/TPI 1. The responsibilities and duties of the truss designer, truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. CONSULTING ac Re: B1209094 Reality - Rondos DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 MiTek 20/20 7.2 The truss drawing(s) referenced below have been prepared by DrJ Consulting, LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: 16721845 thruI6721861 My license renewal date for the state of Washington is Important Notice: The accuracy of the Truss Design Drawings relies upon: May 18, 2014. 1. Accurate metal plate connector design values as published by the MiTek. 2. Accurate design values for solid sawn lumber. Design values (E, Emin, Fb, Fc, Fcperp, Ft, and Fv) for solid sawn lumber and approved, grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the Amencan Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. May 10,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing, solely for the truss component(s) depicted. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses, per ANSI/TPI 1. The responsibilities and duties of the truss designer, truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job - - - Truss Truss Type --" - Qty Ply Reality - Rondos -- - --- I8721845 B1209094 A01 GABLE 1 1 Job Reference (optional) r1.4b112 1.4.0 21-0-0 21-0-0 5.00 12 3x6 = 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri May 10 10:14:39 2013 Page 1 ID:UmEKIcgQQl36F gyeznYlQzudHV-11LpLJyLImHTXrRQIjVmtSSuSHj285YPUxXbOhzHx6U 42-0-0 &1g1 -4-01 21-0-0 1-4-0 16 17 18 19 Scale = 1:75.1 3x6 = 8-1-2 61 60 59 58 57 56 55 54 53 51 50 49 48 47 46 45 44 42 41 4 52 3x6 = 42-0-0 43 3x6 = 39 38 37 36 35 34 3x6 = 8-1-2 42-0-0 Plate Offsets (X,Y): [ 7:0-3-0.Edgej LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina- NO Code IRC2009/TP12007 CSI TC 0.76 BC 0.91 WB 0.21 (Matrix) DEFL in (loc) I/dell L/d Vert(LL) -0.29 34 >386 240 Vert(TL) -0.61 34 >186 180 Horz(TL) 0.01 32 n/a n/a PLATES GRIP MT20 185/148 Weight: 255 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std'Except' ST13,ST12,ST11: 2 X 4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-5-9 oc bracing. WEBS 1 Row at midpt 16-48, 18-47 REACTIONS All bearings 33-0-0 except (jt=length) 32=0-5-8. (Ib) - Max Harz 2=86(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 2, 49, 50, 51, 53, 54, 55, 56, 57, 58, 59, 60, 61, 46, 45, 44, 42, 41, 40, 32 except 39=-749(LC 10), 38=-165(LC 6) Max Gray All reactions 250 Ib or less at joint(s) 48, 49, 50, 51, 53, 54, 55, 56, 57, 58, 59, 47, 46, 45, 44, 42, 41, 39 except 2=286(LC 1), 61=366(LC 9), 40=293(LC 10), 38=1236(LC 10), 32=458(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-61=-259/84, 26-39=-13/257, 27-38=-554/94 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=4.2psf, BCDL=6.0psf, h=25ft, Cat. II, Exp B, enclosed, MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 49, 50, 51, 53, 54, 55, 56, 57, 58, 59, 60, 61, 46, 45, 44, 42, 41, 40, 32 except (jt=lb) 39=749, 38=165. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE: 12/31/2013 May 10,2013 A WARNING - Verify design parameters and read notes on this Truss Design Drawing and Included DrJ Reference Sheet (rev. 03-11) before use. Design valid for use with MITek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbullding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng construction 5 the responsibility of the installer. Additional permanent budding stability bracing of the overall structure o Inc responsibility of the building designer or owner of the twsses. For general guidance regarding design responsiblinies, fabncahon, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSIITPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Job _ Truss Truss Type ___ _ Qty Ply ---_— Reality - Rondos . ------- - — 16721846 B1209094 A02 SPECIAL TRUSS 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Cnns Higgins (1-011- 2 7-9-8 14-4-12 1-4-0 7-9-8 6-7-4 qI 0 2x4 21-0-0 6-7-4 5.00 12 5x6 = 7.250 s Aug 25 2011 MiTek Industnes, Inc. Fri May 10 10:14:41 2013 Page 1 ID:UmEKIc9QQf36F1gy6znYIQzudHV-zgEnrzbHOXBm9bpz8YEyAXD15Tmcpalyf Jh5azHx6S 26-9-4 I 32-6-8 I 36-10-6 42-0-0 43-4-01 5-9-4 5-9-4 4-3-14 5-1-10 1-4-0 4x6 7 3x12 MT18H 2x4 I I 2x4 Scale = 1:74.6 3x10 2.50 12 13 5x12 MT2OH 8-1-2 8-1-2 I 8-10-2 I 16-6-0 24-6-4 I 32-6-8 I 8-10-2 7-7-14 8-0-4 8-0-4 Plate Offsets (X Y): [5.0-1-8 0-2-0] [6:0-2-12 0-2-4] [7:0-2-12 0-2-0] [11:0-2-15 0-1-8] [13:0-3-8.Edge] [15:0-2-12.0-2-12] [16:0-1-8.0-2-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TP12007 CSI TC 0.73 BC 0.70 WB 0.91 (Matrix -M) DEFL in (loc) 1/deft L/d Vert(LL) -0.41 15-16 >946 240 Vert(TL) -0.98 15-16 >399 180 Horz(TL) 0.41 13 n/a n/a 3x6 8-1-2 42-0-0 9-5-8 Iq PLATES GRIP MT20 185/148 MT2OH 139/111 MT18H 185/148 Weight: 162 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std `Except* W5,W7: 2 X 4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-14 2 Rows at 1/3 pts 7-13 REACTIONS (Ib/size) 2=1189/0-5-8 (min. 0-1-14), 13=2916/0-5-8 (min. 0-4-13), 11=-406/0-5-8 (min. 0-1-8) Max Horz 2=86(LC 5) Max Uplift2=-112(LC 5), 13=-129(LC 5), 11=-575(LC 9) Max Gray 2=1189(LC 1), 13=2916(LC 1), 11=68(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3862/266, 3-4=-3593/228, 4-5=-3444/248, 5-6=-2083/146, 6-7=-458/103, 7-8=-84/2413, 8-9=-101/2332, 9-10=-141/2377, 10-11=-590/1997 BOT CHORD 2-16=-265/3576, 15-16=-115/2376, 14-15=0/721, 13-14=-293/172, 11-13=-1778/789 WEBS 3-16=-393/151, 5-16=-73/1195, 5-15=-788/192, 6-15=-107/1782, 6-14=-889/102, 7-14=0/921, 7-13=-3073/114, 9-13=-315/122, 10-13=-405/109 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-05, 85mph, TCDL=4.2psf, BCDL=6.0psf, h=25ft, Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live Toad nonconcurrent with any other live Toads. 5) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at Joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it=1b) 17=112, 13=129, 20=575. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/I-PI 1. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE: 12/31/2013 May 10,2013 A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an indmdual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building 51051117 bracing of the overall structure 15 the responsibility of the budding designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/7P! 1, DSB-89 and BCSI (Budding Component Safety Information) available from SBCA at www.sbcindustry.com. Emit CONSULTING uc Job Truss Truss Type Qty Ply Reality - Rondos — —. - `— ' -- 18721847 B1209094 A03 SPECIAL TRUSS 4 1 Job Reference (optional) Pm -Build Clackamas Truss, Clackamas,OR 97015-1129, Chris Higgins [t -4=0i-2 7.9.8 I 14-4-12 1-4-0 7-9-8 8.7.4 21-0-0 5.00 12 8-7-4 5x6 = 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri May 10 10:14:42 2013 Page 1 ID:UmEKIcgQQf36F1gy6znYIQzudHV-Rt1y_L D211f1QJA?Wf3TUO4M8VnoLGesgy$fd0zHx6R 26-9-4 I 32-8-8 35 - f -8 I 41-10-6 5-9-4 5-9-4 4-3-14 5-0-0 Scale = 1:73.4 2.50 I12 3x10 13 12 5x6 4x4= 8-1-2 8-1-2 8-10-2 16-6-0 24-6-4 32-6-8 134-8q4 8-10-2 7-7-14 8-0-4 8-0-4 2-0-6 Plate Offsets (X.Y). [5:0 -1 -8,0 -2 -0j,[6.0 -2 -12.0 -2 -0],[7;0 -2 -8,0 -1 -8],[12:0 -1-8.0-1-12].113.0-2-12.0-2-81.[15.0-2-120-3-4].(16,0-1-8.0-2-0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.86 BC 0.78 WB 0.95 (Matrix -M) DEFL in (loc) 1/deft L/d Vert(LL) -0.51 15-16 >808 240 Vert(TL) -1.18 15-16 >351 180 Horz(TL) 0.50 12 n/a n/a 3x6 = 8-1-2 41-10-6 7-3-8 PLATES GRIP MT20 185/148 Weight: 163 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std *Except* W4,W5,W7: 2 X 4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-13, 9-12 REACTIONS (lb/size) 2=1321/0-5-8 (min. 0-2-2), 11=-719/0-5-8 (min. 0-1-8), 12=3000/0-7-12 (min. 0-4-15) Max Horz 2=96(LC 5) Max Uplift2=-118(LC 5), 11=-728(LC 9), 12=-120(LC 5) Max Grav2=1321(LC 1), 11=74(LC 5), 12=3000(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4479/306, 3-4=-4213/277, 4-5=-4064/288, 5-6=-2746/190, 6-7=-1035/116, 7-8=-25/1245, 8-9=43/1165, 9-10=-163/2619, 10-11=-306/2357 BOT CHORD 2-16=-313/4153, 15-16=-165/2996, 14-15=0/1165, 13-14=0/632, 12-13=-1141/128, 11-12=-2105/528 WEBS 3-16=-385/150, 5-16=-70/1164, 5-15=-782/191, 6-15=-130/2059, 6-14=-642/88, 7-14=0/721, 7-13=-2484/88, 9-13=-47/1714, 9-12=-2838/165, 10-12=-355/100 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-05; 85mph, TCDL=4.2psf, BCDL=6.0psf, h=25ft, Cat. II, Exp B, enclosed, MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except ()t=1b) 17=118, 20=728, 12=120. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE 12/31/2013 May 10,2013 AWARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sneet (rev. 03-11) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure i5 the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabncauon, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Job _____ Truss ._ Truss Type _ _ Qty Ply Reality -Rondos ___. - . ___ _16721848 81209094 A04 SPECIAL TRUSS 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Chns Higgins 10-11-11 2-3-8 2-3-8 2x4 11 8-0-12 5-9-4 5.00 112 1 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri May 10 10:14:43 2013 Page 1 ID.UmEKIcgQQf36F gy6znYlOzudHV-v3aK8 r?nu0SIB4Za11bdggvDU4ra?PZto9SzHx6Q 13-10-0 I 18-1-14 1 23-3-8 124-7-8 5-9-4 4-3-14 5-1-10 1-4-0 Plate Offsets (X Y): [7:0-2-12 0-1-8] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 Scale = 1:63.2 3 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.28 BC 0.43 WB 0.40 (Matrix -M) DEFL in (loc) I/defl L/d Vert(LL) -0.20 9-14 >570 240 Vert(TL) -0.50 9-14 >225 180 Horz(TL) 0.01 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 108 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std "Except' W3,W5: 2 X 4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-9 REACTIONS (lb/size) 9=1051/0-5-8 (min. 0-1-12), 7=450/0-5-8 (min. 0-1-8), 11=529/0-3-0 (min. 0-1-8) Max Horz 11=-287(LC 6) Max Uplift9=-109(LC 6), 7=-36(LC 6), 11=-60(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - AH forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-400/22, 6-7=-1008/26 BOT CHORD 9-10=0/358, 7-9=0/1175 WEBS 2-10=-48/338, 3-9=-682/0, 5-9=-325/125, 6-9=-364/109, 2-11=-480/136 NOTES 1) Wind. ASCE 7-05, 85mph, TCDL=4.2psf, BCDL=6.0psf, h=25ft, Cat. II, Exp B, enclosed, MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 11 except (jt=lb) 9=109. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard RENEWAL DATE: 12/31/2013 May 10,2013 A WARNING - Verify design parameters and read notes on this Truss Design Drawing and Included DrJ Reference Sheet (rev. 03-11') before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability braang. Additional temporary restraint/ diagonal bracing to Insure stability dunng construction is the responsibility of Inc Installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabncauon, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Reality -Rondos _.--- . _ -- -. -_ - - 16721849 - B1209094 1301 GABLE 1 1 Job Reference (optional) - Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Chns Higgins 410-0.0 18.8-0 1-4-0 1 18-6-0 12 3x4 = 13 14 7.250 s Aug 25 2011 MITek Industries, Inc. Fri May 10 10:14:44 2013 Page 1 ,ID:UmEKIcgQQf36F1gy6znYlQzudHV-NF8iPOOTZJvIdcKOeG5xZp9told pNp9eDdLhuzHx6P 33-0-0 134.4.0 I 18-8-0 1-4-0 Scale = 1:58.7 3x4 = 18-0-0 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x6 = 33-0-0 3x4 = 33-0-0 Plate Offsets (X,Y): [13:0-2-0,Edgej LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TP12007 CSI TC 0.14 BC 0.09 • WB 0.08 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) 0.00 24 n/r 180 Vert(TL) 0.01 25 n/r 180 Horz(TL) 0.01 24 n/a n/a Wind(LL) 0.00 25 n/r 90 PLATES GRIP MT20 185/148 Weight: 174 Ib FT= 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std BRACING TOP CHORD BOT CHORD REACTIONS All bearings 33-0-0. (Ib) - Max Horz 2=70(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 2, 38, 39, 40, 41, 42, 43, 44, 45, 46, 34, 33, 32, 31, 30, 29, 28, 27, 26, 24 Max Gray All reactions 250 Ib or less at joint(s) 2, 37, 38, 39, 40, 41, 42, 43, 44, 45, 35, 34, 33, 32, 31, 30, 29, 28, 27, 24 except 46=306(LC 9), 26=306(LC 10) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-05, 85mph, TCDL=4.2psf, BCDL=6.Opsf, h=25ft, Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s) 2, 38, 39, 40, 41, 42, 43, 44, 45, 46, 34, 33, 32, 31, 30, 29, 28, 27, 26, 24 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE: 12/31/2013 May 10,2013 AWARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11) before use. Design valid for use with Mitek connector plates only. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of the component rs responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng construction ts the responsibility of Inc installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabncanon, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSUTPI 1, OSB -89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Reality - Rondos .^— - ____ - -. - -' - 16721850 B1209094 B02 COMMON TRUSS 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Chris Higgins -1-b�e-o-o 6-0-8 1-4-0 11-3-4 18-8-0 6-0-8 5-2-12 5-2-12 4x4 I I 7 250 s Aug 25 2011 MTek Industries, Inc Fn May 10 1014:45 2013 Page 1 D:UmEKIcgQQf36F1gy6znYtQzudHV-sSi4cM16KcicFmuaCzcA60iwsinFYg1 t)vELzHx60 21-8-12 I 26-11-8 I 33-0-0 I -4-01 5-2-12 5-2-12 6-0-8 1-4-0 Scale = 1:58.6 18-0-0 8-7-14 8-7-14 Plate Offsets (X,Y): [2:0-4-2.0-1-8] [8.0-4-2 0-1-8],[11:0-4-0.0-3-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TP12007 18-8-0 24-4-2 33-0-0 18-0-0 7-10-2 7-10-2 8-7-14 CSI TC 0.70 BC 0.86 WB 0.71 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.21 11 >999 240 Vert(TL) -0.48 11-12 >815 180 Horz(TL) 0.16 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 127 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std REACTIONS (lb/size) 2=1467/0-5-8 (min. 0-2-7), 8=1467/0-5-8 (min. 0-2-7) Max Horz 2=70(LC 5) Max Uplift2=-124(LC 5), 8=-124(LC 6) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2871/168, 3-4=-2595/136, 4-5=-1822/123, 5-6=-1822/123, 6-7=-2595/136, 7-8=-2871/168 BOT CHORD 2-12=-157/2567, 11-12=-81/2121, 10-11=-17/2121, 8-10=-88/2567 WEBS 5-11=-27/1073, 6-11=-694/130, 6-10=0/454, 7-10=-326/119, 4-11=-694/130, 4-12=0/454, 3-12=-326/119 Structural wood sheathing directly applied or 2-7-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph, TCDL=4.2psf, BCDL=6.Opsf, h=25ft, Cat. II, Exp B, enclosed; MWFRS (low-rise) gable end zone, cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=124, 8=124. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE 12/31/2013 May 10,2013 A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11') before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on Individual web and chord members are for compression buckling only, not forbmiding stability bracing. Additional temporary restraint/ diagonal bracing to Insure stability during construction 15 the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbclndustry.com. I CONSULTING LLC Job Truss Truss Type Qty Ply Reality - Rondos — — ----' -- -- -- - '-'16721851 B1209094 B03 COMMON TRUSS 6 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Chns Higgins 1B -0-01-1-4-u 6.0-8 1-4-0 6-0-8 1 11-3-4 5-2-12 1 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri May 10 10:14:46 2013 Page 1 ID:UmEKIcgQQf36F1gy6znYlQzudHV-KeGSpi1k5w9TtwTmlh7PfEF41679H7NR5X6VaHx6N 16-6-0 1 21-8-12 26-11-8 1 32-10-6 1 5.2.12 5-2-12 5-2-12 5-10-14 4x4 11 Scale = 1:57.1 18-0-0 1 8-7-14 1 8-7-14 Plate Offsets (X.Y): 12:0-4-2.0-1-8]. [8:0-0-1.Edge]. [10:0-4-0.0-3-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TP12007 16-6-0 7-10-2 1 24-4-2 7-10-2 1 18-0-0 32-10-6 8-6-4 CSI TC 0.73 BC 0.88 WB 0.71 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.21 10 >999 240 Vert(TL) -0.47 10-11 >823 180 Horz(TL) 0.16 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 125 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 8=1359/0-5-8 (min. 0-2-4), 2=1463/0-5-8 (min. 0-2-7) Max Horz 2=78(LC 5) Max Uplift8=-75(LC 6), 2=-124(LC 5) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2863/169, 3-4=-2587/137, 4-5=-1814/125, 5-6=-1813/123, 6-7=-2574/146, 7-8=-2825/179 BOT CHORD 2-11=-166/2560, 10-11=-90/2113, 9-10=-36/2106, 8-9=-119/2533 WEBS 5-10=-28/1066, 6-10=-688/134, 6-9=0/448, 7-9=-311/123, 4-10=-694/130, 4-11=0/454, 3-11=-327/119 Structural wood sheathing directly applied or 2-6-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4)* This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) 2=124. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard HENEWAL DATE: 12/31/2013 May 10,2013 A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11') before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the busses and installer. Lateral restraint designations shown on mdmdual web and chord members are for compression buckling only, not forbuilding stability braang. Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the installer. Adddionai permanent budding stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consuh ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Reality - Rondos --- `- - --- -- - 18721852 B1209094 B04 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Chns Higgins 1 418-0.0 15-3-1 1-4-0 15-3-1 5.00 12 116-6-0I 7.250 s Aug 25 2011 MiTek Industnes, Inc. Fn May 10 10:14:47 2013 Page 1 I D: UmEKIcgQQf36F1 gy6znYlQzudH V-oggr122MsEH KU42zJOfeBRnNpWbj0jTbKIDzHx6M 33-0-0 18-I -4-0I 1-2-15 18-6-0 1-4-0 3x4 = 16 18 20 Scale = 1:59.6 3x4 = 48 47 46 18-0-0 5x8 = 45 44 43 15-3-1 3x6 = 5x8 = 40 39 38 37 36 35 34 33 33-0-0 3x4 = 18-0-0 15-3-1 17-8-15 Plate Offsets (X Y)' 118'0-2-0 Edge] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress lncr NO Code IRC2009/TP12007 CSI TC 0.22 BC 0.35 WO 0.15 (Matrix) DEFL in (loc) Vert(LL) -0.03 40-42 Vert(TL) -0.06 40-42 Horz(TL) 0.02 31 I/deft >999 >999 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 186 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 *Except* T2,T3: 2 X 6 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std OTHERS 2 X 4 HF Stud/Std BRACING TOP CHORD BOT CHORD JOINTS REACTIONS All bearings 14-9-8 except (jt=length) 2=10-11-0, 43=10-11-0, 44=10-11-0, 45=10-11-0,46=10-11-0,47=10-11-0,48=10-11-0. (Ib) - Max Horz 2=70(LC 5) Max Uplift All uplift 100 Ib or Tess at joint(s) 2, 43, 44, 45, 46, 47, 48, 39, 37, 36, 35, 34, 33, 31 except 38=-159(LC 1) Max Gray All reactions 250 Ib or less at joint(s) 44, 45, 46, 47, 37, 36, 35, 34 except 2=303(LC 1), 43=564(LC 1), 48=305(LC 9), 39=662(LC 1), 33=305(LC 10), 31=303(LC 1) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown TOP CHORD 10-43=-427/5, 10-12=-397/0, 12-14=-380/0, 14-15=-330/0, 15-17=-357/0, 17-19=-370/0, 19-22=-356/0, 22-40=410/0 BOT CHORD 42-43=0/508, 41-42=0/508, 4041=0/508 WEBS 24-39=-279/29 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceding directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 15, 12, 19 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-05, 85mph, TCDL=4.2psf, BCDL=6.Opsf, h=25ft, Cat. II, Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI t - 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s) 2, 43, 44, 45, 46, 47, 48, 39, 37, 36, 35, 34, 33, 31 except (jt=lb) 38=159. