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Permit D10-209 - ZELLER RESIDENCE - FIRE DAMAGE REPAIR
ZELLER RESIDENCE 13309 56 AV S D10 -209 City oikukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us Parcel No.: 2172000095 Address: 13309 56 AV S TUKW Suite No: Project Name: ZELLER RESIDENCE DEVELOPMENT PERMIT Permit Number: D10-209 Issue Date: 08/12/2010 Permit Expires On: 02/08/2011 Owner: Name: ZELLER JILL M Address: 13309 56TH AVE S , TUKWILA WA 98178 Contact Person: Name: MARK MACHIN Address: 18133 NE 68 ST, STE 150 , REDMOND WA 98052 Contractor: Name: ALLIANCE RESTORATION SCVS INC Address: 8583 154 AV NE , REDMOND WA 98052 Contractor License No: ALLIARS987LP Phone: 425 766 -5580 Phone: 425 882 -7930 Expiration Date: 06/16/2012 DESCRIPTION OF WORK: FIRE DAMAGE ROOF SYSTEM: REMOVE AND RELPACE WITH ENGINEERED TRUSSES. REPLACE FIRE DAMAGED REAR DECK. 09 -07 -10 REVISION #1 TO INCREASE SCOPE OF WORK TO INCLUDE REPAIR EXTERIOR WALL, JOISTS AND SUBFLOOR. INSULATE EXTERIOR WALL AND ATTIC. REMOVE KITCHEN WALL AND MOVE BATHROOM WALL. Value of Construction: $38,167.00 Fees Collected: $797.75 Type of Fire Protection: International Building Code Edition: 2009 Type of Construction: VB Occupancy per IBC: 0022 * *continued on next page ** doc: IBC -10/06 D10 -209 Printed: 09 -07 -2010 City oilI'ukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Permit Number: D10-209 Issue Date: 08/12/2010 Permit Expires On: 02/08/2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: N N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. Start Time: End Time: Fill 0 c.y. End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: La-Si-R„L 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. Signature: Print Name: Date: % ` -% _ /v This permit shall become null and void if the work is not mmenced 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 ins ection. doc: IBC -10/06 D10 -209 Printed: 09 -07 -2010 City oPI'ukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 2172000095 Address: 13309 56 AV S TUKW Suite No: Project Name: ZELLER RESIDENCE DEVELOPMENT PERMIT Permit Number: D10-209 Issue Date: 08/12/2010 Permit Expires On: 02/08/2011 Owner: Name: ZELLER JILL M Address: 13309 56TH AVE S , TUKWILA WA 98178 Contact Person: Name: MARK MACHIN Address: 18133 NE 68 ST, STE 150 , REDMOND WA 98052 Contractor: Name: ALLIANCE RESTORATION SCVS INC Address: 8583 154 AV NE , REDMOND WA 98052 Contractor License No: ALLIARS987LP Phone: 425 766 -5580 Phone: 425 882 -7930 Expiration Date: 06/16/2012 DESCRIPTION OF WORK: FIRE DAMAGE ROOF SYSTEM: REMOVE AND RELPACE WITH ENGINEERED TRUSSES. REPLACE FIRE DAMAGED REAR DECK. Value of Construction: $38,167.00 Fees Collected: $797.75 Type of Fire Protection: International Building Code Edition: 2009 Type of Construction: VB Occupancy per IBC: 0022 * *continued on next page ** doc: IBC -10/06 D10 -209 Printed: 08 -12 -2010 City oftukwila 1 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Permit Number: D10-209 Issue Date: 08/12/2010 Permit Expires On: 02/08/2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: N N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: Permit Center Authorized Signature: N Date: 1� I hereby certify that I have read and exa this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied wit ther specified herein or not. The granting of this permit does not presum construction or the performance of work. give authority to violate or cancel the provisions of any other state or local laws regulating authorized to sign and obtain this development permit. Signature: — / �✓/ L Date: 2lw Print Name: "K i/L ✓ //iJ /'ZL) TL This permit shall become null and void if the work is of 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 ' spection. doc: IBC -10/06 D10 -209 Printed: 08 -12 -2010 • ao 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.ci.tulcwila.wa.us Parcel No.: 2172000095 Address: 13309 56 AV S TUKW Suite No: Tenant: ZELLER RESIDENCE PERMIT CONDITIONS Permit Number: D10-209 Status: ISSUED Applied Date: 08/11/2010 Issue Date: 08/12/2010 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 wood to remain in placed concrete shall be treated wood. 7: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 8: 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. 9: 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). 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 11: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 12: 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. * *continued on next page ** doc: Cond -10/06 D10 -209 Printed: 08 -12 -2010 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. ci. tukwi la. wa. us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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 provision of any other work construction or the performance of work. Signature: Print Name: /44-077.-/ (�/ / 2/7 �3 Date: `( ordinances governing or local laws regulating doc: Cond -10/06 D10 -209 Printed: 08 -12 -2010 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Permit No. Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION Site Address: 1330.1 56 Ave 5 Tenant Name: Property Owners Name: J3 11 gel /e k Mailing Address: 54 me King Co Assessor's Tax No.: ail aan - 00 935 Suite Number: Floor: New Tenant: ❑ Yes [No City State Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: M AQiIG MAC to il /V LL� ll Day Telephone: I-4 a 5 -1 G b - sps5po Mailing Address: 11 133 N E (8 5+ eel- Sir 0-i.'i01`e niolf� t�� -1 0 652 City State Zip E -Mail Address: ) 14 OR k M 41) ponce 62 GMAT 1. Corn Fax Number: 253 -53)-30944 GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: 3 I I/ 4 n C e ke,544.4, o') I 13 & Si- : S5-t- E �- 0 5 �f ��GSZ Mailing Address: City State Zip Contact Person: 1V^it4 I2 k / A-C 1 /t') Day Telephone: 142-s - 76 - scsSC E -Mail Address: ,v l b4It k M 1411 l emce ®n6mc„ I. C-C1 Fax Number: Ij25- �g 2. 7? 3 � Contractor Registration Number: PO 11 18125 q c 1 L P Expiration Date: ARCHITECT OF RECORD — All plans must be stamped by Architect of Record Company Name: Mailing Address: City Contact Person: Day Telephone: Fax Number: State Zip E -Mail Address: ENGINEER OF RECORD — All plans must be stamped by Engineer of Record Company Name: Mailing Address: City Contact Person: Day Telephone: Fax Number: State Zip E -Mail Address: H:\ApplicationsWorms- Applications On Line\2010 Applicalons \7 -2010 - Permit Application.doc Revised: 7-2010 bh Page 1 of 6 BUILDING PERMIT INFORMATION 206 -431 -3670 Valuation of Project (contractor's bid price): $ 3/5) 1 6p 7 Scope of Work (please provide detailed information): / F %Z e eernc tE and 12epLet. tom,lJ-k Rep lace -1 i ae Ock mgg a pekoe Existing Building Valuation: $ Da rri c\9 e (2-c)o-F' ScrS �en1 n& t rI erg 90( ?-au;?., e3 Oecl_ Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0, No If `yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11" paper including quantities and Material Safety Data Sheets. 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. H:\Applications\Forms- Applications On Line \-2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1a` Floor ' D I D 2'a Floor 3`' Floor Floors thru Basement 1 G rR J l> Accessory Structure* Attached Garage 0.11 V Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0, No If `yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11" paper including quantities and Material Safety Data Sheets. 