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. dbi3ltiftliF tigffI "2fvtember end fixity model was used in the analysis and design of this truss. RENEWAL DATE: 12/31/2013 May 10,2013 AWARNING - Verify design parameters and read notes on this Truss Design Drawing and included Dr,' Reference Sheet (rev. 03-11') before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an indivldual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on mdmdual web and chord members are for compression buckling only, not forouilding stability braang. Additional temporary restraint/ diagonal braang to insure stability dunng construction H the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building desgner or owner of me trusses. For general guidance regarding design responsibillties, fabncahon, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. Zit CONSULTING LLC Job Truss Truss Type Qty Ply Reality -Rondos - - ' -- -- — - - — - _ . 18721852 B1209094 B04 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015.1129, Chris Higgins 7.250 s Aug 25 2011 MITek Industnes, Inc. Fn May 10 10:14:48 2013 Page 2 ID:UmEKIcgQQf36F1gy6znYlQzudHV-G00DE03 dXPB6Ed9t6AtkfKYZwxylAikZrbZggzHx6L NOTES 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 85525PE RENEWAL DATE: 12/31/2013 May 10,2013 AWARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11) before use. Design valid for use wan MiTek connector plates only. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbullding stability bracing. Additional temporary restraint) diagonal bracing to Insure stability dunng constriction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure u the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Reality - Rondos — —. _.__ - —" -" --- 18721853 B1209094 C01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Chns Higgins -1-4-0 8-1-2 1-4-0 7.250 s Aug 25 2011 MrTek Industries, Inc. Fn May 10 10:14:48 2013 Page 1 I D: KuPHobOUzyNkvi42w0lpd6zudEU-GOODEO1dIPB6Ed9t6AtkfKWewyCl7tkZrbZggzHx6L 5-5-10 1 10-5-0 5-5-10 4-11-8 304 = 8-1-2 5-5-10 2x4 11 10-5-0 3x4 = 8-1-2 5-5-10 4-11-8 Scale = 1:32.4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TP12007 CSI TC 0.34 BC 0.27 WB 0.33 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.02 2-8 >999 240 Vert(TL) -0.06 2-8 >999 180 Horz(TL) 0.01 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 45 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std OTHERS 2 X 4 HF Stud/Std REACTIONS (lb/size) 7=418/0-5-8 (min. 0-1-8), 2=524/0-5-8 (min. 0-1-8) Max Horz 2=140(LC 5) Max Uplift7=-58(LC 5), 2=-60(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-633/0 BOT CHORD 2-8=-69/523, 7-8=-69/523 WEBS 3-7=-583/76 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-05; 85mph, TCDL=4.2psf, BCDL=6.0psf, h=25ft, Cat. II; Exp B; enclosed, MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10.2 and referenced standard ANSI/TPI 1. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE: 12/31/2013 May 10,2013 AWARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11') before use. Design valid for use with MiTek connector plates only. This design Is based only upon parameters shown, and is for an rndmdual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forburlding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability 0unng construction is the responslDAny of Inc installer. Additional permanent building stability bracing of the overall structure is the responsibildy of the building designer or owner of the trusses. For general guidance regarding design responslbllnles, fabncahon, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss ._,.. Truss Type _ _ _ ___. Qty Ply Reality - Rondos ._____ .. ______16721854 ._ 81209094 CO2 MONOPITCH TRUSS2 1 Job Reference (optional) • Pro -Budd Clackamas Truss, Clackamas,OR 97015-1129, Chns Higgins -1-4-0 8112 1-4-0 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri May 10 10:14:49 2013 Page 1 I D: KuPHobOUzyNkvi42w0Ipd6zudEU-kDybSk4cCaikNCLRph6GsthOJIRUa7unVK6N6zHx6K 5-5-10 10-5-0 5-5-10 4.11.0 2x4 II 4 5 8-1-2 5-5-10 10-5-0 8-1-2 5-5-10 4-11-8 Scale = 1:32.4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TP12007 CSI TC 0.34 BC 0.27 WB 0.33 (Matrix) DEFL in (loc) 1/defl L/d Vert(LL) -0.02 2-8 >999 240 Vert(TL) -0.06 2-8 >999 180 Horz(TL) 0.01 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 40 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std REACTIONS (lb/size) 7=418/0-5-8 (min. 0-1-8), 2=524/0-5-8 (min. 0-1-8) Max Horz 2=140(LC 5) Max Uplift7=-58(LC 5), 2=-60(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-633/0 BOT CHORD 2-8=-69/523, 7-8=-69/523 WEBS 3-7=-583/76 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-05; 85mph, TCDL=4.2psf, BCDL=6.0psf, h=25ft, Cat. II, Exp B, enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL. DATE: 12/31/2013 May 10,2013 A WARNING - Verity design parameters and read notes on mis Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and cnord members are for compression buckling only, not forouilding stability braang. Additional temporary restraint/ diagonal bracing to insure stability during construction i5 the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabncaton, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Reality -Rondos -----" '---'"" `-" — ' 18721855 B1209094 001MONOPITCH TRUSS 1 1 Job Reference (optional) • Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Cnrls Higgins I -1-4-0 8'1'2 1-4-0 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri May 10 10:14:49 2013 Page 1 ID:KuPHobOUzyNkvi42wolpd6zudEU-kDybSk4cOrX2kNCLRph6Gsti3JJaUe8unVK6N6zHx6K 8-11-8 8-11-8 Scale = 1:27.7 2x4 11 6 7 8-11-8 8-11-8 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TP12007 CSI TC 0.30 BC 0.19 WB 0.07 (Matrix) DEFL in (loc) 1/deft L/d Vert(LL) 0.00 6 n/r 180 Vert(TL) 0.00 6 n/r 180 Horz(TL) 0.00 n/a n/a Wind(LL) 0.00 6 n/r 90 PLATES GRIP MT20 185/148 Weight: 36 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std OTHERS 2 X 4 HF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 8-11-8. (Ib) - Max Horz 2=123(LC 5) Max Uplift All uplift 1001b or less at joint(s) 9, 2, 10, 11, 12 Max Gray All reactions 250 Ib or less at joint(s) 9, 10, 11 except 2=268(LC 1), 12=447(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-12=-329/117 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=4.2psf; BCDL=6.0psf, h=25ft; Cat. II, Exp B, enclosed, MWFRS (low-rise) gable end zone, cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 2, 10, 11, 12. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE: 12/31/2013 May 10,2013 WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11') before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbralding stability bracing. Additional temporary restraint/ diagonal bracing to Insure stability Ounng construction *the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. I CONSULTING uc Job Truss Truss Type Qty Ply Reality -Rondos _ _. _ _ . _- __ _. 18721858 B1209094 D02 MONO TRUSS 12 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Chris Higgins 1 -1-4-0 8-11 1-4-0 7.250 s Aug 25 2011 MiTek Industries, Inc. Fd May 10 10:14:50 2013 Page 1 ID:KuPHobOUzyNkvi42w0Ipd6zudEU-CPVzf4V9fvMXnY XCLp4PuojfZ03A1094gvYzHx6J 4-7-2 8-11-8 4-7-2 4-4-6 2x4 11 4 5 8-1-2 1 4-7-2 8-11-8 3x4 = 8-1-2 4-7-2 4.4-8 1 Scale = 1:29.4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0.24 BC 0.21 WB 0.21 (Matrix) DEFL in (loc) 1/deft L/d Vert(LL) -0.01 2-8 >999 240 Vert(TL) -0.04 2-8 >999 180 Horz(TL) 0.01 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 34 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std REACTIONS (lb/size) 2=464/0-5-8 (min. 0-1-8), 7=355/0-5-8 (min. 0-1-8) Max Horz 2=123(LC 5) Max Uplift2=-59(LC 5), 7=-49(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-536/0 BOT CHORD 2-8=-55/440, 7-8=-55/440 WEBS 3-7=-488/61 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind. ASCE 7-05, 85mph, TCDL=4.2psf, BCDL=6.0psf, h=25ft, Cat. II, Exp B; enclosed, MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 7. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE: 12/31/2013 May 10,2013 AWARNING - Verify design parameters and read notes on this Truss Design Drawing and included orJ Reference Sheet (rev. 03-11) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an inaiwdual building component. Applicability of desgn parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on Individual web and chord members are for compression buckling only, not fomalldrng stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibnies, fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. Zit CONSULTING LLC Job "- - Truss Truss Type Qty Ply Reality - Rondos - -- — -- --- - 16721857 81209094 E01 GABLE 1 1 Job Reference (optional) • Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Chris Higgins -1-4-0 18-0-0 0 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri May 10 10:14:51 2013 Page 1 ID:UmEKIcgQOf36F1 gy6znYIQzudH V-gb3LtQ5swSnmzhMkYEjaMHy3y7?4yZuAFppDR_zHx61 4-9-8 8-2-8 1-4-0 5.00 1y 4-9-8 2x4 11 3 3x4 = 2x4 11 5 3-5-0 6 4x4 3x4 = 18-0-0 9 8 2x4 11 2x4 11 8-2-8 3x8 11 8-2-8 Scale = 1:19.2 Plate Offsets (X.Y): [2:0-1-14.0-0-2] [4:0-2-0 Edge] [7.0-6-2.0-0-8] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0.21 BC 0.13 WB 0.05 (Matrix) DEFL in (loc) I/deft Vert(LL) 0.00 1 n/r Vert(TL) 0.01 1 n/r Horz(TL) -0.00 7 n/a Wind(LL) -0.01 1 n/r L/d 180 180 n/a 90 PLATES GRIP MT20 185/148 Weight: 28 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std SLIDER Right 2 X 6 HF No.2 1-8-1 REACTIONS All bearings 8-2-8. (Ib) - Max Horz 2=37(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 2, 7, 9, 8 Max Gray All reactions 250 Ib or less at joint(s) 2, 7, 8 except 9=343(LC 9) FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown. WEBS 3-9=-263/82 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05, 85mph, TCDL=4.2psf, BCDL=6.0psf, h=25ft, Cat. 11, Exp B, enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 7, 9, 8. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE: 12/31/2013 May 10,2013 A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11') before use. Design valid for use with MiTek connector plates only. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of the component is responsibility of building designer or owner of the trusses and Installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not fommlding stability bracing. Additional temporary restraint/ diagonal bracing to Insure stability during construction *the responsibility Of the Installer. Additional permanent building stability bracing Of the Overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consutt ANSUTPI 1, DSB-89 and SCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Reality - Rondos -- ' . - --- - ---'--- '---- - 18721858 .-- 81209094 502 COMMON 2 1 Job Reference (optional) g Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Chris Higgins 1 -1-4-0 18-0-0 1-4-0 7.250 s Aug 25 2011 MiTek Industries, Inc. Fn May 10 10:14:51 2013 Page 1 ID:UmEKIcgQQf36F1gy6znYlQzudHV-gb3LtQ5swSnmzhMkYEjaMHyln7 rvY-tAFppDR zHx61 4-9-8 I 8-2-8 4-9-8 3-5-0 4x4 11 3 4-9-8 8-2-8 4-9-8 3-5-0 Scale = 1:18.2 Plate Offsets (X.Y): [2:0-1 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 -14.0-0-2].[5:0-6-2.0-0-8] SPACING 2-0-0 Plates Increase 1.15 Lumber lncrease 1.15 Rep Stress Incr NO Code IRC2009/TP12007 CSI TC 0.35 BC 0.21 WB 0.09 (Matrix) DEFL in (loc) Vert(LL) -0.02 2-6 Vert(TL) -0.05 2-6 Horz(TL) 0.01 5 1/deft >999 >999 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 27 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std SLIDER Right 2 X 6 HF No.2 1-10-11 REACTIONS (Ib/size) 2=445/0-5-8 (min. 0-1-8), 5=325/0-5-8 (min. 0-1-8) Max Horz 2=37(LC 5) Max Uplift2=-73(LC 5), 5=-14(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-420/8, 3-4=-350/6, 4-5=-427/1 BOT CHORD 2-6=0/323, 5-6=0/323 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-05, 85mph, TCDL=4.2psf; BCDL=6.0psf, h=25ft, Cat. II, Exp B; enclosed, MWFRS (low-rise) gable end zone, cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE: 12/31/2013 May 10,2013 A WARNING - Verily design parameters ane read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and Installer. Lateral restraint designations shown on individual web ane chord members are for compression buckling only, not forbuiiding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsisMy of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibiltues, fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Reality - Rondos " - —___ - —_. --" - 16721859 B1209094 F01 GABLE 1 1 Job Reference (optional) P Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Chris Higgins 8.1.2 5-2-0 7.250 s Aug 25 2011 MiTek Industries, Inc. Fd May 10 10:14:52 2013 Page 1 ID: UmEKIcgQQf36F1 gy6znYlQzudH V-8odj416Vhmwdbrxw6yEpu W GJXM7hOOKUTZnzRzHx6H 10-4-0 5-2-0 3x4 = 5-2-0 3x4 = 8-1-2 11 2x4 11 10 2x4 11 2x4 1 10-4-0 8 2x4 11 3x4 = 10-4-0 Scale = 1:19.7 Plate Offsets (X.Y): [4.0-2-0 Edge] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0.11 BC 0.08 WB 0.04 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 32 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib) - BRACING TOP CHORD BOT CHORD All bearings 10-4-0. Max Harz 1=18(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1, 7, 11, 8 Max Gray All reactions 250 Ib or less at joint(s) 1, 7, 10, 9 except 11=273(LC 9), 8=273(LC 10) FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSITTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7, 11, 8. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/ TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE: 12/31/2013 May 10,2013 AWARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11') before use. Design valid for use witn MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designation shown on individual weD and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction Is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safely Information) available front SBCA at www.sbcindustry.com. CONSULTING LLC • Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Chris Higgins Job _ Truss __ Truss Type .___ _ Qty _-._--_ Ply Reality - Rondos ___ 16721860 81209094 001 GABLE 2 1 Job Reference (optional) 18-0-0 3-0-0 7.250 s Aug 25 2011 MiTek Industnes, Inc. Fri May 10 10:14:53 2013 Page 1 I D: UmEKIcgQQf36F 1 gy6znYlQzudHV-d_B6H577S42 UD?W6gf12Ri 1 RRxjwQTmTi7I KWtzHx6G 6.0.0 3-0-0 5.00 Fr 2x4 II 2 3x4 = 4 2x4 II 3-0-0 5 � I$ 3x4 = 18-0-0 2x4 II 7 8-0-0 2x4 11 6 3x4 = 8-0-0 Scale = 1:13.6 Plate Offsets (X.Y): [3:0-2-0 Edge] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TP12007 CSI TC 0.08 BC 0.04 WB 0.03 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 6-0-0. (Ib)- Max Horz 1=11(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 7, 6 Max Gray All reactions 250 Ib or less at joint(s) 1, 5, 7, 6 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bradng. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph, TCDL=4.2psf, BCDL=6.0psf, h=25ft, Cat. II, Exp B, enclosed, MWFRS (low-rise) gable end zone, cantilever left and tight exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified budding designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 7, 6. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE 12/31/2013 May 10,2013 A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11) before use. Design void for use with Milek connector plates only. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and Installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability braang. Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the Installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of toe trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consua ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING u.c • • Pro -Build Clackamas Truss, Clackamas,OR 97015-1129, Chris Higgins Job Truss Truss Type __ _ - —. . Qty Ply Reality -Rondos --- --18721881 81209094 H01 GABLE 1 1 Job Reference (optional) • 8-1-2 15-11-5 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri May 10 10:14:54 2013 Page 1 ID:UmEKIcgQQf36F1 gy6znYlQzudHV-5AIUVR8IDNAKg95JDMHHzwaVIKj9vtdxn2t2JzHx6F 31-10-10 15-11.5 4x4 11 2.50 12 15-11-5 Scale = 1:52.4 8-1-2 1 3x4 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x6 = 31-10-10 3x4 31-10-10 LOADING (psi) TCLL 25.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0.56 BC 0.32 WB 0.10 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 15 n/a n/a PLATES GRIP MT20 185/148 Weight: 101 Ib FT = 10% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std BRACING TOP CHORD BOT CHORD REACTIONS All bearings 31-10-10. (Ib) - Max Horz 1=31(LC 3) Max Uplift All uplift 1001b or less at joint(s) 1, 15, 23, 25, 26, 27, 29, 21, 20, 19, 18, 16 except 28=-320(LC 9), 17=-320(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 1, 15, 22, 23, 25, 26, 27, 28, 21, 20, 19, 18, 17 except 29=744(LC 9), 16=744(LC 10) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-29=-507/140, 14-16=-507/140 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 15, 23, 25, 26, 27, 29, 21, 20, 19, 18, 16 except (jt=lb) 28=320, 17=320. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard RENEWAL DATE: 12/31/2013 May 10,2013 A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11') before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not fommiding stability bracing. Additional temporary restraint/ diagonal braang to Insure stability dunng construction is the responsibility of Inc Installer. Additional permanent budding stability bracing of the overall structure is the responsibility of the budding designer or owner of the trusses. For general guidance regarding design responsibilities, tabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSITTPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Symbols PLATE LOCATION AND ORIENTATION �" Center plate on joint unless x, y 1 4 indicated.I Numbering 6-4-8 System dimensions shown in ft -in -sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative T,1, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with OTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unlessx expressly thi s design is not applicable for use with fire retardant, preservative r green noted, 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirement 12. Lumber used shall be of the spedes and size, and in all respects, equal to or better than that 13. Top chords must be sheathed or purlins provided at sparing indicated on design. 14. Bottom chords require lateral bracing at 10 R spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and Toad vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone snotsuffident 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21. Unless information is otherwise provided to DrJ in writing, the use of these designs presumes approval, through the building designer or owner of the trusses, of the loads and related design assumptions (e.g. spans, profiles, deflection, etc.) found on each of the individual design drawings. 22. These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI.82 or using proprietary methods (e.g. Stabilizer, etc.). 24. Sheathing applied in the plane of the truss is not considered in the design of the individual truss component unless specifically noted. 25. Graphical puriin representation, if shown, does not depict the size or orientation of the purlin along the top and/or bottom chord. Purlins must be designed by others for size, and positioned in such a way as to support the imposed load along the clearspan of the pudin. 26. Due to the lateral thrust developed by scissor type trusses, if scissor type trusses are part of this design, careful consideration should be given to bearing wall conditions. Bearing walls of scissor type trusses should be designed in such a manner that the walls will safely withstand the lateral forces of the trusses. Consideration of these items is not a part of this buss design and is not the responsibility of the truss plate supplier, the truss designer, nor the truss fabncator. Competent professional advice should be secured relative to these items. 27. The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. Design values (E, Enin, Fb, Fc, Fcp, Ft, and Fv) for solid sawn lumber and approved, grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition ofANSI/TPI1Section 6.3. offsets are r�� Dimensions are in ft -in -sixteenths. 1 TOP CHORDS (Drawings not to scale) I 2 3 ( li� and Apply platesfullyembed to both sidesteeth. of truss 0'1/1 G TOP CHORD Ilk%4 p O ' ■ _� For 4 x 2 orientation, locate plates 0 '46" from outside edge of truss.O This symbol indicates the C7-8 C6-7 C5-6 ,treated, BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR 131 1, ESR 1352, ER 5243, 96048, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER -3907, 9432A ©2011 DrJ Consulting, LLC All Rights Reserved required direction of slots In * PLATE LATERAL BEARING I I Plate location software SIZE 4 x /� . II 4=0 connector Or plates. details available in MiTek 20/20 or upon request. The first dimension is the plate width measured perpendicular 4 to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or proprietay bracing (e.g. eliminator) if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. DrJ Consulting, LLC 6300 Enterprise Lane `/ Madison, WI 53719 CONSULTING LLC Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Paneling, Installing & Bracing offMetal Plate Connected Wood Trusses. • 4 d Prescriptive Energy Code Compliance for Single Family and Duplex Housing: Zone 1 Project Information Alex Rondos 122(4.45th Ave. S. Tukwila, WA 98178 Parcel no. 017900 - Contact Information Alex Rondos 206-762-1697 10816 -42nd Ave. SW Seattle, WA 98146 This set of forms has been developed to assist permit applicants documenting compliance witLtPe.. Washington State Energy Code, (2009 edition). This set is for structures built under the IRC and lo in Climate Zone 1. The following forms provide much of the required documentation for plan review. The details noere must also be shown on the drawings (WSEC 104.2). This form is not a substitute for the energy code Itself. To obtain a copy of the energy code, go to the following web address. http://www.energy.wsu.edu/code Option Glazing In Area : % of Floor Glazing U -Factor Door U -Factor 2 Ceiling Vaulted 3 Ceiling' WaIl12 Above Grade Wall. Me Below Grade Wall. ext4 Below Grade S Floor Slab6 on Grade Vertical Overhead'' Super -Efficient Building Envelope 3 4a Air Leakage Control and Efficient Ventilation 4b Additional Air Leakage Control and Efficient Ventilation R-49 or Efficient Water Heating R-21 R-21 6 Small Dwelling Unit R-10 1 13% 0.34 0.50 0.20 R-38 Adv. R-38 7 Int TB R -I0 R-30 2' R-49 or R-21 R-21 R-10 Q Ii 25% 0.32 0.50 0.20 R-38 R -38R-10 R-30 2' Adv. R-49 or R-21 R-21 R-10 O 111 Unlimited 0.30 0.50 0.20 R-38 R-38 Lrt TB R-10 R-30 2' Adv. See WSEC table 6-1 for footnotes Glazing Schedule Attached to Document ❑ and doors meet maximum U -factor. Alternate heating size method subsi 0 Option I or II, Glazing to floor area limit (WSEC 602.7.2) ❑ Area weighted window, skylight or door U -factor (WSEC 602.7.2) Does not apply. (SEE INSTRUCTIONS) UsinR Prescriptive Option III. All glizin EVIEWED FOR E COMPLIANCE APPROVED JUL 0 2 2013 ❑ As part of the heating system sizing calculation (IRC M1401.3 & WSEC !03.2.2) City of Tukwila BUILDING DIVISION Radiant slab: 0 R-10 foam insulation, continuous with thermal break (WSEC 502.1.4.9) Chapter 9 Options Total of 1 Credit Required Opt. Opt. Description la High Efficiency HVAC Equipment 1 1 b High Efficiency HVAC Equipment 2 lc High Efficiency HVAC Equipment 3 2. High Efficiency HVAC Distribution System 3a Efficient Building Envelope 1 3b Efficient Building Envelope 2 3c Super -Efficient Building Envelope 3 4a Air Leakage Control and Efficient Ventilation 4b Additional Air Leakage Control and Efficient Ventilation 5a Efficient Water Heating 5b High Effieciency Water Heating 6 Small Dwelling Unit 7 Large Dwelling Unit 8 Renewable Electric Energy RECEIVED CITY OF TUKWILA MAR 13 2013 PERMIT CENTER *1200 kwh 1.5 Total Credits 1.50 WSEC Prescriptive Worksheet (2010 edition) Zone 1 ID2, WSUEEP10-010 Copyright 2010 TABLE 9-1 ENERGY CREDITS (DEBiTS1 OPTION DESCRIPTION CREDIT(S1 la HIGH EFFICIENCY HVAC EQUIPMENT 1: 1 Gas, propane or oil -fired furnace or boiler with minimum AFUE of 92%, or Air -source heat pump with minimum HSPF of 8.5. lb HIGH EFFICIENCY HVAC EQUIPMENT 2: 2 Closed-loop ground source heat pump; with a tnininuim COP of 3.3. l c HIGH EFFICIENCY HVAC EQUIPMENT 3: 1 DUCTLESS SPLIT SYSTEM HEAT PUMPS. ZONAL CONTROL: In home where the primary space heating system is zonal electric heating, a ductless heat pump system shall be installed and provide heating to at least one zone of the housing unit. 2 HIGH EFFICIENCY HVAC DISTRIBUTION 1 All heating and cooling system components installed inside the conditioned space. All combustion equipment shall be direct vent or sealed combustion. Locating system components in conditioned crawl spaces is not permitted under this option. Electric resistance heat is not permitted under this option. Direct combustion heating equipment with AFUE less than 80% is not permitted under this option. 3a EFFICIENT BUILDING ENVELOPE 1: 0.5 Prescriptive compliance is based on Table 6-1, Option 111 with the following modifications: Window U ._ .28 floor R- 38, slab on grade R-10 fill, below grade slab R-10 full. or Component performance compliance: Reduce the Target UA from Table 5-1 by 5%, as determined using EQUATION 1. 3b EFFICIENT BUILDING ENVELOPE 2: 1 Prescriptive compliance is based on Table 6-1, Option III with the following modifications: Window U .= .25 and wall R-21 plus R-4 and R-38 floor, slab on grade R-10 full, below grade slab R-10 full, and R-21 plus R-5 below grade basement walls. or Component performance compliance: Reduce the Target UA from Table 5.1 by 15%, as determined using EQUATION 1. 3c SUPER -EFFICIENT BUILDING ENVELOPE 3: WSEC Prescriptive Worksheet (2010 Edition) WSUEPIO-010 Copyright 2010 WSEC Prescriptive Worksheet (2010 Edition) WSUEPI 0-010 Copyright 2010 Prescriptive compliance is based on Table 6-1, Option III with the following modifications: Window U ._ .22 and wall R-21 plus R-12 and R-38 floor, slab on grade R-10 full, below grade slab R-10 full and R-21 plus R-12 below grade basement walls and R-49 advanced ceiling and vault. or Component performance compliance: Reduce the Target UA from Table 5.1 by 30%, as determined using EQUATION 1. 2 4a AIR LEAKAGE CONTROL AND EFFICIENT 0.5 Envelope leakage reduced to SLA of 0.00020 building envelope tightness shall be considered acceptable when tested air leakage is Tess than specific leakage area of 0.00020 when tested with a blower door at a pressure difference of 50 PA. Testing shall occur after rough in and after installation of penetrations of the. building envelope, including penetrations for utilities, plumbing, electrical, ventilation, and combustion appliances. an(I All whole house ventilation requirements as determined by Section M1508 of the Washington State Residential Code shall be met with a heat recovery ventilation system in accordance with Section M 1508.7 of that Code. 4b ADDITIONAL AIR LEAKAGE CONTROL AND j EFFICIENT VENTILATION: Envelope leakage reduced to SLA of 0.00015 building envelope tightness shall be considered acceptable when tested air leakage is less than specific leakage area of 0.00015 when tested with a blower door at a pressure difference of 50 PA. Testing shall occur after rough in and after installation of penetrations of the building envelope, including penetrations for utilities, plumbing, electrical, ventilation, and combustion appliances. and All whole house ventilation requirements as determined by Section M1508 of the Washington State Residential Code shall be met with a heat recovery ventilation system in accordance with Section M1508.7 of that Code. 5a EFFICIENT WATER HEATING:' 0.5 Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF of 0.62. or Electric Water Heater with a minimum EF of .93. and for both cases All showerhead and kitchen sink faucets installed in the house shall meet be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less.2 5b HIGH EFFICIENCY WATER HEATING:' Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF of 0.82. or WSEC Prescriptive Worksheet (2010 Edition) WSUEPI 0-010 Copyright 2010 Footnotes: 1. Interior Duct Placement: Ducts included as Option 2 of Table 9-1 shall be placed wholly within the heated envelope of the housing unit. The placement shall be inspected and certified to receive the credits associated with this option. EXCEPTION: Ducts complying with this section may have up to 5% of the total linear feet of ducts located in the exterior cavities or buffer spaces of the dwelling. if this exception is used the ducts will be tested to the following standards: Post -construction test: Leakage to outdoors shall be less than or equal to 1 CFM per 100 112 of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. WSEC Prescriptive Worksheet (2010 Edition) WSUEP10-010 Copyright 2010 Solar water heating supplementing a minimum standard water heater. Solar water heating will provide a rated minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation (SRCC) Annual Performance of 0G-300 Certified Solar Water Heating Systems. 1.5 or Electric heat pump water heater with a minimtun EF of 2.0. 6 `` _ ' ' 1 • DWELLiN • • Dwelling units less than 1500 square feet in floor area with less than 300 square feet of window .+ door area. Additions to existing building that are Tess than 750 square feet of heated floor area. 7 LARGE DWELLING UNIT 1:1 _1 Dwelling units exceeding 5000 square feet of floor area shall be assessed a deduction for purposes of complying with Section 901 of this Code. $ RENEWABLE ELECTRIC ENERGY: 0.5 For each 1200 kWh of electrical generation provided annually by on-site wind or solar equipment a 0.5 credit shall be allowed, up to 3 credits. Generation shall be calculated as follows: For solar electric systems, the design shall be demonstrated to meet this requirement using the National Renewable Energy Laboratory calculator PVWATTs. Documentation noting solar access shall be included on the plans. For wind generation projects designs shall document annual power generation based on the following factors: The wind turbine power curve; average annual wind speed at the site; frequency distribution of the wind speed at the site and height of the tower. Footnotes: 1. Interior Duct Placement: Ducts included as Option 2 of Table 9-1 shall be placed wholly within the heated envelope of the housing unit. The placement shall be inspected and certified to receive the credits associated with this option. EXCEPTION: Ducts complying with this section may have up to 5% of the total linear feet of ducts located in the exterior cavities or buffer spaces of the dwelling. if this exception is used the ducts will be tested to the following standards: Post -construction test: Leakage to outdoors shall be less than or equal to 1 CFM per 100 112 of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. WSEC Prescriptive Worksheet (2010 Edition) WSUEP10-010 Copyright 2010 , Glazing Schedule Project Information Alex Rondos 12202 -45th Ave. S. Tukwila, WA 98178 Parcel no. 017900-0690 Conditioned Floor Area Sum of All Glazing Areas From Below Glazing to Floor Area Ratio Exterior Doors Plan Component ID Description Contact Information Alex Rondos 206-762-1697 10816 -42nd Ave. SW Seattle, WA 98146 1852 197 10.65% Sum of UA for Heating System Sizing 602.7.2 Exception Ratio (not to exceed 1%) 67.2 Door Percent Width Height Glazing Door Door Ref. U -factor Glazed Qt. Feet Inch Feet inch Area Area UA 0.20 1 3 6 8 20.0 4.0 One Exempt Swinging Door < 24 Square Feet 0.20 1 3 6 8 20.0 4.0 Sum of Glazing Area, Door Area, and UA (do not include exempt door) Area Weighted U = UA/Area Sum of Area and UA for Heating system size only (include exempt door) Vertical Glazing (Windows, Glazed doors using Exception 602.6111) Plan Component Glazing ID Description Ref. U -factor Empire Pacific vinyl windows 0.30 0.30 0.30 0.30 0.30 0.30 WSEC Prescriptive Worksheet (2010 Edition) 20.0 4.0 0.20 40.0 8.0 Width Height Glazing Qt. Feet Inch Feet tech 2 2 5 1 4 3 8 5 5 4 1 5 5 1 5 6 10 1 4 1 Sum of Area and UA Area Weighted U = UA/Area Area UA 20.0 6.00 14.0 4.20 100.0 30.00 25.0 7.50 34.2 10.25 4.0 1.20 197.2 59.15 0.30 WSUEEP10-010 Copyright 2010 Overhead Glazing Plan Component ID Description Glazing Ref. U Doube Glazed Garden Windows Section 602.7.2 Exception Pian ID Component Description Width Height Qt. Feet Inch Feet inch Sum of Area and UA Area Weighted U = UA/Area Width Height Qt. Feet Inch Feet Inch Sum of Area Sum of Area X 3 (This total is automatically included in the glazing area total.) Glazing UA for Heating System Size Only = Area X 0.63 WSEC Prescriptive Worksheet (2010 Edition) Area UA Area UA WSUEEPIO-010 Copyright 2010 Simple Heating System Size: Climate Zone 1 ' .Project Information Alex Rondos 12202 -45th Ave. S. Tukwila, WA 98178 Parcel no. 017900-0690 Indoor Design Temperature Outdoor Design Temperature Design Temperature Difference (AT) AT = Indoor - Outdoor Design Temp Conditioned Floor Area Conditioned Volume Glazing Copy Sum of UA from Glazing Schedule Attic U -Factor X 0.027 0.026 R-49 R-38 Advanced Single Rafter or Joist Vaulted Ceilings U -Factor X Area 0.027 R-38 Vented 70 24 46 1852 14816 67 Area 1099 Above Grade Walls R-21 U -Factor X Area 0.056 1996 Floors U -Factor X Area R-30 0.029 Below Grade Walls 2' Depth 3.5' Depth 7' Depth U -Factor X Walls 0.042 Walls 0.041 Walls 0.037 Slab Below Grade 2' Depth 3.5' Depth 7' Depth F -Factor X 0.59 0.64 0.57 Slab on Grade F -Factor X R-10 2' perimeter 0.54 R-10 Full - Heated 0.55 Sum of UA Envelope Heat Load Sum ofUAXAT Air Leakage Heat Load ((Volume X 0.6) X AT) X .018)) Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load If ducts are located in unconditioned space: Sum of Building Heat Loss X 1.15 If ducts are located in conditioned space: Sum of Building Heat Loss X 1 1292 Area Len 9 th Len th 1 Contact Information Alex Rondos 206-762-1697 10816 -42nd Ave. SW Seattle, WA 98146 UA 29.7 UA UA 111.8 UA 37.5 UA UA = UA 246 11319 7361 18680 18680 Maximum Heat Equipment Output Building and Duct Heat Loss X 1.50 WSEC Prescriptive Worksheet (2010 Edition) 150% 28020 Btu / Hour Btu / Hour Btu / Hour Btu / Hour Btu / Hour WSUEEP10-010 Copyright 2010 t:SM3 \KIA PR st\N 4-cC c17 \-1 ALr OCC. C(.1z ‘(_ Usk r • z,-) 4:19k.k Cra < :RD 4(r) ZA S 1- c:..e..v.;-r) C\o4 <ow, P)rY.C31Y, TQ e 12.6 -ra\ C C -°')Nr -';72.Q it4,\91* FLp 11-1Sz ez7r•-•=c-.NNrs%6.) 0e37,''T`kcIA —c -FA rd&yelV ) RECEIVErl AU6 20 2013 TuKkenu,k PUBLIC WORK' 0 -17Q. -rht. eA-r-1 Or. P R:7 rrN471-1- yr.\ P"ONIR c_t 7 4-1 7k 2,--) Vs.) iva INgs 1"‘ aa cv.:205 Y'FZ'CT.) 1:4 • D I 3- 09 EZZI i4ReP 4,-Q_=-vorJ • \--1 A c...q e.C14:1 CbSOCc l/2 'c -OP)" U -S" -Ne- \G, ior) e.-13scyrc ) 1-7-‘ \ V1cON 'TO cl <\) N> 1Fc'r?"12 O2. 12s, /"\-•\ i"...\r)svc:3YYN 1 caA arS 1 -TA '1 --T—pra&iszv4 ) RECEIVE -1 A116 20 413 TUKVviu-, PUBLIC WORK: Jt 1 1 1 0 , mA 47%, -17-Q ) C)•°•?/ rf: 1 V -N PVDN4 NC -t e_s* 2-1 ;: • e-- vss) \ • LAP\-) -1 Th _ 1 1 J riI ES271 \t -i PR --mr;CQj s <4' L-c(--fs71.1 \--1 A feswz"A G\o so rrern e. -010)• Us -4 o:ra ?D‘or) 6-13 sort e "1- Tkfv\e_, ) 'esz, t.f>\ 1 \Nen 24.. T -t) 4.\\31%, L P RECEIVED AU6 2 0 2013 TUKVVILet PUBLIC WORKS I • 0 PN P-'0\hz) N \tr-Nr.:41,\ v..1Z4r. ..„„f •1Lf TQS 7bi 3--ol a August 20, 2013 Alex & Sam Rondos 10816 42 Ave SW Seattle, WA 98146 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Extension Development Permit D13-092 Rondos Residence —12216 45 Av S Dear Mr. Rondos, This letter is in response to your written request for an extension to Permit Application Number D13-092. This extension is no longer required since the permit was issued on August 12, 2013. At the time of permit issuance a new expiration date was granted. At this time the permit expiration date is set as February 8, 2014. Please keep in mind that future inspections conducted by the City of Tukwila inspectors will automatically extend the permits 180 days (approximately six months). If you should have any questions, please contact our office at (206) 431-3670. Sincerely, VrAM shall ician File: Permit No. D13-092 W:\Permit Center\Extension Letters\D13-092 Exp Info Only.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 August 6, 2013 Building Official Permit Center City of Tukwila 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 RE: REQUEST FOR EXTENSION Permit Application No. D13-092 RONDOS RESIDENCE, LOT C 12216 45th Avenue So., Tukwila I received your letter dated August 1, 2013 indicating that my above referenced permit application will expire on September 9, 2013. Please consider this letter my request for an extension to the permit application which is needed to conclude the contractor bids for the utilities, the bonding requirements, and nailing down a start and ending date on their schedule (without getting too close to the permit expiration). I would appreciate your extending my permit application. Sincerely, Sam N. Rondos Alex Rondos 10816 42nd Avenue SW Seattle, WA 98146 nmi 416 4,1r8 16o /1q/2t9I3 CRY OF ti,i,:, p° .a AUG 0 6 2013 PERMIT CENTEI? 08-01-2013 City of Tukwila Jim Ilagerton, Mayor Department of Community Development Jack Pace, Director ALEX RONDOS 1081642 AV SW SEATTLE WA 98146 RE: Permit Application No. D13-092 RONDOS RESIDENCE, LOT C 12216 45 AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 03/13/2013, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 09/09/2013. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D13-092 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fav 206-431-3665 June 12, 2013 Alex Rondos 10816 42 Ave SW Seattle, WA 98146 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Incomplete Letter #1 to Correction Letter #2 Development Permit Application Number D13-092 Rondos Residence —12216 45 Ave S Dear Mr. Rondos, This letter is to inform you that your response to Correction Letter #2 received at the City of Tukwila Permit Center on June 10, 2013 is determined to be incomplete. Before your application can continue the plan review process the attached/following items from the following department(s) need(s) to be addressed: Building Department: Allen Johannessen at 206 433-7163 if you have any questions regarding the attached comments. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431-3670. Sincerely, PAM Jtennifer arsh 11 Permit Te hni-ctt n \J File No. 1313-092 W: (Permit CenterlIncomplete Letters120131D13-092 Inc Letter #1 to Corr Ltr #2.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Tukwila Building Division Allen Johannessen, Plan Examiner Determination of Completeness Memo Date: June 11, 2013 Project Name: Rondos Residence Permit #: D13-092 Plan Review: Allen Johannessen, Plans Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. Items # 1 & 2 have not been addressed from previous review memo. Please provide the information as requested. 