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. H:\Applications\Forms- Applications On Line \-2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 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 no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWn(j��?�tAyU Signature: ICI /f fi�►abi // Print Name: iv] a D AGENT: Mailing Address: k Wlv+G ieu I� G Date: 71,1 1t) Day Telephone: ReCtroa IDate Application Accepted: Db ,U tbo City Date Application Expires: H:\Applications\Fonns- Applications On line\2010 Applications \7-2010 - Permit Applicatioadoc Revised: 7 -2010 bh n2-ii1[u4 State Zip Staff Initials: Page 6 of 6 s 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.ci.tukwila.wa.us Parcel No.: 2172000095 Address: 13309 56 AV S TUKW Suite No: Applicant: ZELLER RESIDENCE RECEIPT Permit Number: D10-209 Status: APPROVED Applied Date: 08/11/2010 Issue Date: Receipt No.: R10 -01560 Initials: User ID: Payee: JEM 1165 Payment Amount: $797.75 Payment Date: 08/12/2010 10:57 AM Balance: $0.00 ALLIANCE RESTORATION SERVICES, INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 067128 797.75 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES STATE BUILDING SURCHARGE 000.322.100 793.25 640.237.114 4.50 Total: $797.75 PAYMENT RECEIVED doc: Receiot -06 Printed: 08 -12 -2010 r INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. -7! 1.,N 10-209 CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 431-2451 Project: • Type of Inspection: Address: k fa CFA, S. (i, AtV d'S Date Called: Special Instructions: .141. - - Date Wanted: • 1 .2_ — 'f -- . 1 k Requester: .2.‘..t. ., '— Phone No: Approved per applicable codes. IlCorrections required priorto approva COMMENTS: flee frq't COO utt-irki d4-1 RIPP li-14ter) _ - Ca- 14. Ikspecty • Date: t PECTION FEE REQU ED. Prior to n t inspection. fee must be t 6300 Southcenter Blvd.. suite 100. ll•tO schedule reinspection. 0 y 4 41"'S rIS ..014.1.2v4tgr • rap.. VW •:•.1."11% • " v." ar 4): El INSPECTION RECORD-- Retain a copy with permit D.4092C9` INSP . TION NO. PERMIT NO. , r` CITY OF TUKWILA BUILDING DIVISION' ' - 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 4670 Permit Inspection Request Line (206) 431 -2451 • . • Project: • . :2ELL Q . RF - Type.of Inspe -lion: 1.40bvileiad(tmc Date Called :: Address: IASCCt 56,A0 Special Instructions: Date Wanted: _ ca — ll — ti Requester: Phone No: 1425 -- f36t1 -2114 t/ Approved per applicable codes. EJ Corrections required prior to approval. COM TS: PECTION FEE REQU ED..Prior to text inispection. fee must be at 6300 Southcenter 131 Suit 10 .*Call to schedule reinspection. 1, •g3•••¢VateroMbrrt-Vr' • 4. •••••7 " S!y INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N �. C4TY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 • (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 • Project: ghl f&. ,2 s= 4 Type of Inspec ion: Roof Li '/ `mic /wife. Address: —1 334E cld if u ,,r Date Calle Special Instructions:- . . Date Wanted: r 28 // 0 Requester: Phone No: —8C l7'. " - -V 09—.24'4 6���/ f ElApproved per applicable codes. Corrections required prior to approval. ZA• COMMgNTS: P“A .S'61-4(tf5 ,.Jo `} 0 li s)J.e e.03 Insp (Date: ri.REINSPECTION FEE REQUIRED.. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Im INSPECTION RECORD Retain a copy with permit INSPECT! N NO. PERMIT N . CITY OF TUKWILA BUILDING DIVISION '-- 6300 Southcenter Blvd:, #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 0 .. P.roject: w Z- LL..C_Q R.0 S . Type of Inspection: ekI r 2..*: ► 5 . - Address: Date Called: • Special Instructions: Date Wanted: t� O. — 8 -1v a. - p:m. Requester: Phone No: Approved per applicable "codes: • ['Corrections required prior tb approval. 