1. The revised site plans submitted are not consistent with size dimensions of the house plans and setbacks are different on each site plan sheet. The property line dimensions also do not show consistency. Some information has also changed or has been removed from previous site plans submitted. If there are changes to plans please cloud those changes or make reference to the changes for clarification and to reduce confusion during plan review. Please provide site plans that are all consistent with all property lines, setbacks and dimensions specified of the building plan design. 2. Previous memo indicated "The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems... ". The site plan submitted for roof and footing drains appear to show both drains connected at the house. Specific details are not shown for foundation footing drains. Provide a specific detail for the foundation drain perforated pipe with the gravel shown around the pipe at the footing with filter fabric as specified per code. Show the foundation drain pipe extended separate of the roof drains to a distance away from the house to where it shall connect to the dispersion pit or catch basin drainage system. The elevation of the footing drain details shall demonstrate that water shall not be capable of backing up into the footing drain at the foundation. This also means the designed height elevation of the building foundation and finish floor shall be such to allow for foundation drainage. Should there be questions concerning the above requirements, contact the Building Division at 206-431-3670. No further comments at this time. June 5, 2013 Alex Rondos 1081642AvSW Seattle, WA 98146 1 City of Tukwila Jim Haggerton, Mayor Department of Coiiliilun ty Development Jack Pace, Director RE: Correction Letter #2 Development Permit Application Number D13-092 Rondos Residence —12216 45 Av S Dear Mr. Rondos, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Departments. At this time the Fire, planning, and Public Works Departments have no comments. Please contact the appropriate individual if you have questions regarding the attached memo. Building Department: Allen Johannessen at 206 433-7163 Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431-3670. Sincerely, cj1 er ar P it T: hr File No. D13-092 all ian ciao W:IPermit CenterlCorrection Letters120/31D13-092 Correction Letter #2.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Project Name: Rondos Residence Permit #: D13-092 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. 1. The revised site plans submitted are not consistent with size dimensions of the house plans and setbacks are different on each site plan sheet. The property line dimensions also do not show consistency. Some information has also changed or has been removed from previous site plans submitted. If there are changes to plans please cloud those changes or make reference to the changes for clarification and to reduce confusion during plan review. Please provide site plans that are all consistent with all property lines, setbacks and dimensions specified of the building plan design. 2. Previous memo indicated "The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems... ". The site plan submitted for roof and footing drains appear to show both drains connected at the house. Specific details are not shown for foundation footing drains. Provide a specific detail for the foundation drain perforated pipe with the gravel shown around the pipe at the footing with filter fabric as specified per code. Show the foundation drain pipe extended separate of the roof drains to a distance away from the house to where it shall connect to the dispersion pit or catch basin drainage system. The elevation of the footing drain details shall demonstrate that water shall not be capable of backing up into the footing drain at the foundation. This also means the designed height elevation of the building foundation and finish floor shall be such to allow for foundation drainage. 3. Previous memo specified "Framing cross sections specify R-38 insulation. R-38 insulation is now allowed in advanced roof framing only." The detail still shows R-38. Revise plan per request to meet energy code specifying R-49 insulation in the attic. Also specify insulation baffles around the roofs perimeter. It is not necessary to submit the entire set, only the revised sheet. (2009 WSEC Table 6-1) Should there be questions concerning the above requirements, contact the Building Division at 206-431-3670. No further comments at this time. 1 Hodge engineering inc. 9 J RE: 12202 45th Avenue South Reality Homes Plan Review To Whom It May Concern: • 5/10/2013 Letter #12.0537A I have provided the lateral load engineering for the Rondos Residence being built by Reality Homes located at 12202 45th Ave S Tukwila Washington. The items listed below are in response to a City of Tukwila plan review dated April 12th 2013. Items not addressed are to be completed by others. 1. Sheet 5 of 8 shows a 4:12 roof pitch. City code requires a minimum 5:12. Update plans to meet the minimum roof pitch requirement. Due to this modification the designer has revised egress window locations on the upper floor. In response I have revised my original lateral load engineering. Please replace my previous engineering sheets with the new engineering sheets dated 5/10/2013. Please coptactmei ith any questions regarding this project. 5/10/29 Letter C John h_ 37886 9ge� .n PRES: 121101(3 CI7-� �F T1 VE0 UKWIL4 MAY 11 ?013 PERMIT CENTER ThisJetter<is o'rofessiona opinion of the engineer of record and regards his engineering only. This letter doet not -Ile t e buil�'� de�r�to d's gard Code requirements. Any schedule or cost impact is the responsibility The Bui ding Inspector, not the engineer, has the final authority to allow field ans. 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 April 26, 2013 Alex Rondos 10816 42 Ave SW Seattle, WA 98146 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Incomplete Letter #1 to Correction Letter #1 Development Permit Application Number D13-092 Rondos Residence — 12216 45 Ave S Dear Mr. Rondos, This letter is to inform you that your response to Correction Letter #1 received at the City of Tukwila Permit Center on April 24, 2013 is determined to be incomplete. Before your application can continue the plan review process the attached/following items from the following department(s) need(s) to be addressed: Planning Department: Brandon Miles at 206 431-3684 if you have any questions regarding the attached comments. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431-3670. File No. D13-092 W: (Permit Centerllncomplete Letters120131D13-092 Inc Letter #1 to Corr Ltr #1.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 DATE: PROJECT NAME: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS April 25, 2013 Rondos Residence D13-092, Correction #2 12216 45th Ave S LDR CORRECTION LETTER #2 The Planning Division of DCD has reviewed the above permit application. The permit application cannot be approved. 1. The single family building permit was submitted to the City on March 13, 2013. On March 29, 2013, the Planning Division provided a memo to the Permit Center that stated: "Sheet 5 of 8 shows a 4:15 roof pitch. City Code requires a minimum roof pitch of 5:12. Update the plans to meet the minimum roof pitch requirement." On April 12, 2013, a correction letter was mailed to Alex Rondos which included the March 29, 2013 memo from the Planning Division. On April 24, 2013, a response to the April 12, 2013 letter was provided to the City's Permit Center. The April 12th response does not include any correction regarding the roof pitch as stated by the Planning Division. MANDATORY CORRECTION The proposed roof pitch DOES NOT meet code as was stated in the City's April 12, 2013 correction letter. Provide revised plan sheets that show a roof a roof pitch meeting the 5:12 requirement. April 12, 2013 Alex Rondos 1081642AvSW Seattle, WA 98146 Cit• y of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Correction Letter #1 Development Permit Application Number D13-092 Rondos Residence — 12216 45 Av S Dear Mr. Rondos, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Planning, and Public Works Departments. At this time the Fire Department has no comments. Please contact the appropriate individuals if you have questions regarding the attached memos. Building Department: Allen Johannessen at 206 433-7163 Planning Department: Brandon Miles at 206 431-3684 Public Works Department: David McPherson at 206 431-2448 Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431-3670. Sincerely, Th't10 •Ranji-lr- Bill Rambo Permit Technician File No. D13-092 W:IPermit Center\Correction Letters120131D13-092 Correction Letter #l.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: March 29, 2013 Project Name: Rondos Residence Permit #: D13-092 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. 1. On the site plan, show elevation bench marks at the street and the finish floor elevation of the house main floor. Elevation shall be sufficient to prevent water from backing up into the crawl space. 2. On the site plan provide additional plan details to identify a footing drain or a crawl space water -discharge system. The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The detail shall show size of discharge pit with pit specifications or where the discharge pipe shall terminate to an approved culvert with screening. The intent is that groundwater will not accumulate in the crawl space. 3. Framing cross sections specify R-38 insulation. R-38 insulation is now allowed in advanced roof framing only. Otherwise the roof insulation shall be R-49. Also insulation baffles are required around the perimeter roof at the vented blocking to allow air flow. Since this is a small correction, red marks can be made on the existing plans. Therefore this for your information only. (2009 WSEC Table 6-1) Should there be questions concerning the above requirements, contact the Building Division at 206-431-3670. No further comments at this time. DATE: PROJECT NAME: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS 03/29/2013 Rondos Residence D13-092 12216 45th Ave South LDR The Planning Division of DCD has reviewed the above permit application. The permit application cannot be approved. 1. Sheet 5 of 8 shows a 4:12 roof pitch. City Code requires a minimum roof pitch of 5:12. Update the plans to meet the minimum roof pitch requirement. CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: April 11 2013 PROJECT: Sam Rondos (SFR) 12216 45th Ave. South TL no. 017900-0696 1 st Review Comments PERMIT NO: D13-092 PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. David.McPhersontu'�.TukwilaWA.gov 1. Verify `draft' Public Works fee estimate sheet for this Building permit. (See enclosed.) 2. Provide a completed Residential Sewer Use Certification for this Building permit. (see enclosed) 3. Revise site plan to include (1) water main within 45th Ave. South (2) new 1" water meter with 1" water service line showing connection to existing water main (3) show and label any pavement cuts with street (4) undergrounding of power from existing power pole across street to house (5) on-site drainage infiltration trench (6) new catch basin within street with on-site drainage connection (7) drainage flow arrows and downspout connection(s) to infiltration trench (8) F.F. elevations and spot elevations (9) show & label on plan sheet any proposed water, sanitary sewer, storm drainage, power and other utilities (gas, cable, telephone, etc.) as applicable. (See sample site plan — enclosed) 4. Consider installing one catch basin within 45th Ave. South, adjacent to parcel to the North. This would require a private storm drainage across the West portion of the adjacent to parcel to the North. 5. Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to Building permit issuance. Test Fee based on one single family residence is $300.00. (see enclosed application) 6. A Transportation Impact Fee applies to this permit (see PW Bulletin A3 - enclosed). Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. • • 7. Owner shall sign with Notary, a Conveyance of Public Infrastructure as part of this Building Permit. Agreement will be recorded at King County, after Mayor signs the document. Public Works will prepare document for signature. Owner shall record document at King County (or) pay recording cost for City to record. 8. Work within the 45th Ave. South Public right-of-way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. 'PERMIT COORD COP* PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-092 DATE: 06/20/13 PROJECT NAME: RONDOS RESIDENCE SITE ADDRESS: 12216 45 AV S Original Plan Submittal X Response to Incomplete Letter # 1 X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building ivision • Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ DUE DATE: 06/25/13 Not Applicable ❑ Comments: Permit;Center.Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUESITHURS ROUTING: Please Route C[ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions slit Notation: REVIEWER'S INITIALS: DUE DATE: 07/23/13 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: �ERMiT COORD COPP PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-092 DATE: 06/10/13 PROJECT NAME: RONDOS RESIDENCE SITE ADDRESS: 12216 45 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: farPiwe4° Building Division Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 06/11/13 Not Applicable ❑ Comments: Permit Center Use Only (I - INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire 0 Ping 0 PW 0 Staff Initials: TUESITHURS ROUTING: Please Route Structural Review Required ❑ REVIEWER'S INITIALS: No further Review Required El DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/09/13 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: tERMI't WORD GOPIO PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-092 DATE: 05/21/13 PROJECT NAME: RONDOS RESIDENCE SITE ADDRESS: 12216 45 AV S Original Plan Submittal X Response to Correction Letter # 1 X Response to Incomplete Letter # 1 Revision # after Permit Issued DEPARTMENTS: Buili�ngnDivision ■ Avc,.apoisti Public Works Fire Prevention Structural fv /'(`P OC- 2- i3 Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05/23/13 Complete X Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only, INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUESITHURS ROUTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) k, Notation: REVIEWER'S INITIALS: DUE DATE: 06/20/13 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW Staff Initials: DATE: •PERMJT COORD COPS PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-092 DATE: 04/24/13 PROJECT NAME: RONDOS RESIDENCE SITE ADDRESS: 12216 45 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter #_ Revision # after Permit Issued DEPARTMENTS: Building Division II Public Works 1111 �hnoliiii6ed 0.22.13 Fire Prevention ❑ Planning Division II Structural ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ DUE DATE: 04/25/13 Incomplete Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: i3 LETTER OF COMPLETENESS MAILED: Bldg 0 Fire 0 Ping14 PW 0 Staff Initials: APPROVALS OR CORRECTIONS: DUE DATE: 05/23/13 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only, CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: VERMIT COORD COPY* PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-092 DATE: 03/13/13 PROJECT NAME: RONDOS RESIDENCE SITE ADDRESS: 1,2.,21_ 45 AV S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPARTMEN S: I- It o'b.A,t1 Building Division bM ,evn0 Public orks >4VU� AiC- 4-40-13 Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete ❑ DUE DATE: 03/14/13 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUESITHURS ROUTING: Please Route rici REVIEWER'S INITIALS: DATE: Structural Review Required ❑ No further Review Required ❑ APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DUE DATE: 04/11/13 Not Approved (attach comments) DATE: Permit Center Use. Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping tar PW'— Staff Initials: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 06/19/2013 Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Revision''requested by a City Building Inspector or Plans Examiner Plan ChecWPermit Number: 1 2 D13-092 Project Name: Rondos Residence, Lot C PILICENED Crr,r or ;Km" JUN 2 0 2013 PERMIT CENTER Project Address: 12216 45th Ave S Contact Person: Han Phan Phone Number: (206) 229-6422 Summary of Revision: 1. The first site plan that was submitted is incomplete. This is the correct site plan replacing the architect site plan. This site plan show the correct setback, property dimensions & lines, and survey topography. For building dimensions, see architect plans. 2. Add detail showing separate of roof and footing drain lines. Add more call -out information for drainage system. Sheet Number(s): 1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit by: Entered in Permits Plus on H:\Applications\Forms-Applications On Line\2010 Applications \7.2010 - Revision Submittal.doc Revised: May 2011 IZ INSPECTION NO. INSPECTION RECORD Retain a copy with permit 6(3 - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projec ON cC7� L�--> Type of )pN �4 Com. --G /4 �`.� Addres t l Co (-1 `5 th) Si. Date Ca led: � e ��t N;e t (r-1.urs (— phs..A4 Special Instructions: / 0,.j �` I/ Date ted: [� a.m. Requester: Phone No: I Approved per applicable codes. Corrections required prior to approval. COMMENTS: 71 G Lei- Z ►^/ G — A D J /c)./F' "I gte.-.DA-ds — 4-.N9/L---'cJ I -f 1 1`),n-c5-/�s a (( —= /d J 4i. '61S .,.._ aJ 6) 0,i e k :c-1 ( ; :u,4L - .l_,,i iuec 7 11,,1nnc,' IT ,, - / f — fever -(1 (0, : rt CfvC 4-b •. r `� ° 07t anti `1 l•-!' /(h l V X Inspect`* � lTo�lUw� ► 1 EINSPECTION FEE REQUIRED. Prior to r?ext inspection, fee trust be p ,t'6300 Southcenter Blvtd., Suite 100. Call to schedule reinspection. Dat )(— I INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 G� Pro ect: l ( fie„ Type of•Inspectiont t' J J ' 1 U- ` r- 4 ta; f- A ' 1 L. Address i Date Called: (�- r i 1 v Al-(JP Special Instructions: Date Wanted: j/ 11 -a-m. Requester: 'No) 0 n i) 13 ( • 1,)o l k() Phone No: _,.— i DApproved per applicable codes. LJCorrections required prior to approval. COMMENTS: /0 1 Aiee0 1,, �3)�,,- ,�.�d (�- r i 1 v Al-(JP Ai t9 Il,.V �J �r p 11, /� ._: C.. C.� � / � t ! 1 'No) 0 n i) 13 ( • 1,)o l k() i ______. Inspector: Date: / 2_4— J REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be' paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I► INSPECTION RECORD Retain a copy with permit INSPECTION NO. . PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line. (206) 431-2451 ,b13-09Z- Project: bi3.-o9Z Project: Roo uPis R.P3 Type of Inspection: TIN 4 t. lM i •) \''' Address: l 2. 21 co I-( 6 u Date Called: f...1 SfJAL_" ` a,•. Special Instructions: Date Wanted: rd -- Ic--1(4 a.m. Requester: Phone No: [a --i- rte At IjApproved perapplicablecodes. Corrections required prior to approval. COMMENTS: lM i •) \''' / l \ i , r (P L A -(J / _1,A/ f iJ c: C `+ Ci (.l (✓1"1 i .vv 1 f...1 SfJAL_" ` a,•. i INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. A A CITY OF TUKWILA BUILDING DIVISION /VI 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Pro ec . Type of Inspectio Address: I ZZ (a 45 Ave_ Date Called: Special Instructions: / Date Wanted: m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: C---0 <M-41 Ins ector: Date: /if REINSPECTION FEE EQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. D13 --o412_, INSPECTION RECORD 410 Retain a copy with permit INSP CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projgt i / Ca A-1149 k,•! -C Type W,J arn: _ ---/) . S Address: i‘• 45 4 -vi.--- Date Callectv A 1 gg• { AfA6 Special Instructions: Date Wanted. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4. Insp ctor: Date3 11 REINSPECTION FEE R QUIRED. Prior to net inspection, fee must be paid -at 6300 Southcenter Blvd., Suite 100. Call tp schedule reinspection. r • 1 . INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Proj t: '�� S t %�e.� �A Type of Inspection: IA . nU Ad 1'l (.0S '� Date Called: Special Instructions: Date Wanted: 3-25 -. a.m. / .m. 1 4 Requester: . // Phoneal : ( e , " 07 - I3 /2 LJApproved per applicable codes. IBJ Corrections required.prior to approval. COMMENTS: I/ 4\-- i) .,,,,,.---- ---...,N "w'sY oI c_,00 ex- A Rr) r-% • A( i • (J/ s7—& r'rs X (OK w 0 -e.1" A�`1 21` t 'AI ()(4-(, 4 pr ; /N I1 -/ .s/n - .4 -cc c it yS ki-Ara. 8(2 _Di) d'e r 1 Inspe tor: n REINSPECTION FEE REQUIRED. Prior to'next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Date_? 51/Jj INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line.(206) 431-2451 Pro•ec . V/1^ 4 Type Inspection: F; K Fir Ar ei- L„c r• ivy sAr""‘ G.io v (r" r-. , u r. -T-13 ISA A/ /1 f(3 _! Ails ( --r Address: 71, xv J '45A -4 ---Special Date Called: 2®o A- S A/Gsss:A hLrri 6 r . Gf PA ri'o 4l t ri,3j A 0 0 VerT, o\-1 ��sig l P y� Instructions: 4C/ j ' \ ,r- 71 Date Wanted- Tin :T `›,i `/1ST ci,t d Li -GO u) IP ci r- -- be,K. h/ SYrAirf - a.m. Requester: Phone No: 7,940 "1 2--' /lo ` 7 Approved per applicable codes. Corrections required prior to -approval. COMMENTS: e Gam. L p 1 Er rs� v ( -- 1--I-4 .V C /M a r)u F ru ref 5 upp F; K Fir Ar ei- L„c r• ivy sAr""‘ G.io v (r" r-. , u r. -T-13 ISA A/ /1 f(3 _! Ails ( --r All S pr . k (t,n:pe 0. LiA66 ;- :..3 A. 4 Cr, f F, r e d< lr.:' vu19_.1.-;\ ,'l 2®o A- S A/Gsss:A hLrri 6 r . Gf PA ri'o 4l t ri,3j A 0 0 VerT, o\-1 ��sig l P y� ,�°P. CpA- vpirmi c,JA 11 -Si -64 muff- tai/" .-R P ` 1(0 L nfk,' l s e cJ s.'c e:. ex /h rQ di Tin :T `›,i `/1ST ci,t d Li -GO u) IP ci r- -- be,K. h/ SYrAirf - c'-MP:C c le< (ti m6 fez J(,-: lnspe tor: Date:3 . /4 REINSPECTION P//EE REQUIRED: Prior to next inspection: fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION N0 PERMIT NO. . A CITY OF TUKWILA BUILDING DIVISION N` 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projr6A, ft x -6.--N K •�� - TYPe of UJA I Inspection: k Ea4 Address: -fit,Date 12.21(0 .45 -/UE Called: Special Instructions: • Date Wanted: , �' /4 ( Ca.m) • P;) Requester: Phone o: I m Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date) 0 \ / n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD - Retain a copy with permit, PERMIT NO CITY OF TUKWILA BUILDING DIVISION. 6300 Southcenter Blvd., #100, Tukwila: WA 98188 - (206) 431-3670 . Permit Inspection Request Line (206) 431-2451 Project:r;. t (9S l ►-SP-tier TLk-' f Ins ection: 1. e/`u., Address: Date Called: Special Instructions: - Date Wanted: /-2---`1-- � f p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ispector: REINSPECTION FEE REQ IRED. Prior to next inspection,fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection: Dat /3: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 4/3-0 2 Proj a/ Type of Inspection: Address �6 e/5 /2,� S Date Called: Special Instructions: Date Wanted. g Requester: Phone No: ba,Approved per applicable codes.Corrections required prior to approval. COMMENTS: Inse• or: EINSPECTION FEE SQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. °h:/ �/3 INSPECTION RECORD Retain a copy with permit 46. INSPECTION O. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 X 13 - 012 P %ject: Type Inspection: Address: 122(0 4 __D., - -tm. Date Called: Special Instructions: CP t� f / Date Wanted: — —•'24 — 13 P.m. Requester: Phone No: -Z Co m , 2 &V -S- 12.1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: i t)6r -' 17t L Ins ctor: _ T Date: 3 REINSPECTION FEE EQUIItED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 13.O q Z PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300.Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: RC) t yIOC, R Type of Inspection: 1-oot tv s G _ Co Pu o f (1,.)1>E ??0.)1.64-1 Address: t 7.21L, 1-4s Ad Date Called: 4 It ‘40,2An -t ia-� >tiJ -e, 9.e w«, ba 1N4 2 Special Instructions:- Date Wanted: i O - Z Li — 1 -3 z , e.m. Requester: Phone No:1 Is3-- 2c.-011 1 Approved per applicable codes. t Corrections required prior to approval. 4S- COMMENTS: C COMMENTS: (0aIL M i) b ,J6 otii- _ Co Pu o f (1,.)1>E ??0.)1.64-1 1.701E1, 7 R@ '-\o3;S Qo itA rJw- 1 cr- } 4 It ‘40,2An -t ia-� >tiJ -e, 9.e w«, ba 1N4 2 ()-F 7 tiOar4- %oa f 4-' 5148 4-ff-A- M/151 13E 0_LEAJo v z , Date: 10-Zu-t �.ti1Mr� I 1 tctii n R : I INSPECTION FEE R UIRED. Prior to next inspection, fee must be pa at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD L Retain a copy with permit t 1 3 -0%'Z "-- INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION e14.1 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project?) ..7.. -o N1)vs /Z e.s Type o` nspecti \ f -) O � Address: i 7_:21 -rt., 'IS A//- Date Called: r---_ Special Instructions: '�_P .M 101-o t�ii% 1--0 J'i F-0 r Mc" . Date Wanted:ta.m.- tp Z7i'��2 p.m. 'Requester: Phone N • �/ ` 0 / 1 ElApproved per applicable codes. corrections required'prior to approval. COMMENTS: i �,� \crA41 U- e g-50 i n d1 • Ae io,X k eJ\f, ?Al rr `" u ierr-<C k , Dx-.: ,--� P Mt t, ncre v p A --I P r--/C-r-•0 n *- '�_P .M 101-o t�ii% 1--0 J'i F-0 r Mc" . te_f cc -kA O I P 1,0(^_e t\,/ P-E-k-i6q In4e�tor: r Dat 1 • 1' ' REINSPECTION FEE REQUtftED. Prior to next ins'ection; fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit. 13 -` 052_1 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 Pr c ct:o No & 5 n TYpe�tf Inspection ea Address: `r,` 22. I Co -43 M uf_.- Date Called: Special Instructions: /I'1 2 t $1 C2 ( Q T ere Date Wanted: O y, a.m. m. Requester: Phone3(4(0 e 612-g —Of 12_ Approved per applicable codes. [Corrections required prior to approvaV COMMENTS: 07./dvie(e S, fe »Mtki 7)/4-9/0v ifs e 070 / sit 64(34 S r1) 0 ?/Ove t4P sz t Y!/W 4" p/it/S '57 "l14. 7 4, . Al"' C Date: /a_,7_3 mspec o r: ki next t inspection. INSPECTION FEE REGI IRED. Prior to nspec n. fee must be paid at 6300 Southcenter lvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Dj3-072 Pro tt: i 05 eesidence Type of Inspection: s 5 - Jr PUC So 3S sio(e seG>er i47514�.f(eel A dress: J z/io y5 i/e S Date Called: 09/04/ L0 ,luau. -f:((. Special Instructions: Date Wanted: a.m. Requester: Phone No: ;S Approved per applicable codes. Corrections required prior to approval. COMMENTS: - Jr PUC So 3S sio(e seG>er i47514�.f(eel raor er g! sfevidcrcJS - 4)44.--C, i-esE. rtor- (C !'L1;1 roi-ye(r,7-h J ,.O" draP O( L0 ,luau. -f:((. DO L► f r enef / Serf Y 4--. Inspector: Date: t 77 ni REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 13-092 ❑ Response to Incomplete Letter # • Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Rondos Residence Project Address: 12216 45 Ave S Contact Person: Phone Number: Summary of Revision: See revised sheet 7 showing R-49 insulation and baffles CITY or RECEIVED A JUN 10 2013 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Centr by: ACAA/ Entered in Permits Plus on C:\Users\jennifer•m\Desktop\Revision Submittal Form.doc Revised: May 20I I ity of " ukwlla Deprri tinettt of Conrniuoity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: bllp://www.diukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: 1313-092 ❑ Response to Incomplete Letter' # El Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector• or Plans Examiner Project Name: Rondos Residence Project Address: 12216 45 Av S Contact Person: r7/ 14444 %‘40k) Summary of Revision: fZez,, 5 F As /2p�%trfo ctreftveb .S fMM� HAY 212013i PERMIT CENTER Phone Number: 253 - 772. 2, 2 a,., (9i A S Sheet Number(s): "Cloud" or highlight rill areas of revision including date of revision Received at the City of Tukwila Permit Center; by: Entered in Permits Plus on \applications\forms-applications on linc\revision submittal Created: 8-13-2004 Revised: 1 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued 0 Revision requested by a City Building Inspector or Plans Examiner Project Name: 1)l --el 2_, P4Q Project Address: 1 � 6 -- �l 4j V e Contact Person: C2 0 Phone Number: 2J2 " �/ � (0 Z . 7 O &— Summary of Revision: & ^iryRrcEIVEA l`l.A yrr� 24 2013 PERMIT CES Sheet Number(s): "Cloud" or highlight all areas of revision`includiiig date'of redision`'' Received at the City of Tukwila Permi Entered in Permits Plus on 0 H:\Applmations\Forms-Applications On Line12010 Applicattonsl7-2010 - Revision Submittal.doc Created: 8-13-2004 Revised: 7-2010 r Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D13-092 Grantor: Sam Rondos, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 45`h Ave. South and adjacent to 122xx 45th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way for driveway access, utilities, and undergrounding of power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 7.—day of 55 , 2013. __— Properfy Owner / antor ""74C 57ft4 (fin }v�� STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that Sam Rondos is the person who appeared before me, and said individual acknowledged that they signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in this instrument. Name: ///Lc, 0'U NOTARY PUBLIC, in and for the State of Washington, residing at 4,1(601(6 My commission expires: DATED this GRANTEE: By: Print Name: Its: rti CITY of TUKWI A Bob Giberson day of Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) G9 tlS-t , 2013 On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, 1 have hereunto set my hand and official seal the day and year first above written. ✓� 'r e -fie e_ C Name: 4-'6-ck1(e- NOTARY PUBLIC, in and for the State of Washington, residing at I cL My commission expires: (e Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D13-092 Grantor: Sam Rondos, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 45111 Ave. South and adjacent to 122xx 45`x' Ave. South. Abbreviated Work Description: Work within the City Right -of -Way for driveway access, utilities, and undergrounding of power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this jrday of .774_11 , 2013. Property Owner / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that Sam Rondos is the person who appeared before me, and said individual acknowledged that they signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in this instrument. Name: )-LLit1 >° b4-Wev'k NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: O$ -A -/ Y DATED this GRANTEE: CITY of TUKWIL By: Print Name: Its: day of `% (,L t , 2013 Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. %a%aNNNgq 6(4,--c( Name: C (,(1'12 rfWer(C NOTARY PUBLIC, in and for the State of / �k Washington, residing at AA cc, My commission expires: 101 Department of Natural Resources and Wastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacernents of existing sewer connections within five years of disconnect. Please Print or Type 12-210 - 45T ./�-ve. S. Property Street Address TuVAA)1LA City State ZIP $ t_.) D0S 0 9)11 Owner's Name lo9)Sv\) Owner's Mailing Address City State ZIP (2o ) 5 S 7 Cry Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): vv� Name Street Address W For King County Use Only Account u No. of RCEs Monthly Rite TU KV) (2x(17)33 -of 1--1 9 Sewer District / Agency Contact & Phone Number Date of Sewer Connection City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) yIsSingle-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No CORRECTION 2.4 LTR# 3.2 Side Sewer Permit Number Required: Property Tax Parcel Number LIZ— 02-0 30222c1 Subdivision Name Subdivision Number C1 Lot Number Block NarkcEIVED CITY OF TUKWILA Building Name APR 2 4 2013 PERMIT CENTER Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes $.No Was building on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission corrected datar d -t rmination of a revised capacity charge. Date � Zr--- *- Signature of Owner/Representative or—Print Name of Owner/Representative Contractors or Tradespeople Prier Friendly Page General/Specialty Contractor A business registered as a construction contractor with LaI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name REALITY HOMES INCUBI No. 602170782 Phone 2539266822 Status Active Address 1308 Alexander Ave E License No. REALIH1984CN Suite/Apt. License Type Construction Contractor City Tacoma Effective Date 2/15/2002 State WA Expiration Date 2/15/2014 Zip 98424 Suspend Date County Pierce Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status SECURF"190L6 SECURITY FENCE INC Construction Contractor Fencing Unused 6/2/1981 10/30/2013 Active SECURS1022Q0 SECURITY SEALANTS INC Construction Contractor Other (Specify) Water Proofing 11/20/1998 11/20/2004 Archived Business Owner Information Name Role Effective Date Expiration Date FANCHER, THOMAS E President 02/15/2002 Received Date FANCHER, THOMAS E President 02/16/2010 Until Released HANKEL, JAMIE S Secretary 02/15/2002 2/22/2005 HANKEL, LOWELL K K JR Vice President 02/15/2002 Wesco Insurance Co Bond Information No records found for the previous 6 year period Assignment of Savings Information Page 1 of 2 Savings Assignment of Savings Account Number Effective Date Release Date Assignment Type Impaired Date Amount Received Date 1 2/14/2005 Until Released Bond 02/12/2014 $12,000.00 2/22/2005 Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 11 Wesco Insurance Co WPP102030902 02/12/2013 02/12/2014 $1,000,000.00 02/11/2013 10 Wesco Insurance Co WPP102030901 02/12/2012 02/12/2013 $1,000,000.00 02/13/2012 9 Wesco Insurance Co WPP102030900 02/12/2012 02/12/2013 $1,000,000.00 01/30/2012 8 WESCO INSURANCE COMPANY WPP102030900 02/12/2011 02/12/2012 $1,000,000.00 02/11/2011 7 FIDELRTY INS CO AG000659300 02/12/2010 02/12/2011 $1,000,000.0002/05/2010 6 GENERAL FIDELITY INS CO BAG000515300 02/12/2009 02/12/2010 $1,000,000.0002/10/2009 5 BAG000308500 02/12/2007 02/12/2009 $1,000,000.00 02/25/2008 httns://fortress.wa.gov/lni/bbip/Print.aspx 08/12/2013 7 0 -J Layout Name: c O 0 Jun 19, 2--013 9:37pm U a 0 PROP. 10' X 15' DRAINAGE EASEMENT a. 6' hogwire tie post GENERAL NOTES: 1. KEEP PERFORATED TIGHLINE TRENCH 5' MIN. FROM PROPERTY AND 15' MIN. FROM HOUSE FOUNDATION. w/RR 2. BUILDING LOCATION ESTIMATED FROM SITE PLAN PROVIDED BY CLIENT. fence X 3. NEW GAS SERVICE LINE LOCATION WILL BE DETERMINED BY PSE. PROP. 6 X 15' PRIVATE SEWER EASEMENT DEPTH=5.0' attle ppgE `I' IN (SLOP.60TOARAINist of ATED PVC FOR FO0cTII 01ORAIN0LNE(MORE- T 8' D S89°17'24"E c9 DOWNSPOUT (TYP) CD a 0 POWER REMOVE EX. HOGWIRE FENCES (WEST, EAST & SOUTH) acC x p w � 2 J Nw 0 0 XNc w Ln a 0 —102 driveway 0 25.0' OW i Existing House #12218 Found rebar w/cap(not legible) © calculated corner position. LEGEND SS 3 0 CONTACTS CML ENGINEER: PBG, LLC 5130 S. 166TH LANE SEATAC, WA 98188 (206) 446-1292 CONTACT: HAN PHAN, P.E. REVISIONS No changes shall be made to the scope at worts wnnout prior approvthcf— Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. PROPERTY LINE ADJACENT PROPERTY LINE ROAD CENTERLINE/ROW CENTERLINE ROW LINE PROPOSED EASEMENT LINE BSBL PROPOSED WATER SERVICE LINE PROPOSED STORM DRAIN LINE PROPOSED SIDE SANITARY SEWER LINE UTILITIES TRENCH (POWER, TEL & CATV) EAVE/OVERHANG PROPOSED INFILTRATION TRENCH PROPOSED CB—TYPE 1 WATER METER SURVEYOR: SCHROETER LAND SURVEYING P.O. BOX 813 SEAHURST, WA 98062 (206) 242-6621 CONTACT: RICHARD SCHROETER, P.L.S. 5' hogwire w/RR tie post fence PLAN HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building set backs the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines - 10.0' 10.0' MIN 5.0' MIN 4" RIGID PERFORATED PIPE 0 0.0% ♦1 A PLAN VIEW NTS 4" RIGID PERFORATED PIPE 0 0.0% EXISTING GROUND ROOF DRAIN YARD DRAIN WITH SOLID LID ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK A co DRIVEWAY FINISH GRADE CONSTRUCTION NOTES: 0 SAWCUT EXISTING PAVEMENT (0.5' FROM EDGE). NEW EDGE OF PAVEMENT MATCH EXISTING PAVEMENT. 0 TRENCH & PATCHING PER CITY OF TUKWILA STD DS -14B OR BORE UNDERNEATH EXISTING PAVEMENT. 03 INSTALL 1" WATER METER (BY CITY OF TUKWILA). ® INSTALL 1" 200 PSI WATER SERVICE LINE. 05 CONSTRUCT UTILITIES TRENCH (POWER, TEL & CATV). ® CONSTRUCT DISPERSION TRENCH PER DETAIL 2. 07 TRENCH & PATCHING _PER --CITY OF TUKWILA STD DS -14B. ® INSTALL 16 LF 6" PVC SIDE SEWER STUB ® 2.0% MIN. VERTICAL CLEARANCE TO EXISTING 12" SD 1.0' MIN. CLEAN OUT ASPHALT PAVEMENT CEMENT CONCRETE PAVEMENT PROPOSED BUILDING STRUCTURE LAND USE DATA LOT AREA: 6,518 SF (0.15 ACRES) NEW IMPERVIOUS SURFACE: ROOF W/OVERHANG: DRIVEWAY & PORCH: 24" WASHED ROCK 3/4" — 1 1/2" DISPERSION TRENCH DETAIL SCALE: NONE r thnprovot l�t oAf1 n4 g{ j CVY FILE COPY 0 to WASHED ROCK 3/4" — 1 1/2" FINE MESH SCREEN ELEVATION VIEW NTS BACKFILL EXISTING GROUND a co ,.,,.,,.,,;,,;,,;,,;,,.,,. 2.0' z 4" SOLID PIPE 0 2.03 MIN. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 2 2013 REFERENCE SHEET NO. SP1 SHEET 1 OF 1 SHEETS 0) O .l 0 H < 0 = W LO Cn W N v- 0 z 0 U City of BUILDING WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC WASHED ROCK 3/4" — 1 1/2" 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) ila ISION PERFORATED TIGHLINE CONNECTION DETAIL SCALE: NONE outi s+` &i 3. not authorize Receipt 0 INSTALL 4" PVC SIDE SEWER ® 2.0% MIN. 10 INSTALL 12 LF 6" PVC SIDE SEWER STUB CO 2.0% MIN. 11 INSTALL 10 LF 6" PVC SIDE SEWER ® 2.0% MIN. By BUILD Q INSTALL CATCH BASIN—TYPE 1 W/VANED GRATE PER CITY OF TUKWILA STD DS -01 & DS -06. RIM=99.92, IE(S)=96.82 (FIELD VERIFY) IE(N)=96.80 (FIELD VERIFY) & IE(E)=97.00. O INSTALL 14. LF 6" ADS N-12 TIGHLINE ® 0.50% MIN. 14 INSTALL 20 LF 6" ADS N-12 TIGHLINE ® 0.50% MIN. 105 CONSTRUCT PERFORATED TIGHLINE INFILTRATION TRENCH' PER DETAIL 1. 16 INSTALL 4" PVC FOOTING DRAIN. SLOPE TO DRAIN. • INSTALL 4" PVC ROOF DRAIN © 2.0%. ( EXTEND UTILITIES TRENCH (POWER, TEL & CATV) FOR FUTURE HOUSE. 19 INSTALL YARD DRAIN RIM=99.25, IE(W)=97.25, IE(S)=97.25, & IE(E)=97.35. 1,958 SF 445 SF TOTAL NEW IMPERVIOUS SURFACE: 2,403 SF UTILITIES la G DIVISION SEPARATE PERMIT REQUIRED FOR: ❑ Mechanical Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila (BUILDING DIVISION✓ WATER AND SEWER: CITY OF TUKWILA. 6300 SOUTHCENTER BLVD. TUKWILA, WA 98188 (206) 433-0179 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. I CS PLET LTR# 10 POWER: SEATTLE CITY LIGHT 700 FIFTH AVENUE, SUITE 3300 SEATTLE, WA 98124 (206) 386-4200 GAS: TELEPHONE: PUGET SOUND ENERGY QWEST 1-888-321-7779 1-800-526-3557 CABLE:. COMCAST 1-866-771-2281 NOTE: Some options may show on your set of house plans that are not included or a part of your Construction Contract with Reality Homes. Inc. Appliance Fuel Source Stove Electric Pryer Electric water Heater P/ectric. Glazing 5q Ft 5xt. Poor 5q Pt Total Glazing Sq Ft divided by Heated Living Space Glazing Percentage l 1. **`Garage Inlindows not Included*`*` 5/4'x6" Selly Band on walls w/ Smart 51de and Gable above. 1099sgft 753 sq ft 413q sq 141 sq ft House Designer Reality Homes, Inc. 1308 Alexander Ave. ff Fife, 1A 88424 253.722.2268 Engineer of Record - Hodge 5ngineer/ng 2615 Jahn Ave. NJ'Y Gig Harbor,V4 98335 253.857.7055 177"1 Building Components Group Inc. 8351 'ovana Circle Sacramento, CA 85828 916.387.0 1 l6 Truss Hanufacter REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 2 2013 List of Codes 2009 /nternation PERMIT CENTER Sheet 1 of 8 - Cover Sheet 517eet2 of8 - floor flan Sheet 3 of 8 - foundation & Floor framing heet 4 of 8 - Ro n Drainage Sheet 5 of B - Elevations Sheet 6 of 8 - -Floor Covering & Cross Sections 5heet 7 of 8 - Pete/Is 5lieet 8 of 8 - Petails Sheet J1 - Hanfacturer Joist Layout Sheet L.1 - ,E'ngineer's Lateral l7esign Page Sheet 01 - ;engineer's ,Detail Page beet N1 - engineer's Notes Page Plan Name NOTE: Some options may show on your set of house plans that are not Included or a part of your. Construction Contract with Reality Homes Inc. Framing Notes Roof Trusses shall be Fre-Engineered/Pre-Manufactures Nood Trusses spaced at 24" o.c. Flat ceiling trusses over entire area with the exception of Scissor Truss over Specified areas. Note Line of soffit on Floor Plan. Install "Simpson H2.5 or H1 at each end of every truss. All clips shall be fully nailed with 'N10' nails per mfr. direction. All Trusses shall be installed and braced according to the Manufacturer's instructions. Design calculations shall be kept with the Building Permit and shall be made readily available to the Building Inspector at the time of inspection. All Permit documents. shall be kept in a waterproof enclosure for the duration of the project. Outlooks shall be 2x4 spaced at 48" o.c. Q each Gable End. Roof Sheathing Nailing shall be at 8d @ 6" o.c. Panel Edges and 12" o.c.aQ Intermediates. Nall Sheathing Nailing shall be at 8d @ 6" o.c. Panel Edges and 12" o.c. Q Intermediates, U.N.O. (See Panel Details for additional information.) All Exterior Nall Headers shall be a 4x w/ 2 sheets of R-5 Rigid Insulation install on inside of header. In the case that a bx header is required, insulation of header is not required. All Exterior Nall Headers shall be a 4x8 DF#2 U.N.O. All Blocking (gl Roof Trusses exposed to . the exterior shall be screened "Bird Block": Garage Notes Garage walls, columns, and ceilings adjacent to or under dwelling areas shall have materials approved for One -Hour fire resistive construction. Air ducts passing through one-hour fire resistive construction shall be a minimum of 26 -gauge steel. All electrical switch plates and box covers in the garage shall be metal and lights with boxes behind them shall not be plastic. All piping passing through one-hour fire resistive construction shall be metal. Air ducts and or Piping supported by structural members that are required to be fire protected shall be installed after the sheetrock has been applied. Ducts and or Piping may be enclosed within a soft that has the same degree of fire protection required for the structural members that it attaches to. Framing members for the soffit shall not. exceed 16" on center. Nater heater shall have a relief valve drain Zine to the outside of the building. Per P2803.6.1 (10) of the IRC, the discharge not terminate more than 6 in above the floor or waste receptor. •e© T 4=0" 3'-7'3/4 28=0" 11=10" 5,4„ �,3=21/4';_j_e,_6, 504e)L5 12'-2" 5,0„ 504045 34" Egress 4x8 OF#2 (H1) Bedroom #2 �1 24x30 Attic • Access `Ya/k In Closet 2668 Egress 4x8 OF#2 (H1) Bedroom #5 �2=9"� 2068 r w' 7101/2" 4068/ 4=10 50 GPM . loper 6, Bath si 15-1" Panasonic Whisper Omen NWP Sas Nobs 1 Master Bed Master Bath 4x8 DF#2 (H1) M 4'-0" - a 5050L5 5=0" 28'-O" 15,3" Second Floor Plan kale 1/4" = 1' TT4056L5 xDF#2 (H3) . 41=0" 5=0" —y - 5D610 9=21/2" HB 5=0" 5040L5 6`-6" REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 2 2013 City of Tukwila ^UILDING DIVISION 2006-2009 WSEC 503.11 Pipe Insulation: All piping shall be thermally insulated in accordance with Table 5-12. EXCEPTION: Piping installed within unitary HVAC equipment. Cold water pipes outside the conditioned space shall be insulated in accordance with the Washington State Plumbing Code (Chapter 51-56 WAC). ate:Hookul, 041i ; DJ 3-O 1/4,'4 Vau/ted kitchen 12=6 1/2" 6668 3=0 1/4" 6=6"— 12=6 1/2" 4x10 DF#2 (H4) Tempered Vaulted Dining Ifoom Vaulted Living Room Vault Ends Here 4x10 DF#2 (H6) 5050FX 3.6„ Nook 10=531/32" 31/e•x 111/ LK (83) Lipaet 4x10 DF#2 (H4) Family Room 14'--0" 7'-11" 10=6' 16x.4 Gnaw Access 6 3068 samI L.uMYny. • • 2'-2" = 'II 3 1/5"x 101/2" GLB ail) 6'-0" 6'-8" 10=0" 20 min Flte Rated Poorw/5elf Closing Hinges & 5e/fLatching 3068 hi,.se1,sa•c as itsoponsAftg -1 1 50 GPM Wilmer Bft, Powder Rm Utilhy 50 GPM POIsperdram e0 GPM Motion Sena Ph/spar Breen 4"Bollard for Crash Protection All Appliances with Ignition are lobe min 18"offground. `YH strapped at thirds. 2 Car Garage Garage Is 5heetrocked (Type X) and Taped 6x6 Post (P.2) //////////////////A_ ///////v/////////// 5 1/8"x 12"6LB(B2) 51/5"x 12"GLB(B2) HB 3'-0" H 24x30Attic Access Contlnusot)s 4x1 DF#2 (H7) 8070 8'-0" Main Floor Plan Scale 1/4" 1' IRC 304.6 Outdoor combustion air for gas appliances. 304.6 Outdoor combustion air shall be provided through opening(s) to the outdoors in accordance with Section 304.6.1 or 304.6.2. The minimum dimension of air openings shall be not less than 3 inches. 304.6.1Two permanent openings, one commencing within 12 inches of the top and one commencing within 12 inches of the bottom of the enclosure, shall be provided. Where communicating with the outdoors through horizontal ducts, each opening shall have a minimum free area of not less than 1 square inch per 2,000 Btu/h of total input rating of all appliances in the enclosure. OR 304.6.2 One permanent opening, commencing within 12 inches of the top of the enclosure and shall have a minimum free area of 1 square inch per 3,000 Btu/h of the total input rating of all appliances. 41'-0" 24'-0" 8070 8=0" 3=0", r Printed on 5/14/2013 at 4:19:08 PM �ry b�00 e41t1 salt` "ttIN4) tt4 it z .1 � VO4 `Ylndow MFG is Empire Padflc & U Factor is .35 and skylights are .50 Exterior Door MFG Is OrePac & U Factor Is .20. VV/NDObY SCHEDULE QTY FLOOR 5/Z5 E6RE55 TEMPERED • _ DESCRIPTION 1 1 20505H 5IN6LE HUNG 1 1 4036L5 LEFT 5L/0/N6 2 1 5040L5 LEFT 5L/12/N6 1 1 5050FX FIXED 6Lf455 1 1 50610 REX EXT. 5LJDER-GLA55 3 ' 2 . 5040L5 YE5 LEFT 5LID/N6 1 1 20505H ' YE5 5/N6L5 HUNG 1 2 5030L5 YE5 LEFT 5L/D/NG AOOR SCHEDULE QTY FLOOR 5/ZE DESCRIPTION 1 1 2668 L IN HINGED 5Lr4B DOOR 2 1 5068 L IN HINGED 5Lr4B DOOR 1 1 3068 R EX F -X7: HINGED DOOR 525 2 1 8070 R 6r4RAGE 0' 2 2 2468 L IN H/NOED 5Lf4B DOOR 1 2 2666 R IN HINGED 5L,45 DOOR 1 2 2666 L IN HINGED DOOR 501 1 1 5068 REX EXT: Hull G5PL'OOR P09 1 2 2666 R IN HINGED SLAB DOOR 1 2 2466 L IN HINGED SLAB DOOR 1. Panason Yhlsper Green IA/hole House Fan Model #FVOSVK5S 50 CFM Contin. getting 80 CFM 5pot Ventilation getting. RECEIVED CITY OF TUKWILA MAY 21 2013 PERMIT CENTER w 4'14111-blkt1 pett 0 Parcel # - Parcel Number 4")� PI° oa�•Q Q k oktA t1,00.4 a ice. b1N{� 1. •R�sya ,k''°fit a �aAtIo' �3C�'C�I �'��oyo :sit; 1.113:113: o� 4ntriLt, ;0 ttrApAvz trij4"I'L :i 6,lk wQ~c�Rl44 Plan iii;iiiii 'A1 0 1zc VQ1 zi h• '. 11 0 ° c ll 5heet Description Floor plan P/an Name 14952 Apple Tree 2 of B N fci1 tI) "cs ti) w m tr)v =44.•c 411 NOT,: Some options may show on your set of house plans that are not Included or a pert of your Construction Contract with Reality Homes Inc. Foundation Notes - Two Stora See Building Sections and Details Sheet within this set for Details and Gallouts for Foundation and Nall to Foundation connectivity. Two Story Perimeter Foundation that will support a 2x6 Framed Stud Nall shall consist of a 16"x 8" Min. Continuous Concrete Footing w/ (1) #4 continuous Rebar. Overlapping bars shall be 24" min. Corner bars shall be 24" @ each leg. Tie all bars securly with wire ties, (2) min. per splice. Garage Foundations that will support a Two Story 2x6 Framed Stud Nall shall consist of a 16"x 8 Min. Continuous Concrete Footing w/ (1) #4 continuous Rebar. Overlapping bars shall , be 24 min. Corner bars shall be 24" @ each leg. Tie all bars securly with wire ties, (2) min. per splice. Foundation Stem Nails for a Two Story Bearing Nails shall consist of a 22" - 24" Tall x 8" Nide Stem Nail w/ (1) #4 continuous Rebar. Overlapping bars shall be 24" min. Corner bars shall be 24" @ each leg. Tie all bars securly with wire ties, (2) min. per splice. All Continuous Concrete Footings for Exterior Bearing Nails that incorporate a Concrete Stem Nall shall have #4 Vertical. Rebar with hook spaced @ 48" o.c. Mono pours are ok with without vertical rebar. Please See Engineering "L" Pages for Holddown Locations. If Foundation needs to be .a Stepped Foundation, See "Step Footing" on Engineering Sheet D1. Foundation Contractor to verify vent placement is done to IRC code. To ensure plumbing access for fixtures, see drain dimensions on foundation. See Floor Joists MFG Layout for Start Location: UP 11 7/6" LPI -1/3 Joists es 16 o. Install per MFG specs. 9 f/E"x 111/ LK(P)11;e1 J_i I r.i r_ L Pati D'men.Mn 4 6x8 Past (P2 4 1'6 4. 1 15/ 16 /f 5 1/8"x 12" 61.151 (B2) r- 5 1/8' x 12"GLB (B2) H second Floor Framing Plan «case 1/4" = 1' 40 11" A2 -7} Prov/de foundation venting with a net free area of crawl space/150 per /RC Code R406. Vents provide 73sginofflow ineach vent per MFG. 6-11/2" 2=6",k t Cover entire craw/ area with 6 mi/ plastic. Lap Joints minimum 12'. 19'-6" 91/2"LPI-16 Joists (c) 19.2"0. Install per MFG specs. 2=6" .6=1 1/2' -•1 12 9" /xa 4x6 DF#2 hili 18x24 crawl Ae Ass 4,e6 DP1 6' el 15/126" J .1 4 2 : 9=17/2" m 4"Pf afrr .7/mens B4—1 — 1=5 1/2" 1,/ L. 6-1 1/2" !A� \7. -C- —6'-47/2-17 16=103/4" 1 T 10=2 15/64" L 16" Dia x 12" FTG w/#4's q'oc. e/w (2) min (F1) 17=0„ 11=4 3/4" 13=1 51/64" 1 iA1 42'x42'x12" FTG w/ #4's (g) 6o.c. e/w (5) min (F2) Garage Slab Note 4" Thick Concrete Floor Blab 5/ope to opening for drainage 2" drop min from rear towards: opening Maximum 14" from top of 5temwal/ to Garage 5/ab to meet 16" Frost Depth 2=10" Garage DoorBuckoutcu/ Garage Door Buckoutur/ Continuous Footing— Continuous Footing_ 6=3" 1=9', Foundation Flan Scale 1/4 1' 40=11" 2.3=11" 6,3„ J 2':10"; NEC 250.50. A concrete encased grounding electrode is required inall new concrete footings. The electrode shall consist of at least 20 feet of %." or larger reinforcement bar or #4 copper wire, located near the bottom of the building footing. (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 2 2013 City of Tukwila BUILOSNG .DIVISION Printed on 5/14/2013 at 4:1908 PM RECEIVED CITY OF TUKWILA MAY 2 1 2013 PERMIT CENTER fat tbgt E,ht t4t1 it 1 - 44.t1%.-01 ?u, rat4, thet,,h ED p.t1, zi:alet=1.1 tr) Parcel # - Parcel Number Zl C 3 FA' 0 1o, flHH 0�3.0�� ai A.214'0 zs .„at � �c a "o� a ao Z1 14361tiAtd ;11; 13 E 4 tkaH i'sttA :11 Sheet Description Foundation Plan Plan Name 152 Apple Tree 3 This Set of P//'75 is llcensed for one time use and must be uflt on/y by Re/ity Homes Inc. NOT5; Some options may show on your set of house plans that are not included or a part of your Construction Contract with Reality Homes Inc. T - Oocc/nspOuts 0 - LOownspouts — , oof Oralnage Plan cale 1h9" = 1' /// /Vaulted area /////////// Woof Framing Plan 5ca/e 1/4" = 1' s go0f Venting Requirements Attic Ventilation shall be in accordance to Section R80b. Exception applied due to use of continuous Ridge Vent ("Core -Vent") ventilating upper. portion. Exception rate of ventilation per s.f. = 1/ 300, or 1 s.f. of ventilation per 300 s.f of Attic Space. Lower portion of roof is vented with bird blocks installed between every truss. Roofing Notes Use Composition Asphalt Shingles per Building Package Specification. Maintain a distance of 12" Min. from any Ridge or Valley. Use 2 Layers of Felt on roofs with less than 4/12 roof pitch. Use "Cor -a -Vent" Roof Vent or equal at entire Ridge Area. Use Aluminum! Gutters or equiviiant. Truss Notes Pre -Engineered / Pre -Manufactured Roof Trusses (Pitch Specified on Page 4 - If vaulted truss, inside vault Is half pitch size U.N.O.) @ 4 o.c. Use "Bird Blocks" between each Truss @ Plate Line. Use "Simpson" H2.5 @ Each End of Every Truss. Place Outlooks over Gable Ends @ 48" o.c. REVIEWED FOR CODE COMPLIANCE APPROVED JUL :0 2 2013 City of Tukwila BUILDING DIVISION D F3 0 9Z RECEIVED CITY OF TUKWILA MAY .21 2013 PERMIT CENTER Printed on 5/14/2013 at 4:19:09 PM 91, wi-N4 vt10104,41 AW400":q a ;,!;� �z x,1130 Mns 'tra �i al lz• kb b� •b 1b Q0 ssy� s: N t it44 -� yy •� ,q4A. 0-1.t qtzi 1"112 11110 Lt. ma -4 tl!l tO N,ru vqlo !ntth�brom WkIWARt t%t4rlo1. 4`°4)- rtea cz ao0 ez g zi 1 • . b ` p� tt b`V orb4:4014.44 w q 'al 4'4' 4- .Euagi% �� **--tAVA 1 -PW 1.01Z° 11:111./1g0-'41/4"4 Sheet Oescrlptlon RooFing Plan Plan Name W52 Apple Tree 4 of NOTE: some options may show on your set of house plans that are not Included or a part of your Construction Contract with Reality Homes Inc. Elevations LP' Cedar shakes I I 1 11f 1 � 1 1 L 1 Board & Batt in Gables 1'x2" Batts 413 "o. c. I -1 I L 11 J 1 TJ J 1 1 1 11 L 1 IL 1_1 1 1 1_1 JI 11 1J 1 1 1 J 1 1 I I , 1 , 1 1 1 1 1 1 1 1 1 1 1 I L p Rear Smart Panel 11111.1 1 LP Smart Panel III I 1I Scale 1/4" _ 1' Left side I II 1 1 1 11 I 1 1 1 1 1. 1 1 1 1 11 3b, Year:. oofing 1 1 1 EMI J 1 1 1 IJ I REVIEWED FOR CODE COMPLIANCE APPROVED JUL 02 2013 City of Tukwila BUILDING DIVISION Printed on 5/14/201 at 4:1 9:0c1 PN tts 41.4301a - Q1:41 4.-.1 444-;-%.0u) eve °k -t-. , 0 tIM .14t* s a ob Exterior Finish Notes Front Building Face -'Horizontal "Smart Side" by LP Sides and Rear Building Faces -"Smart Panel" by LP Barge - 5/4 x b Pre -primed "White Wood" Corner Boards 1" x 4" ire -Primed "White lNood". Window Trim - 1" x 4" Pre -Primed "White Wood". YVindows - White Vinyl Thermopane, sized per plan. Gutters & Downspouts'- Continuous Metal. Gable Vents Pre -manufactured 12" x 18 Wood. l Smart Panel Right side �9L RECEIVED CITY OF TUKWILA MAY 2 1 2013 PERMIT CENTER ki)P Q1Z "tKal*C &ti t\I '4 ig.1t :4A frs :ill ti ti) la kr-,, — 4: t .. .D �. y ob$•14 -14o o bH Q nY u cOlat 001 stl o, o b,3 40' sl Ts i. fit 1. C!1h{. ,V) o, c b •v c� say :44;4' o1441 . � 4 ,, C4wIA R 31_,4::�•�i'�C��ts :: �: .'o� o : b$ °'. .g e „ u> , 04.zil .A$41' -1 �s .a -- % . tA Ilthi.. g 11 9%q 00 al o/c, `� five `et °3 :41-43:g1:! O 1 .1`.; ai II ti i !Zi '0 � 5 ::!..;::; 41 . :1 t : : ti• :Zi : 14 l'$ n tO AV : ! : : : 1 $3L az1::o a o �, Sheet Description ,elevations Plan Name 11352 Apple Tree 5 of B NOTE: 5ome options may show on your set of house plans that are not included ora part of your Construction Contract with Reality Homes Inc. /A3 0 Printed on 5/14/201 at 4:19.09 F'M Norm h , IrtNi aoo Ott119 w, N app ���J voiO4 7 i ta 1 1 y Cross Section ,4 Scale 1/4" = ' J REVIEWED FOR CODE COMPLIANCE Q �,PPRo JUL 0 2 2013 City of Tuila BUILDING DIVISION Kitchen Base Cabinets are standard 36f" tall and 24" deep. Kitchen Nall Cabinetare standard 30" tall and 12" deep. Kitchen 'Nall Cabinets above appliances are 14" tall and 12" deep. Guest Bath Cabinets are standard 30" tall and 21" deep. Master Bath Cabinets are standard 36" tall and 21" deep. Standard ,4ppiiance Openings* Dishwasher - 24'v1x 36"1-1 x 24"0 /Nastier / Pryer - 30'%V x 30"D Range - 30"10'Yx 36„1-1x 30"0 Fridge - 36'% x 70"H *IMPORTANT*` If you have different sized than the standard openings please contact us so we can make a note of it in your file. Standard Grade Vinyl Standard Grade Carpet w/ 61t) Pad floor Covering & Cross Section Locator Cross Section 0 No 5cale Scale 1/4" = 1' Cross Section C 5ca/e 1/4" = 1' 1 1 I 1 1 I I I I I 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I 1 _1_ 1 _1 1 1 1 1 1 1 I I 1 1 ) I 1 1 1 1 1' 1 1 1 1 1 1 1 1. t l i 1. I II 1 r I 1 1 1 1 1 1 1 1 1 1 1 JJ 1_ 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 I1 1 11 1 1 1 r1 1 1 1 1 1 11 I 1 1 1 1 1 IL 1 1. 1 _1 1 1 1 1 1 11 1 1 1 1 1 ' 1 II I 11 1 I 1 1 J 1 1 1 11 1 1_1 1 L t 1 1 1 11 IJ I 1 , 1 1_1 r 1 1 1 I 1 1 J 1 1 I 1 1 1 1 1 1 '1 1 1 1 1 I I I 1 1 1 1 1 1 1 11 1 1 1 ,1 1 1 1 1 t 1 1 1 1 1 1 1 ' 1 IJ 11 I 1 I 1 1 1 1 1 1 1 1 1 1 , 1 1 1 1 1 I 11 1 1 1 1 l. 0 0 11 7 } D E1 D D Gross Section 5' Scale 1/4” .. = 1' 13- 0 \7/ !A1 \1/ RECEIVED CI1VY OF TUKW.ILA 010111.1. 0111•11111.0111• MAY 2 1 20;3 PERMIT CENTER Vlet qi t\filtPet 1;•511%t y03) As1-0 '� kfl 13 �o cts k. kb ki) 14 tr li. V III ttS (1111 1 %:5- lit t. WI 4. P461 ..14t0.t$ tia q 0 ?Ain��C iFik . : :4.%li%i4.1! 4:: : s 4� ilA 4-1%rtt:AII qi' 'qp, (1) '41(4) .Ws$ IZie'l'i% " ‘.N 4 0-t4 r§ -i" t,, ija y � r:!:!T,9 p:%. %,, tv- i,k.1 `s2 t� 1411' 0 -Aft.Ii 11.t.tilzial ....,.... 1 kkp,u) 4s IIIillivq .1t-• ---.4.:J. .. ,11641o,H,. lo qUflhH.ziit otilig ,Att),9., 4--fiE z / t 141 I` V!''' -00W % ‘4111R'0 lik.OW tkyl klito trilLvatli :414,{ i .414'ZA:'n kW - �y4a It •,o aril��41 ;::"1-4: :.4: '11"'W1) 4"0.%0) z2 flQ in tb ��gil o „4:41 Sheet Description Cross Sections Plan Name 14952 Apple Tree 6 of B m Ttsft '44 3 y J w ct)4..''tts ti) v N NOTE: Some options may show on your set of house plans that are not included or a part of your Construction Contract with Reality Homes Inc. 111111111P111111111i111111111 1111 1111111118111 1/16" O5B APA Rated Sheathing Composition Roofing over 15 lbs. Felt MFG Trusses at 24"o.c. Insulation Baffle around eave perimeter „ 111i1i111111111111111111, R-41 Insulation 1/2" Gypsum Nail Board Double 2x6 Top Plate 2x6 Studs @ 16"oc R-21 Insulation 1/2" Gypsum Wall Board PVA Primer 2x6 Sole Plate 11 7/8" LPI -18 Floor Joists at 16" o.c. 3/4" T&G Plywood or Equiv Subfloor Glued & Nailed R-30 Insulation 5/8" Gypsum Wall Board Type X Double 2x6 Top Plate 2x6 Studs @ 16"oc R-21 Insulation 1/2" Gypsum Nall Board (Type X Fire -Rated GNB on Warm Nails of house only) 2x6 Mud 5111 8"X24" Foundation Nall Up to 48" tall - 1 Horizontal & 1 Vertical rebar @ 48" oc 4" Slab Slope to Opening Vented Blocking Water-Resitive Barrier (Tyvek) 7/16" Min 05B with Lap Siding (Shown on detail) or 7/16" Smart Panel Siding 1111 � I -(i II � i-. =III -1 I I—III—I 11—III l I I I I I I111=1 11-111=1 I I; 111111-11 I111Ill- =1 I I I I—I I II I I—I v•. 111=11 l 16"x8" Footing w/ 2 Horizontal #4 Rebar Scale 1/2"=1' 2 5tot Garage a Living Space above Simpson MASA Straps. See Engineering for spacing requirment FON to extend a` minimum of 6" above final grade. 1 Minimum 18" Frost Depth Al R-41 Insulation 1/2" Gypsum Nall Board Double 2x6 Top Plate 2x6 Studs @ 16"oc R-21 Insulation 1/2" Gypsum Nall Board PVA Primer 2x6 Sole Plate 11 1/8" LPI -18 Floor Joists at 16" o.c. ` 3/4" T&G Plywood. or Equiv Subfloor Glued & Nailed 1/16" 05B APA Rated Sheathing Composition Roofing over 15 lbs. Felt MFG Trusses at 24"o.c. Insulation Baffle around eave perimeter -4" No Insulation R-21 Insulation 5/8" Gypsum Nall Board Type X Double 2x6 Top Plate 2x6 Studs © 16"oc R-21 Insulation 1/2" Gypsum Nall Board (Type X Fire -Rated GNB on Warm Walls of house only) 1/2" LPI -18 Floor Joists at 11.2" o.c. 3/4" T&G Plywood or Equiv Subfloor Glued & Nailed R-30 Insulation f,f,.11f1 2x6 Mud 5111 8"X24" Foundation Nall Up to 48" tali - 1 Horizontal & 1 Vertical rebar @ 48" oc Vented. Blocking 1Nater-Resitive Barrier (Tyvek) 7/16" Min 05B with Lap Siding (Shown on detail) or 7/16" Smart Panel Siding 1 Simpson MASA Straps. See Engineering for spacing requirment FON to extend a minimum of 6" above final grade. 16"x8" Footing w12 I I ; l 11= Horizontal #4 Rebar Minimum 18" Frost Depth Scale 1/2"=1' 2 5to/y J'Ya/l 5ection 3/4 T&G Plywood or Equiv Subfloor Glued & Nailed l Simp: rStrap on MASA @4'o.c. 4x6 Header 4i. Crawl Access Per Plan 2'--6" Align studs : with I -Joists 11-111—ISI ISI ISI i i 1-111-111-111-111I 117=111=-111111=1 • 12"x6" Concrete Footing with 1 #4 Rebar on Ramblers 16"x8" Concrete Footing with 1 #4 Rebar on 2 Story Houses Scale 1/2"=1' Pon J all Detail (,/m Joist 5ystem) 111111111111111111111>I11111111 i ii ii ilii R-4ct Insulation 1/2" Gypsum Nall Board Double 2x6 Top Plat: 2x6 Studs @ 16"oc - R-21 Insulation 1/2" Gypsum all Board PVA Primer 1 1/2" LPI -18 Floor Joists at 11.2" o.c. 3/4" T&G Plywood or Equiv Subfloor Glued & Nailed R-30 Insulation v 2x6 Mud 5111 =4 1/16" 05B APA Rated Sheathing Composition Roofing over 15 lbs. Felt MFG Trusses. at 24"o.c. Insulation Baffle around eave perimeter v 6"X24" Foundation Nail Up to 48"tall -1 Horizontal & 1 Vertical rebar @ 48" oc u Vented Blocking Water-Resitive Barrier (Tyvek) 7/16" Min OSB with Lap Siding (Shown on detail) or 7/16" Smart Panel Siding Simpson MASA Straps. See Engineering for spacing requirment FDN to extend a minimum of 6" above final grade. I� 12x6IIFooting w/ 2 . Horizontal #4 Rebar • Minimum 18" Frost Depth Scale 1/2"=1' JijgIe 5torq 1'Yall 5ect/on 1/16" 05B APA Rated Sheathing Composition Roofing over 15 lbs. Felt MFG Trusses at 24"o.c. 1/2"Ask, XGMB (Type Double 2x6 Top Plate 2x6 Studs @ 16"oc R-21 Insulation (Warm Nails only UNO) 1/2" Type X GNB 2x6 Mud Sill 6"X24" Foundation Nall Up to 48" tall - 1 Horizontal & 1 Vertical rebar @ 48" oc 4" Concrete Slab til -iii in in in-rn's in in 1-111-111-111-111-111-111=111 =1 I 1111111—Ill—Ill-111—Ill-111 —111-111111111-111-111-111 —III—III-1 I 1111-111-111=111=1, 11 El 1 El 1 I—I 11-111—I I I—I I I qui iii iii ill Ili—ISI �- 12"x6" Footing w/ 2 Horizontal #4 Rebar 11 Vented Blocking Water-Resitive Barrier (Tyvek) 7/16" Min 05B with Lap Siding (Shown on detail) or 1/16" Smart Panel Siding Simpson MASA Straps. See Engineering for spacing requirment FON to extend a minimum of 6" above final grade. Minimum 18" arae 5ect/on Frost Depth Scale 1/2"=1 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 2 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER Printed on 6/7/2013 at 9.23.102.4hf loo" a at, 4� o - a D� :hllGh o il 11-4.`4) ..r VR s . Z %w v1. 5 so�(Vn o iab a, y 400:14=1:4°. Q+.. � c -ss`� $"o "; • h i%kli 'OA C.. °lob •o��s•-'� (Q s � �'� � •.��° ani z1t •.4 '3 ypyjn o, 1.„ o � �, (b it) �b.o m o,W o c� 3• obi tri 70..! ;:tk:114 • .;7c1.41 v v� 4.04 (klo 9,3 t.014 a, Sheet Description Details Pian Name 1552 Apple Tree 7 ofB • w **4%z.) N 3 ti) • •t) w O O N V O34 ks)t% Top Plate - 1 Joists %2x4 � per plan Simp: rStrap on MASA @4'o.c. 4x6 Header 4i. Crawl Access Per Plan 2'--6" Align studs : with I -Joists 11-111—ISI ISI ISI i i 1-111-111-111-111I 117=111=-111111=1 • 12"x6" Concrete Footing with 1 #4 Rebar on Ramblers 16"x8" Concrete Footing with 1 #4 Rebar on 2 Story Houses Scale 1/2"=1' Pon J all Detail (,/m Joist 5ystem) 111111111111111111111>I11111111 i ii ii ilii R-4ct Insulation 1/2" Gypsum Nall Board Double 2x6 Top Plat: 2x6 Studs @ 16"oc - R-21 Insulation 1/2" Gypsum all Board PVA Primer 1 1/2" LPI -18 Floor Joists at 11.2" o.c. 3/4" T&G Plywood or Equiv Subfloor Glued & Nailed R-30 Insulation v 2x6 Mud 5111 =4 1/16" 05B APA Rated Sheathing Composition Roofing over 15 lbs. Felt MFG Trusses. at 24"o.c. Insulation Baffle around eave perimeter v 6"X24" Foundation Nail Up to 48"tall -1 Horizontal & 1 Vertical rebar @ 48" oc u Vented Blocking Water-Resitive Barrier (Tyvek) 7/16" Min OSB with Lap Siding (Shown on detail) or 7/16" Smart Panel Siding Simpson MASA Straps. See Engineering for spacing requirment FDN to extend a minimum of 6" above final grade. I� 12x6IIFooting w/ 2 . Horizontal #4 Rebar • Minimum 18" Frost Depth Scale 1/2"=1' JijgIe 5torq 1'Yall 5ect/on 1/16" 05B APA Rated Sheathing Composition Roofing over 15 lbs. Felt MFG Trusses at 24"o.c. 1/2"Ask, XGMB (Type Double 2x6 Top Plate 2x6 Studs @ 16"oc R-21 Insulation (Warm Nails only UNO) 1/2" Type X GNB 2x6 Mud Sill 6"X24" Foundation Nall Up to 48" tall - 1 Horizontal & 1 Vertical rebar @ 48" oc 4" Concrete Slab til -iii in in in-rn's in in 1-111-111-111-111-111-111=111 =1 I 1111111—Ill—Ill-111—Ill-111 —111-111111111-111-111-111 —III—III-1 I 1111-111-111=111=1, 11 El 1 El 1 I—I 11-111—I I I—I I I qui iii iii ill Ili—ISI �- 12"x6" Footing w/ 2 Horizontal #4 Rebar 11 Vented Blocking Water-Resitive Barrier (Tyvek) 7/16" Min 05B with Lap Siding (Shown on detail) or 1/16" Smart Panel Siding Simpson MASA Straps. See Engineering for spacing requirment FON to extend a minimum of 6" above final grade. Minimum 18" arae 5ect/on Frost Depth Scale 1/2"=1 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 2 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER Printed on 6/7/2013 at 9.23.102.4hf loo" a at, 4� o - a D� :hllGh o il 11-4.`4) ..r VR s . Z %w v1. 5 so�(Vn o iab a, y 400:14=1:4°. Q+.. � c -ss`� $"o "; • h i%kli 'OA C.. °lob •o��s•-'� (Q s � �'� � •.��° ani z1t •.4 '3 ypyjn o, 1.„ o � �, (b it) �b.o m o,W o c� 3• obi tri 70..! ;:tk:114 • .;7c1.41 v v� 4.04 (klo 9,3 t.014 a, Sheet Description Details Pian Name 1552 Apple Tree 7 ofB • w **4%z.) N 3 ti) • •t) w O O N V O34 ks)t% NOT,': Some options may show on your set of house plans that are not included or a part of your Construction Contract with 'eality Homes Inc. BG4 for use with 4x4 Post BC46 for use with 4x6 Post BC6 for use with bxb Post BGS for use with 8x8 Post Post Footing (Size specifed on Plans) Beam (Size specifed on Plans) Post (Size specifed on Plans) Post to Beam Connectlon Exterior Wall of House Post (Size specifed on Plans) ABA44/ABA4bi ABA66/ABAS8 ABA Post Bs ABA44 for use with 4x4 Post ABA46 for use wltnh4x6 Post ABAbb for use with bxb Post ABA88 for use with &x8 Post e Connectlon Beam (Size specifed on Plans) HUC48/HUC410/HUC412 HUC68/HUG610/HUG612 HUC48 use with 4x8 Beam HUC410 use with 4x10 Beam or31/Sxq&LB HUC412 use with 4x12 Beam or 3 1/8 x 10 1/2 GLB or 3 1/8 x 12 GLB HUC68 use with bx8 Beam HUC610 use with 6x10 Beam or 5 1 /8 x q &LB HU0612 use with 6x12 Beam or 5 1/8 x 10 1/2 GLB or 5 1/S x 12 GLB *contact General Contractor if size not listed* HUG Connedlon to House 8311.5.1 Width. Stairways shall not be less than 36 inches (g14 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shall not project more than 4.5 inches (114 mm) on either side of the stairway and the minimum clear width of the stairway at and below the handrail height, including treads and landings, shall not be less than 32 inches ('18"i mm) where a handrail Is installed on one side and 21 inches (08 mm) where handrails are provided on both sides. R311.5.6.1 Handrail height, measuredvertically from the sloped plane adjoining the tread nosing, or finish surface of ramp slope, shall be not less than 34 inches (864 mm)and not more than 38 inches (965 mm). 11/8X111/2 OSB STEP II 1"x8" Toe kick MAX '13/4" RISE MIN 10" RUN 2X12 STAIRJACK Stair Riser Detail H2.5 on each side of truss 2"x4" Pressure Blocking w/ two (2)16d truss to block and three (3) 16d block to ledger/Rim Joist Mono -Truss Connectlon Petall. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 2 2013 City of Tukwila BUILDING DIVISION General Notes All construction to conform to the 200'1 International Residential Code CONCRETE: Compressive strength for basement and foundation walls exposed to weather as well as porches, carport slabs and steps shall be a min. 3,000 p.s.i. at 2S days. Concrete shall be air entrained at between 5 & 1%. REINFORCING STEEL: All steel *4 or smaller shall be A-615, grade 40, unless installed in a reinforced concrete foundation, otherwise grade 60. SMOKE ALARMS: "Shall be installed in each sleeping room and at a point centrally located In the corridor or area giving access to each separate sleeping area. Required alarms shall received their primary power from the building wiring and shall be equipped with battery backup. Alarms shall be interconnected to provide audibility in all areas." MFG INSTALLATION: 8106.1.2. Manufacturer's installation instructions. Manufacturer's installation instructions, as required by this code, shall be available on the job site at the time of inspection. FASTENER NOTES: As a minimum, any fastner in contact with pressure treated wood must be Hot Dip galvanized (ASTM A123 for connectors and ASTM 153 for fasteners and anchors). SANITARY SEWER: To Provide Adequate Drainage the Sewer Connection will exit the home UNDER the Footing. DO NOT EXCAVATE THE SITE TO DEEP! WHOLE HOUSE VENTALATION: Ventalatlon shall consist of source specific Intermittently operating fans with a minimum 50 cfm rating in bathrooms and utility and a minimum 100 cmf in the kitchen. Utility room fan to be controlled by a timer. Windows in habitable rooms to include integral fresh air intake vents. DRYER VENTING: Dryer to be vented to outside. Maximum length not to exceed 25 feet less 5' for each '10 degree bend. Per IRC 1502. 2.. RECEIVED CITY OF TUKWILA MAY 21 2013 PERMIT CENTER Printed on 5/14/2013 at 4:141:11 PM Zi Zz O.. Norm �m� aoo IVIG ittlkt 4 tr, ttritcQ 5 EU 1 t 41"4 Y� Qill% Q 3:11:1C1 � pz 1,s 4,14IttlQ41 iate Ere ,i1A&tOt•tt $ t't°n0 gqP Parcel # - Parcel Number 5heet Pescrlptlon Oetalls Plan Name 1135.'"' Apple Tree 8 of B This Set of P/ans is licensed for one time use and must be bui/t only by Reality (-fomes Inc. FLOOR DESIGN ASSUMPTIONS LIVE:. 40 DEAD: 15 TOTAL: 55 ROOF DESIGN ASSUMPTIONS LIVE: 25 DEAD: 15 TOTAL: 40 IT IS THE RESPONSIBILITY OF THE CONTRACTOR / FRAMER TO: DESIGN CRITERIA PER ENGINEER'S SPECIFICATIONS OR BETTER. ALL BEAMS SIZED BY OTHER UNLESS NOTED OTHERWISE. BEAMS SIZED BY HUTTIG WILL BE DESIGNATED: "BEAM SIZED BY HUTTIG" ON THIS LAYOUT. REFER TO FRAMING DETAILS FOUND ON LP DETAIL SHEET PROVIDED. FLOOR LAYOUT ASSUMES ROOF FRAMING TO BE MANUFACTURED TRUSSES AND ALL ROOF LOADS BEAR DIRECTLY ON EXTERIOR WALLS. ROOF LOADS DO NOT BEAR ON INTERIOR WALLS. OTHER ASSUMPTIONS HAVE BEEN MADE ABOUT THE ROOF FRAMING THAT MAY NOT BE CONSISTENT WITH THE ARCHITECTS INTENT. ARCHITECT AND CONTRACTOR MUST REVIEW THESE DRAWINGS BEFORE PURCHASE AND INSTALLATION TO ENSURE THAT FLOOR FRAMING LAYOUT MEETS STRUCTURAL REQUIREMENTS OF ROOF FRAMING. . PROVIDE SOLID FRAMING 'SQUASH BLOCKS', PER DETAILS B2 & D2 AND SIMILAR, AT BEARING FOR ALL FRAMING MEMBERS TO MATCH WIDTH OF POSTED MEMBER FROM ABOVE. REFER TO ARCHITECTURAL / STRUCTURAL DRAWINGS FOR CONCENTRATED LOAD LOCATIONS.. IT IS THE RESPONSIBILITY OF THE CONTRACTOR, ARCHITECT, AND ENGINEER OF RECORD TO REVIEW THESE DRAWINGS PRIOR TO CONSTRUCTION. SHOULD ANY DISCREPANCIES OCCUR BETWEEN THESE DRAWINGS AND ACTUAL CONDITIONS, CONTACT HUTTIG BUILDING PRODUCTS BEFORE PROCEEDING. CONNECTOR CORROSION: CCA TREATED WOOD IS NO LONGER AVAILABLE FOR RESIDENTIAL USE, AND IS BEING REPLACED BY SIGNIFICANTLY MORE CORROSIVE (ACQ, CA -B, ACZA) PRESERVATIVES. WHERE CONNECTORS COME IN CONTACT WITH TREATED LUMBER, CORROSION MAY BECOME VISIBLE IN WEEKS OR MONTHS RATHER THAN YEARS. WET CONDITIONS ACCELERATE THE CORROSION RATE. HEAVIER GALVANIZED COATINGS EXTEND THE LIFE OF THE CONNECTORS AND FASTENERS, HOWEVER THE CORROSION MECHANISM AND RATE DO NOT CHANGE. SIMPSON STRONG -TIE RECOMMENDS THE FOLLOWING BASED ON CONDITIONS AT THE CONNECTOR: WET/EXTERIOR AND TREATED WOOD - USE SIMPSON STAINLESS STEEL CONNECTORS AND FASTENERS WHEN POSSIBLE. ATA MINIMUM CUSTOMERS SHOULD USE SIMPSON CONNECTORS WITH ZMAX / HDG COATINGS WITH HDG FASTENERS WITH AN APPROVED BARRIER MEMBRANE. DRY/INTERIOR AND TREATED WOOD - SIMPSON JOIST AND BEAM CONNECTORS WITH STANDARD G90 COATING IN CONJUCTION WITH AN APPROVED BARRIER MEMBRANE. FOR MORE INFORMATION VISIT WEB SITE: www.strongtle.com/productuse/barriersfags.html START FRAMING LAYOUT HERE START FRAMING LAYOUT HERE MAIN FLOOR PLACEMENT PLAN !!idi#IJI!/ l 77d'd'ii /fJJ It Jllf flllfl 77 .7.7i 77",lJf IJ 1J l I!! FLOOR I -JOIST TO BE 9 1/2" LPI 18 @ 19.2" O.C. U.N.O. / / / i 11 l 111 f Jf J 7 f .. Jl fl 1. if f !! !!!V1 NOTE: THIS PLAN IS VALID FOR ENGINEERED WOOD PRODUCTS ONLY AS PROVIDED BY HBP LPI I -Joist Label Qty Description Length. BLK 10 9-1/2" LPI 18 77'-0" J1 4 9-1/2" LPI 18 35'-O" J2 2 9-1/2" LPI 18 34'-0" J34 •• 9-1/2" LPI 18 33'-0" a • J4 7 9-1/2" LPI 18 23'-0" J5 8 9-1/2" LPI 18 21'-0" J6 2 9-1/2" LPI 18 2'-0" REVIEWED FOR CODECE APPROVED JUL 0 2 2013 3-1/2x10-1/2 DF_24F-V4 147474 474 i'/ / / /-1 / l / / /.•/ /f •/./ /./_/ /.// )' / )414,4-7,- MAIN /L-/ UPPER FLOOR PLACEMENT PLAN. sr r 16" ( /�fltll!llfJlfllJJI!!J!!!/l!!!!lfJf!!l/Jl1J J!!/!lfJ—ir-11!lfl J!!1f! FLOOR I -JOIST TO BE 11-7/8" LPI 18 @ NOTE: THIS PLAN IS VALID FOR ENGINEERED City of Tukwila BUILDING DIVISION LP OSB Rim Label Qty. Description : Length Face Fstnr 10 1x9-1/2 LP -OSB Rim 16'-0" Connectors Label Qty . Description TF Fstnr Face Fstnr Joist Fstnr H1 4 ITS2.56/9.5 4-10d x 1.5" 2-10d x 1.5" 2 -teardrop OOD PRODUCTS ONLY AS PROVIDED BY HBP LPI I -Joist Label Qty Description Length BLK 7 11-7/8" LPI 18 34'-0" J1 10 11-7/8" LPI 18 33'-0" J2 3 11-7/8" LPI 18 19'-0" J3 7 11-7/8" LPA 18 15'-0" J4 . 4 . 11-7/8" LPI 18 11-0" BUILDING PRODUCTS 0 Z 0 ct W W Lt z 0W 2J Q Oa. W -J Q W� Uft it- 2 w V LP OSB Rim Label Qty Description Length M4 7 1x11-7/8 LP -OSB Rim 16'-0" DATE OF DESIGN 09/20/2012 Structural Glued Laminated Timbers Label Qty Description Length M4 1 3-1/2x10-1/2 DF 24F -V4 18'-0" M6 2 5-1/2x12 DF_24F-V4 13'-0" DATE OF REVISION LP LVL Label Qty Description Length M1 1 1-314x11-7/8 LP -LVL 2950Fb-2.0E 11'-0" M2 1 1-3/4x11-7/8 LP -LVL 2950Fb-2.0E 9'-O" M3 1 1-3/4x11-7/8 LP -LVL 2950Fb-2.0E 5'-0" M5 1 3-112x11-7/8 LP -LVL 2950Fb-2.0E 5'-0" HUTTIG DESIGN NUMBER 209071-01. Connectors Label Qty Description TF Fstnr Face Fstnr Joist Fstnr H1 . 6 IUS2.56/11.88 -None 10-10d 2 -teardrop RECEIVED CITY OF TUKWILA MAY 21 2013 PERMIT CENTER TI IIS \CsIN-FRING IS FOR: 12202 45TH AVE S TUKWILA, WA 9818 SUJI 13 Di 12 Di Kitchen Dining Room Living Room 4� D1} "AIN Nook LP STHDI4 SUJ1 SUJI 5 Di} 1 Family Room SUJI Powder Rm Utility 2 Car Garage A G1) EXTEND GARAGE,. HEADER EXTEND GARAGE HEADER OVER SHEAR WALLS >` 511-014 OVER SHEAR WALLS > ST1-ID14 5'1'1-11)14 =1 .001R LATER4L ENGIN -RING DO NOT SC4LE:(1/4" =1' ) SHEATH ALL EXTERIOR WALLS AS SUJI UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS TO 8E, 12' MINIMUM AWAY FROM HOLDOU N5 ST1-014 10 5ul ST1-1 14 D1 5UJ1 5UJ1 Bedroom #2 15 D2 SUJI /Nalk In Closet r Master ked Master Bath Bedroom #3 Bath Di SUJI D1 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 2 2013 City of Tukwila BUILDING DIVISION UPPEi2 I 1 -00 LATERAL. ENGFNEE1\G DO NOT SCALE(1/4"=1') 91-1EATH ALL EXTERIOR WALLS AS UNLESS NOTED OTHERWISE. 2009IBC SHEARWALL/ ANCHOR SCHEDULE LABEL APA RATED SHEATHING (1) (2) (4) (14) (21) NAIL SIZE & SPACE O' EDGES (4) (5) STUD AND BLOCKING SIZE ADJOINING EDGES (3)(6) (15X16) RIM JOIST OR BLOCK CONNECTION 2X BOTTOM PLATE ATTACHMENT SILL PLATE ATTACHMENT CAPACITY (PLF; SEISMIC/WIND TO (7) (8)LATE NAILING TO WOOD BELOW (9) ANCHOR BOLT TO CONCRETE BELOW (10) (12) (17) (20) MASAPAZ ANCHOR OPTION SILL PLATE SIZE 01 FOUNDATION (19) A7/16" OSB ONE SIDE 8d 0 6" 0.C. 2x 16d 0 4' 0.C. 16d 016" 0.C. 5/8" 0 60" 0.0 53" 0.C. 2x 240/335 A48" 7/16.OSB ONE SAIDE 8d 4" 0 0.. 0 2x LTP412 32" 0.C. 16d 0? 4" O.C. 5/8" 0) 0.0 36" O.C. 2x 350/440 MSTC48B3 7/16" OSB ONE SIDE 8d 0 3" O.C. 3x LTP4 0112" 0.C. (2) ROWS 16d cid 6" O.C. 5/8" 0118" 0.0 14" 0.C. 2X 450/730 5/8" 0136" 0.0 28" 0.0. 3x � -" \ 7/16" OSB ONE SIDE 8d ®2" O.C. 3x LTP4 @ 8" O.C. (2) ROWS 16d ®4" 0.C. 5/8" 016" 0.0 11" 0.C. 2X 660/820 5/8" 0 32" 0.0 22" 0.C. 3x /� / \ 7/16" OR 5/8"GWB ONE SIDE 8d 0 7" o.c. 2x 16d ®4" o.c. 16d 0 8"o.c. 5/8" ®60" o.c. 60' o.c. 2x 75/145 A 7/16OSB BOTH " SIDES 8d ®3" O.C. 3x LTP4 016" 0.C. 16d 0 4' 0.C. & LTP5 ®12" O.C. 5/8" 018" 0.0 12" 0.C. 3x 900/1460 SHEARWALL NOTES: (1) INSTALL PANELS HORIZONTALLY OR VERTICALLY- DO NOT BREAK AT RIM UNLESS STRUCTURAL RIM JOIST. (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12" 0.C. UNLESS NOTED OTHERWISE. (7) BASED ON 0.131" x 1-1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" x 2-1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE. (8) 16d @ 4" 0.C. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS %" x3" x 3", EMBED ANCHORS A MINIMUM OF 7" INTO THE CONCRETE. MAX 1/2" FROM SHEATHING SIDE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) WHEN USING 3X PLATES FRAMING SHALL BE NAILED USING 4"X .148" 20d BOX NAILS. (13) 15/32" PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 7/16" OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16" O.C. MAX. (14) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY WITH PLATE NAILING. (16) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) (17) DOUBLE 2X PLATES MAY BE USED IN LIEU OF A SINGLE 3X PLATE PROVIDED HOT DIPPED (2) 8d NAILING @ 6" ON CENTER IS STAGGERED BETWEEN THE TWO PLATES. TOP MUD SILL MAY BE HEM -FIR. (18) WHERE NOTED 2X SILL PLATES MAY BE USED FOR SW3, SW4, AND SW6 WALLS INSTEAD OF 3X. SHEAR LOAD TO THE CONTINUOUS MUD SILL IS LESS THAN 350 PLF. SHEARLOAD TO THE WALLS IS GREATER THAN TO THE MUD SILL. (19) TWO MA6 MAY BE USED EQUAL SPACED TO REPLACE 5/8" ANCHOR BOLTS (20) USE 5/8" GWB FOR SW5 WHERE SPECIFIED BY DESIGNER. (21)SHEARWALL DESIGNATED WITH AN ASTERISK (*) MAY BE SHEATHED WITH 7/16 SMART PANEL OR 5/16 HARDIE PANEL HOLD DOWN SCHEDULE SIMPSON PRODUCT MODEL NUMBER (1,2,3) CAPACRY# FASTENERS - ANCHOR BOLTS NAILS SCREWS HDU2 - 2215# N/A (6) SDS %"x 23'2" TO (2) STUDS JVIIN. %" NUT WASHER NUT 8" EMBED HDU5 - 4065# N/A - (14) -SDS Vex 21/2' TO (2) STUDS MIN. %" NUT WASHER NUT 8" EMBED HDU8 - REMEMBER 5655#N/A NOUS - DF MEMBER 7870# 4'x8' DF"2 3-I/8'x6' GLB 3-I/2'x9-1/2' PBL (20) -SDS 1/4"x 21/2" TO (3) STUDS MIN. SSTB28 OR SB 7/8"x24 UNO HDU14-10305# N/A (36) -SDS Vex 21/2" TO 6X6 MIN. PER PLAN STHD10/STHDIORJ - 1435# (2) STUDS W/ (20) 16d N/A N/A STHDI4/STHDI4RJ - 3500# (2) STUDS W/ (24) 16d N/A N/A 18" END LENGTH + CLEAR SPAN - CS14 - 2490# (30) IOd N/A N/A MSTC48B3 (2) STUDS W/ (38) 16d HOLD DOWN NOTES: - (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON "Z -MAX", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-SIMPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHDI4RJ` INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) (5) HDU2 MAY BE USED IN PLACE OF STHDIO/STHDIORJ (6) HDU5 MAY BE USED IN PLACE OF STHDI4/STHDI4RJ LEGEND POINT LOAD KEY FOR ENGINEER USE ONLY MEMBER R1 DEAD 1000 TOTAL I --J LI 2000) 3000 J BEAM DESIGNATOR FOR PLAN REVIEW USE ONLY (IR1 BEAM SIZE/TYPEj 4'x8' DF"2 3-I/8'x6' GLB 3-I/2'x9-1/2' PBL .UA�L DESIGNATOR NEE SNEARWAL >nCuLs I-IOLDDOWN/STRAP W`1_/0 DESIGNATOR - 888 HOLDOIW/STRAP SCNFDULE g STHDBRJ DETAIL CALL -OUT SEE "DI' SHEETS POR CORRESPONDING DETAIL / 1 bi LATERAL LOAD ENGINEERING ONLY GRAVITY LOAD ENGINEERING (SEAM, FOUNDATION, ETC.) BY OTWEi CEIVED CITY OF TUKWILA MAY 2 1 2013 PERMIT CENTER DO NOT SCALE W Z 5 a W Z W ca o z c W 0u) a is Z W 0 LA 1 PREPARED BY COPYRIGHT ©2013 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL i �31N33 1__1111/111:13d� MZ �b G Z AdW b'iIM�IfIl JO AllO a3A1333�J Q O T4G FLOORING O FLOOR JOIST PER PLAN 3 4X6 HEADER UN.O O O 32' CRAWL ACCESS PER PL AN UN.O O 2x4 PONY WALL 4 P7. SILL EXTENT of HEADER / U FOR SHEAR MIN. 3'X11i' NET ( FOAOR A PANEL SPLICE (IF / DOUBLE PORTAL FRAME EXTENT OF HEADER (TWO BRACED PANELS) / 1 HEADER PER PLAN MAY BE NEEDED). PANEL EDGES SHALL LARGER BE BLOCKED, AND OCCUR WITI-IIN 24' OF MID -HEIGHT. ONE ROW OF , O 7%16 058 UNO O STAGGER SHEATHING I/8' GAP / SINGLE PORTAL FRAME (ONE BRACED PANEL) ...51_ — 0 i O FASTEN SHEATHING TO HEADER W/ 8d COMMON OR GALVANIZED TYP. SHEATHING TO FRAMING REQUIRED BETWEEN SHEETS 15 REQUIRED. IF 2x4 MAX HEIGHT I0'-0' L - IO I BOX NAILS IN 3 GRID PATTERN BLOCKING INALING AS SHOUA�1 AND 3' O.C. IN ALL USED, E 2x4'S ®i • O' � FRAMING (STUDS, BLOCKING, MUST BE NAILED TOGETHER WITH . � O � NAILS � 6 O.C. AT ' ' i (3)16d SINKERS. I I 6'-18� _ I •• AND SILLS) TYP. BIRD BLOCKING .. ,• .__ © •. © --- - . • I , .. •• _ 12 HEADER EXTENDED OVER 3 FASTEN TOP PLATE TO HEADER O SHEARWALL W/ TWO ROWS OF 16D SINKER NAILS AT 3 O.C. TYP. G\ O LSTA24 OPPOSITE SHEATHING S,� a � . ' /► � �� SHI=ATNING BREAK 3 EXTEND WALL SHEATHING O TO TOP OF DOUBLE TOP PLATE SIMPSON Hl (UN.0) ___--- © SIMPSON MASA STRAPS 2 ®6, ■ . ' I/2' ANCHOR O 4 oc OR R BOLTS AT 4 oc OR 1/4 HETI ,� ACTUATED 9 2'oc POWDER A ED O 12'x6' CONCRETE FOOTING O II O • ...... _ STORY MIN WIpTH-16 /111/ 0 FOR ONE O II �`�'"�' HURRICANE TIE TYPICAL � O STRUCTURES, 24' FOR USE IN tHE�� '11--IP;--- r� EACH TRUSS/RAFTER TO ( 3 O © • W/ (IN REBAR FOR SINGLE STORY LOAD. _ _ O .. _ ,. •, I I : _ .. �_ ►= - FIRST of TWO STORY STRUCTURES © O (2)2x4-ALLDF•2 STUDSOR l2rlX6 O OSB SHEATHING MIN. © — OO •1/16 /� i...(pMIN. TOP PLATE INTERSECTION �•,® MFR TRUSSES 9 24 O.C. W/ 7<jr"10 I O PLAN ROOF SHEATHING / 16 x8 CONCRETE FOOTINCx Wl (2) 4 REBAR FOR TWO STORY LOAD -_ ` • © II `, NAIL W/ 8d 6 6' D.C. FOR • •• • •�° INTERIOR PONY WALLS I © _ _ O•ily'lki, . a a : ° .' O ® . OVER 6 TALL, SHEATH �/tLO 1/16 SHEATHING 4 8d NAILS 0 l2) 8d TOE NAIL EACH J015 ALIGN STUDS WITH JOISTS ® BLOCK AT BEARING WALLS ® S STND14 OR HDUS W/5B20 • PANEL EDGES AND 12 D.C. G . • : • , • • O STNDIO SINGLE PORTAL FRAME • •• • • • • • . • IN FIELD ®3,'x3Nx229RPEATE /1� ®SHEATH ALL GABLE ENDS WASHER , . i► O TOE NAIL BIRD BLOCKING SECTION A - A•.1 SIDE ELEVATION •,' UJ (2) 8d NAILS IRC FIG 8602.103.4 / IBC FIG 2308.932 -•o-___,� 5 1 STRIP FOOTING / PONY WALL D1 PORTAL FRAME Di ROOF SHEATHING Di ilm O 1/2' MIN FROM CORNER Sd� 12 %k44604,,1641�--•-"`�'I-I/2 ® \ ► 441411144 \ t 4:). /1 .� ® �/ O CUT TOP PLATE OR DROP BEAM DO NOT CUT BEAM 2 DOUBLE TOP PLATE O SIMPSON ST18 STRAP TIE"I% IU/(l4) i0d OR DROP 8E AM„��, W/ CONTINUOS TOP PLATE �• (6)16d NAILS O 16 O.C.TYVE/16' ... BEAM PSR PLAN PLYWOOD FILLER © (AS REQUIRED) 9 HEADER PER PLAN ®(2)16d NAILS DOUBLE 2X CRIPPLE STUDS'� II MIN. FOR >6' OPI=NING UNO.'' NO STRAP REQUIRED iF 12 CONTINUOUS TOP PLATE 12 030+' FELT EA. COURSE 16d V OSB SHEATHING UN.O. MANUFACTURED TRUSSES (OR 2X RAFTERS 4 CEG. JSTS.) BLOWN -IN INSUL (PER ARCH) I/2' GWB O `l r® O 2X SOLE PLATE TO RIM W/16d a 6' O.C. UN.O. • 3/4 T4G TO O Sd ■ 6' O.C. IM: \� �� : �,;: :• _ /`� _ �---- O �� 0Z ONE "4 REBAR IN SHEAR► CONE 112' MINIMUM REBAR LENGTH) 3 30 MIN REBAR LENGTH-../ O NOTE: HOEDOWNS AT ® CORNER ARE SPACED FROM EDGE. SPACE9s I/2 WHEN 2x 15 FLAT.'I0 A SAN I�' MAXI UM. O LER M —`I1�� .4414000100 u 3 2X OR MFR FLOG JOIST R CEILING G.I. GUTTER ON 5/4X8 C ---)FASCIA (E AN) P R PL ',O /I 111114 L---..- # ®RIM TO TOP PLATE W/16d 4' OC. UN.O.Ng I / SING IPER ARCH) EDI*ID5LKID)G1 ,,�' •�•/ I�I ©� �” 5 JOIST TO TOP PLATE O l3) Sd T NAI of LED\II5PAPER(OR�II - : = . a� • ••i ` et ��/ ` / '��' , I '" SHEATHING A) X IPER PLN 2 6 HF *2 STUDS 16'O.C. BATT INSUL (PER ARCH) 1/2' GWB WALLS STRUCTURAL 2X RIM OR OI -3/4 EVE �• O © '►�O �',SHEATHINGTOSTUD0(2)16dNAILS 0 ' SEE SHEAR WALL SCH U LE DBE 2X TDP PLATE 4 TOP PLATE TO STUD W/l2) 16d 16 O.C. 2X ALIGN STUD W/ FLOOR JOIST \11� Ntrit, /�;'z ,,►!J� ► l � •• / SI •'::; . •. •ti.,�'����:•-,.°'.''© �• •��� :• :; :?: ,�..:':. •.t • < '� '• j �IF �� % = :w :';,, -r G P FOR TYPE HOE OWN R P RJ D 0' FOR NON RJ HOEDOWNSIrk�j BUILDER TO DETERMINE�(o STND OR STND/RJ ISO� APPROPRIATE. FLOOR FINISH 3/4' T4G - O F 00 W/I0dNAI 5 SUB L R L FLOORJOIST(PSRPLAN)4 •�,.��;:POINT ��II 1111111kiii1110 ���' I�'-!����OMULTIPLE � ��� 5TUD5 FOR EOAD FROM ABOVE SQUASH �� :t#r:'.'1 (OVER UNHEATED SPACES) 'REQUIRED I BLOCKS UNDER ALL ll POINT LOADS O • 1b4i1 1/2' GLIB CEILING ©2xOTTQMPL4TE ATTACHMENT TO STRUCTURAL RIM PER SHEAR WALL SCHEDULE Iac Taa1.E 2304. J I I RIM BOARD TO FLOOR O JOIST W/(3)16d • IZ LTP4 PER SHEARWALL SEE SHEARWALL TABLE TABLE FOR ADDITONAL NAILING 2 O 5T}-}J O 5'�Ij� 8a 0055 SHEATHING W/ FLOOR TO FLOOR CONNECTION D1 CONTINUOUS TOP PLATE SPLICE AT BEAM D1 SIMPSON STH RE FOR Di LONG �.. ': ' .• ® \ ��e, ®I I O � \ � , 1•0111, \. DIMENSION PARALLEL TO STUDS Sd NAIES 6 6'O.G. AT EDGES AND 8d NAILS e 12' oc. N FIELD UN.O.ON SHEAR WALL SCHEDULE ' AttA HMENt RD TDP PLATE PER SHEAR WALL O SCHEDULE � @MUD SILL TO STUD WALL 3 0 2x FLOOR JOIST OR MFR JOIST. SPACING 4 SIZE PER PLAN Q (3) Sd TOE NAILS EACH SIDE EVERY 16 ON CENTER ,,,'� ¢, M/N E4P fi OR L,4rE 5�'L�c ®© � ,'3 0 • • . •0 1 a • • O© I (8)16d NAIES STAGGERED AT EACH SIDE OF TOP PLATE SPLICE. 2 (3)16d NAILS STAGGERED 0 AT EACH SIDE OF BOTTOM PLATE SPLICE. 0 (2)16d NAILS 16 oc INTO STUDS SIMPSON ST6236 MAY BE USED IN LIEU OF NAILING AS INDICATED.(NOT SHOWN FOR. CLARITY) APPLIES WHEN NO OTHER SPLICE IS INDICATED. 9 R / ® /I I CODE COM�Ltfkk%1�� APPROVEQ JUL 0 2 2013 �,ty of Tukwila ° O -� O ® BUILDING DIVISI4 0 7/16 LP SMARTS:DE PANEL SIDING ZO 2x BLOCKING IMAM BE FLAT) O FLASHING / (2)16d TI -IRU NAIL TYP (3) 16d THRU NAIL FOR 5W3 4 O 2x'BLOCKING CENTERED ON SW4 SNEAK WALLS © ',•►• DOUBLE TOP PLATE. FULL DEPTH / 0 0 O 3/8 MIN. GAP 4 Oil jj MUD O ! ®© .' ... SILL WITH• 2X6 PT ANCHOR BOLTS PER ►=� i`.?,_ ••- '�� �. SIMPSON A35 REQUIRED ; �tj. , '�. .•...• . SHEAR WALL TABLE ER 4 OAN FOR 5W2 4 SW3 SHEAR WALLS. (2) d.� - ��'• � O ALIGNMENT BEAD .® Q -.• ' °•:. • ' �. ' • - • • .�: •.�...r • ' • � • . •'d � 12 O ` II 116 ' (1,1);.;01 ' % 12' OF4% PCOF:NER MIN/5' FROM EDGE 12 CRAWL SPACE A TION 13 SLAB ONGRADE OP © SECTION VIEW SIMPSON A35 )4T SW4 4 SWb 51-1EAR WALLS (STAGGER At EACH SIDE OF BLOCKING) I i ONALRNCx 4 OVERALL PERSPECTIVE PLAN. frr % rrr; r % %%®1 O © 0 © /8 GAP O DOUBLE ROW OF NAILS (PER PLAN) 8 FOR 76 4 10 SEIES O ` • • a: •''• ��� ► I� DROPPED FLOOR JOISTS P.T. 2x12 HF LEDGER W/ 5/8'x6' AB EPDXY WITH SIMPSON SET. LUS2I0 JOIST HGR (UN.0) 6 13 olzati, b 3 'f/ffi) ;r ""` PANELS, SINGLE NAILING MEETS WALL BRACING HORIZONTAL BELTLINE JOINT SMARTSIDE REQUIREMENTS PANEL NAILING �01 5MARTSIDE INSTALLATION Di SHEAR WALL NAILING 4 BUILDING SECTION Di INTERIOR SI-IEARUJALL TO PERPENDICULAR JOISTS ABOVE Di PLATE SPLICE Di 14 ® 1 WATER HEATER} O O WATER HEATER SEISMAGWAY STRAPS LOCATED i/3 FROM TANK CAP AND BASE, ,.z E f' GRADE Q 0 4 gl ® ii 8ECr� "" •.,.�© ON , �. Q , . a i .� °: 4 d •.. , 1 a v o © -� O ® /� WALL FRAMING O M51-60 OR (2) 6514 BETWEEN PONY WALL4 WALL•• ABOVE WHEN FOUNDATION HOLD DOWN SPECIFIED O WHERE FOOTING SECTION 'A' IS MO THAN 8' PROVIDE 4'CS16 EACH SIDE OF SPLICE W/8 -16d COMMON NAIES 0 TOP PLATE SPLICE LINE O (2) 2X PLATE ® HOLD DOWN PER PLAN 7 ....,_ _ moi' OD O DNGR © IN•, I �•I •O GYPSUM WALL BOARD INSTALLED W/5cl COOLER nilf,,,, NAILS 6 8 D.C. OR TYPE �� N�� OVI=RFRAMISHEATH ����► 0 2x4 RAFTERS 24' oc O LAG BOLT PER SEISMIC S/W SCREWS 16' D.C. SUPPORTEDAT 6' oc W/2x4s litilk. STRAP MFR ANCHOR INTO® 2X STUD 4 PLACES O 16d NAIL 12' O.C. (LINO.) © er.e.'04%-----.€11ON TRUSS CORD. 2x6 �I RAFTERS �► 24'oc O O ® I� O ® DRYWALL PER PLAN © O ad NAIL m 12'O.C. ON ALL ��► �►II��' ,� '� ��,, SUPPORTED AT 8' oc W/2x6's '� �J�r�� ON TRUSS CORD. �, It►- O 2X STUDWALL ; III FRAMING MEMEBERS NOT AT PANEL EDGES (UN.D) 1�f i 10 O 2x6 VALLEY BOARDS 3 3 3 O O �-, 0 (o VENT FLUTE/ O -I ANCHOR BASE TO WALE O NAILED TO EACH TRUSS y Ci © III ii;• l ORIENTATION OF CORNER O STUD MAY VARY O 5 8d NAIL 9 6' D.C. ALL jam' ► W/ (3)16d NAILS. / 2x6 RIDGE BOARD UN.O. INSIDE OUTSIDE COMER © -�; O FRAMING MEMBERS AT PANEL EDGES 4 12' O.C. ON ALLFRAMING MEMBERS NOT AT PANEL EDGES ®Sd NAIL 6 O.C, (ALL �..._,_ i 0 O ROOF SHEATHING PER FLAN IRC ` \i WAILS � �- ti _ v v a• v a• • • �'. •a �' d OO . '• i.„ W a �, • ; ..a a . •im' • aY. : ° 1 ' a ., • a ° •. a � PONY WALL SHEATHING 4 O SHEAR NAILING TO MATCH Q WALL ABOVE 8 6' MAX 14' MIN PONY WALL O -PONY WALE>6' REQ. ENGINEERING FOR ADDITIONAL STORY 17' MIN Q^, HDU HOLD DOWN OPT IN LIEU OF STRAPS 10 PLAN VIEW IRC MI3012 �— CO — 14 v.'. ,� © PANEL EDGESXUN.0) ��� � O ,,,•! F1 a1111''n 'I _ ,�. �/� �'=�h'?y - �► tee ®`' ►_z . �- �s = = DOME RESIDENCE TABLE R't0235 O OUTSIDE CORNER DETAIL �'L 0z.i0.Z _., 4 WATER HEATER STRAPPING D1 STEP FOOTING 4 PONY WALL, FRAMING D1 INSIDE/OUTSIDE CQ.,. 'NER D1 OVERFRAMING D1 • -�I N O.H b� NVs.i.„,•ork1111LAkA.1 •0n 2 co CO L. S4 gts DO NOT SCALE z W J w 20 J L-17 z S a RONDOS RESIDENCE O J a`R 1 L�. (1) M w !L W of) oo IX w min O z -J m C N O a W J w co LA W N z w w z W 1 PREPARED BY COPYRIGHT ©2013 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 27 23 23 19 19 15 ,111"F �® /1 0 STRINGERS 6 STEPS MUST L11/4X6 BEAM POST TO IS' OR STUDWALL -.4k, SPANNING BE SUPPORTED ON 4X4 CONCRETE OVER POSTS. FOOTING . % I` �`� I� / �`I. I� / ��� 1 ( ♦/ �` / �� � % / �� ( 0I i � �' / I oFA 02X4 O (3) �1 O (DUFFER ® 03/4' ®2X8 O10de6'O.C. OEi, 6 �I I 6-5)2X DR JOIST LEDGER O.C. 2X12 STRINGERS 5-1/2' MINIMUM DIAGONAL BETWEEN AND RUN FLIGHT OR Wl2)10d 6 6' MATERIAL RISE OF STAIRS TdG0 12' O.C. MOCK 1.1J/10c11.1J/10c141 t0 LANDING JOISTS RIM TO ANCHORS TO JOIST OR TO REST 15 LTZT.T.30/4C 6PANEL EDGES FIELD 2X4 THRUST 6 6' O.C. NAIL JOIST T4G SUBFLOOR LANDING TOP PLATE A34 FRAMING STRINGER LSCZ CONNECTOR NOTCH STRINGER ON LEDGER TREADS W/(3)10d EACH STRINGER �D D2 20 D2 -44i/��. Y4j$11 L STAIR LANDING CONNECTION SdNAILS WALL SHEATHING D2 e12'O.C.TO 28 28 24 24 1 PI I"\IAS -- I 16 I `•.!' �� l'.....".--- 20 D2 .D2 D2 EXTEND SI-E4T1-4INC TO TRUSS SOTTOM CORD D2 29 29 2`5 25 21 17 lailk REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 2 2013 . City of Tukwila BUILDING DIVISION D2/f q)2 � D2 MP 30 I' I If 130 126 t 26 22 122 �D2) 18 1 3, 0 ? z RECEIVED CITY OF TUKWILA MAY 2 1 2013 PERMIT CENTER 18 D2 D� D2 ti COPYRIGHT ©2013 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT NLESS AN ORIGINAL RED SEAL 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION, AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK, AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2009 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2009 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 I MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS . USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 40 PSF EXTERIOR BALCONIES 40 PSF FIRE ESCAPES 40 PSF GUARD RAILS AND HAND RAILS 200 PSF GUARD RAIL INFILL COMPONENTS 50 PSF PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES WIND: IBC METHOD 1 -SIMPLIFIED PROCEDURE PER ASCE 7-05. SEISMIC: SEISMIC IMPORTANCE FACTOR, Ie =1.00 BUILDING OCCUPANCY CATEGORY PER ASCE 7-05 TAC. 1-1 = II SITE CLASS PER TABLE 1613.5.2 = D SEISMIC DESIGN CATEGORY = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 3. SOIL HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPAbITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A 4E0TECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION: .35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROC °'4". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF : 'S MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (1803.1). UNLESS A SOIL&INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARIN OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMEDr0 HAVE A BEARING CAPACITY THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN A000RDA CE WITH TABLE 1613.5.2 ( SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE'SLOPED AWAY FROM THE BUILDING PER IRC(R401.3) EXPANSIVE SOILS SHALL BE REMOVED. f, FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES %PASSING U.S. NO.200 SIEVE _ NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. N0.400 SEIVE 2/3 MAX. 4. CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S -SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE ITEM DESIGN f'c (PSI) MAX. W/C RATIO MIN. (2) FLYASH (PCY) AGGREGATE SIZE (IN) NOTES MIN. CEMENTITOUS (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 - - 3/4 - - 5-1/2 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 SLAB ON GRADE 3000 CEJ 28 DAYS 0.45 100 3/4 5-1/2 5-1/2 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED: TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 40 FOR #4 BAR AND SMALLER AND GRADE 60 FOR #5 AND LARGER. PLACE PER ACI 315 AND ACI 318. LAP SPLICES SHALL BE 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS AT ALL HORIZONTAL BARS IN FOOTING AND WALLS(1907). CRACKS: SLAB CRACK CONTROL IS REQUIRED AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-82 AND A-185. LAP ONE FULL MESH ON SIDES AND ENDS. PLACE AT MID -DEPTH OF SLAB, OR AS SHOWN. CONCRETE COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" STEEL ITEMS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5. CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 FASTENER TYPE DIAMETER (IN.) LENGTH (IN.) EQUIVALENT SPACING (IN.) 8d COMMON WIRE 0.131 2-1/2 6 4 3 8d "DIPPED GALV.BOX" 0.131 2-1/2 6 4 3 8d "SHINY BOX" 0.11.3 2-1/2 4-1/2 3 2-1/2 12 GA. STAPLES 0.1055 1-7/8* 6 5-1/2 4 14 GA. STAPLES 0.080 1-1/2* 6 4 3 15 GA. STAPLES 0.072 11/2* 5 3 2-1/2 1.0d COMMON WIRE 0.148 3 6 4 3 10d "HOT DIPPED GALV. BOX" 0.148 3 6 4 3 10d " SHINY BOX" 0.131 3 4-1/2 3 24/4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PS1-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16); FLOORS (20" 0.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F -V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F -V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8X10^6 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR -LARCH" NO. 2 (Fb=900 PSI, Fv=180 PSI) OR "HEM -FIR" NO. 1 (Fb=975 PSI, Fv=150 PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1 (Fc=1000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 4. INTERIOR NON-BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 5. 2X & 3X T&G DECKING: "DOUG FIR -LARCH" COMMERCIAL (Fb=1650 PSI, E=1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2) 16d NAILING AT 6" ON CENTER STAGGERED. ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' 0.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4" T&G CDX GLUED AND NAILED. NAILING SHALL BE 8d @ 6" O.C. ALONG PANEL EDGES, AND 12" 0.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 16" OSB NAILED WITH 8d @ 6" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. APPROVED MANUFACTURERS SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON(FIR) CONCRETE OR MASONRY WALLS (4) 2X,4X, 6X OR GLULAM SBX SPECIFIED MEMBER TRUS-JOIST BOISE CASCADE LOUISIANA PACIFIC ROSEBURG FOREST PRODUCTS GEORGIA PACIFIC 2x SCL 2x TIMBERSTRAND Fb-1700 PSI E-1300 KSI Fv=400 PSI NONE 2x GANGLAM Fb-2250 PSI E-1500 KSI Fv=275 PSI BEAMS AND COLUMNS 6X OR GLULAM (FIR) 1-3j4" SCL 1-3/4" PARALLAM Fb=2900 PSI E-2000 KSI Fv-290 PSI 1-3/4" VERSALAM Fb=2800 PSI E=2000 KSI Fv=285 PSI 1-3/4" LP LVL Fb-2950 PSI E-2000 KSI Fv-290 PSI 1-3/4" RIGID -LAM Fb-2900 PSI E=2000 KSI Fv-285 PSI 1-3/4" G -P -LAM Fb=3100 PSI E-2000 KSI Fv-285 PSI 3-1/2" SCL 3-1/2" PARALLAM Fb-2900 PSI E=2000 KSI Fv=290 PSI 3-1/2" VERSALAM Fb-3100 PSI E-2000 KSI Fv-285 PSI 3-1/2" LP LVL Fb-2950 PSI E-2000 KSI Fv-290 PSI 3-1/2" RIGID -LAM Fb=2900 PSI E=2000 KSI Fv-285 PSI 2 -PLY G -P LAM* Fb-3100 PSI E-2000 KSI Fv-285 PSI 5-1/4" SCL 5-1/4" PARALLAM Fb-2900 PSI E-2000 KSI Fv=290 PSI 5-1/4" VERSALAM Fb-3100 PSI E=2000 KSI Fv=285 PSI 5-1/4" LP LVL Fb®2950 PSI E-2000 KSI Fv-290 PSI 5-1/4" RIGID -LAM Fb®2900 PSI E-2000 KSI Fv=285 PSI 3 -PLY G -P -LAM* Fb=3100 PSI E=2000 KSI Fv-285 PSI 7" SCL 7" PARALLAM Fb=2900 PSI E=2000 KSI Fv-290 PSI 7" VERSALAM Fb-3100 PSI E=2000 KSI Fv-285 PSI 7" LP LVL Fb-2950 PSI E-2000 KSI Fv=290 PSI 7" RIGID -LAM Fb-2900 PSI E=2000 KSI Fv-285 PSI 4 -PLY G -P -LAM* Fb-3100 PSI E-2000 KSI Fv=285 PSI RIM BOARD OR RIM JOIST APA / EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - G�7GI�V uivc in iii LJ vvvuu r vUII1tIYICINIS: (2304.11): WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. W 0 a it APPLICATION SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON(FIR) CONCRETE OR MASONRY WALLS (4) 2X,4X, 6X OR GLULAM SBX GALV (G60) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) 2X, & 4X (CEDAR) NONE GALV (G90) BEAMS AND COLUMNS 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) 6X OR GLULAM (CEDAR) NONE GALV (G90) (2) 16d TOP PLATE TO TOP PLATE FACE NAIL (2) 16d @ 16" O.C. PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 12 - THE THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS ITEM TYPE CONNECTION RAFTER OR TRUSS TO TOP PLATE TOENAIL & CONNECTOR (3) 8d & H1(U.N.O.) @ 24" O.C. CEILING JOIST TO TOP PLATE TOE NAIL (3) 8d CEILING JOIST TO PARALLEL RAFTER FACE NAIL (3) 16d CEILING JOIST: LAP OVER PARTITION FACE NAIL (3) 16d COLLAR TIE FACE NAIL (3) 16d BLOCKING TO RAFTER TOE NAIL (3) 8d RIM BOARD TO RAFTER END NAIL (2) 16d TOP PLATE TO TOP PLATE FACE NAIL (2) 16d @ 16" O.C. TOP PLATE @ INTERSECTIONS FACE NAIL (4) 16d TOP PLATE LAP FACE NAIL (8) 16d STUD TO STUD FACE NAIL (2) 16d @ 24" O.C. HEADER TO HEADER FACE NAIL 16d @ 16" O.C. EACH EDGE TOP OR BOTTOM PLATE TO STUD END NAIL (2) 16d STUD TO SOLE PLATE TOE NAIL & END NAIL (3) 8d & (2)16d BOTTOM PLATE TOP FLOOR JOIST AT BRACED PANEL TOE NAIL & FACE NAIL 16d @ 16" O.C. & (3)16d @ 16" O.C. JOISTS AT TOP PLATE, SILL OR GIRDER TOE NAIL (3) 8d BRIDGING TO JOIST TOE NAIL (2) 8d EACH END BLOCKING AT JOISTS TOE NAIL (3) 8d BLOCKING TO TOP PLATE TOE NAIL (3) 8d RIM JOIST TO JOIST FACE NAIL (3) 16d RIM JOIST TO SILL OR TOP PLATE TOE NAIL 8d @ 6" O.C. CONTINUOUS HEADER TO STUD TOE NAIL (4)8d BUILT-UP CORNER STUDS FACE NAIL 16d @ 24" O.C. BUILT-UP BEAMS (PER LAYER) FACE NAIL(STAGGER TOP&BOTTOM) (2)16d @ 16" O.C. RAFTERS TO 2x RIDGE BEAM TOE NAIL & FACE NAIL (4) 16d & (3)16d JACK RAFTERS TO HIP TOE NAIL & FACE NAIL (4) 16d & (3)16d LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WASHINGTON. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IRC SECTION R802.10.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. I JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI). I -JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI -400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. SPAN TABLE IRC R802.5.1(3) JOISTS (10# D.L.) FLOOR (40# L.L.) CEILING (20# L.L.),,, RAFTERS (30# L.L.) TILE COMP/SHAE SILLS, PLATES, BLOCKING, ETC. (1/360 L.L.) (L/240 L.L.) (L/240 L.L.) (20# D.L.) (10# D.L.) NO. 2 H.F. SPACING O.C. MAXIMUM MAXIMUM NO. H.F. SPACING MAXIMUM MAXIMUM MEMBER GLU-LAM BEAMS SPAN SPAN MEMBER O.C. SPAN SPAN E = 2.0 Fv = 290 12" 10' 14'-10" 12" 12'-2" 13'-7" 2 X 6 16" 9'-1" 12'-10" 2 X 6 16" 10'-6" 11'-9" 24" 7'-11" 10'-5" 24" 8'-7" 9'-7" 12" 13'-2" 18'-8" 12" 151-4" 17'-2" 2 X 8 16" 12'-0" 16'-2" 2 X 8 16" 13'-4" 14'-11" 24" 10'-2" 13'-2" 24" 10'-10" 12'-2" 12" 16'40" 22'-11" 12" 18'-9" 21'-0" 2 X 10 16" 15'-2" 19'-10" 2 X 10 16" 16'-3" 18'-2" 24" 12'-5" 16'-2" 24" 13'-3" 14'-10" 12" 20'-4" 26'-7" 12" 21'-9" 24'-4" 2 X 12 16" 17'-7" 23'-0" 2 X 12 16" 18'-10" 21'-1" 24" 14'-4" 18'-10" 24" 15'-5" 17'-3" LUMBER SPECIES MEMBER SPECIES POSTS, BEAMS, HEADERS, JOISTS AND RAFTERS NO. 2 DOUGLAS FIR SILLS, PLATES, BLOCKING, ETC. NO. 2 HEM FIR STUDS STUD GRADE HEM FIR STUDS OVER 10' HIGH NO. 2 HEM FIR POST AND BEAM DECKING P.T. #2 FIR OSB SHEATHING PER PLAN GLU-LAM BEAMS Fb2400, DRY ADH (EXT. ADH @ EXT. CONDITIONS) PSL MATERIALS* Fb = 2900 E = 2.0 Fv = 290 LVL MATERIALS** Fb=2600 E = 1.8 Fv = 285 ALL GLB BALANCED WEST SPECIES 24F -1.8E W.S. cacr, N N N to aw 8h� co " �E_ DO NOT SCALE o ,3 it"aivb= 18.11111 8 BfbcitL° ?' pEu,__' 2dow y m 1 2 52 k. 6,,s1=.52.810-gted g 19 lig a To d` co ?g iti L' REVIEWED FOR CODE COMPLIANCE APPROVED JUL 02 2013 City of Tukwila UILDING DIVISION EIVED CITY OF TUKWILA MAY 2 1 2013 PERMIT CENTER ENGINEERING SHEET) 2012 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 13