7 COMMENTS; 1• . c • • it A _..i.e"" -- ti 'i • • Dat o -• M , y„,Lr.I ECTION !FEE .REQUIRED: t . next inspection. fee must be • t 6300`So thCenter Blvd: 5 r%ej00 ,Carll tosche iule;.reinspection.• �o.41C.047:..44 sari • INSPECTION RECORD �� ► ,� Retain a copy with permit 010-2 IN-SF(ECTION NO. PERMIT NO. • CITY OF TUKWILA BUILDING DIVISION •.4 6300 Southcenter Blvd:,: #1.00; Tukwila: WA 98188 • (206) 431 -3670 Permit Inspection Request Liine.(206) 431 -2451 Project: Type of Inspection: Address: to `J is AO s Date Called: Special Instructions: / . . Date Wanted: a.m. Requester: • Phone No: X2,5- f� ill '' 244 q Appreived per applicable codes. Corrections required prior to approval. COMMENTS: \r r 'GG i 6 � f� ill ; / ll.4 hit • k .IF>1■7111=10 ►■111MAIN i1 : nspec • r: Date: t2��f "1/4. � • REINSPECTION FEE REQUIRED. Prior 'o dent inspection. fee most be . paid at 6306.$outhcenter plvd.. Suite V00. Call to schedule reinspection. • 1, y Opepamm ►_mss - ••.12, S • y• r •• I. r..:+ 1^" .•. •w+V•,p� INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431' -3670 Permit Inspection Request Line (206) 431 -2451 INSPECTION RECORD Retain a copy with permit PERMIT N0: Project :" Z+.1tom`l<es? e A a . Type Inspection: . . f k f, Address 1. 56 5( Iry - S ,_ Date Called: Special Instructions: - . i Date Wanted: - - a.m. t 2 —f '-i0 Requester: Phone No: 4 -E_9' -4441 1JApproved per applicable codes. Corrections required prior to approval. COMMENTS: r tats ` e fire Cy Ite-C . ,.. t. A-Ire JIB ;, I e 1St a . . r t A.. A 4.- 4 14 .f . -f 3 t u ate "1 C tirr :• • ( /W 4/04, Disk --J i f-sarb et-7e- - C r P 4 S e.-c n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300'Southcenter Blvd.. Suite 100. Call to schedule reinspection. '.lefrpear.. - r. m -v.. vr•rwr .:. INSPECTION 0. vww4lok..,K=tc, .17...1.11nrAn.1—•—•••••■••••••• INSPECTION RECORD Retain a copy with permit 4/11--241F PERMIT NO. • CITY OF TUKWILA BUILDING DIVISION 'fa'- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: . Az-Le R 0,1 A* S . Type of Inspection: 6_1.4,el -.4.for.sfroV09414/Shecoti Date C . -.• Address: 9 ....s- 4 41./ _,S Special Instructions: . Date Wanted: , < Requester: Phone No: Approved-per applicable codes. • Corrections required prior to approval. commgwrs: I, ac, Afirb•sg- --- 10" /2100-Pke.+Af "4166 Pt if .1.3-04,4 . ( 7,z`•-,-,. , 6 4„ .. ,.. ,{..i, -0.... ! __ 0, ,4 • _V If r 4 „ ...... eiNcAdu,..„ .A;,,,,...4 / . . ' 1-1 A .3 AV • --et t OW •,L Ins ector: Date: .......1 / [---1 REINSPECTION FEEkREQU Prior to next inspection. fee must be paid at 6300 Southce ter Blvd.. Suite 100. Call to schedule reinspection. rk‘.. • • '60rEjnitagM.. j 14..• 4;?•41(.17•10•:-.. • • 4 4:49;IP111•14419114er 111044964:40.....••••• • 1 • alidlM.441^0..• .••" -.141r1Dr."::4531•;lal • Main Level I eA. A r.1 £ P F , ep# 2 G7uQ+.+ - Act! e A. 1.1 jQ�- -a 1/4.34 yk A 5 /) e- /,..150L/s-{-ia*NJ 1r.J )ALES -L b,e_ e_- 1 S A p p s ,I.1c 4 ai.1 t aJ C CvSPa p 'z+J F r k- cLcvL CDA l9 y F:' .+.t. A�) GO lw l.e It t,..� 5 r� a -ia rig t3 4-, b, e (0, cLv i c 4.j St 2- �e C,e- -A) REVISIONS No changes shalt be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may in :.ude additional plan review f ?c3. /ELLER -WP 16'7" % 6'2" 17.8. Ujvfna 11'8, Mita 21'8' FILE COPY ( Permit No. 9'10" twit 30'1" REVISION N0:1 1310-209 c A. 2Q.e coca LQpL4 t 5 t 6c e_ L_ A. 5 W a[.1 _ L7 `'-Q 4 'pao 16' Z" auk EVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 2 2010 City of Tukwila BUILDING DIVISInN y r1 RECEIVED AUG 27 2010 PERMIT CENTER Mn 'Level 7/23/2010 Page: 28 • • • • • 1. ca. 11; 0 38-03-00 t 6-07-00 21-08-00 H I 1 I I - - 11„ 1L- • ' J 0000• 000 0 0 0 0 0 0 0 0 0 M W gt, W M DJ wwww th Su 4 4 • 4 —IT • —11 ,. • , 8-03-00 , 30-00-00 38-03-00 RUSS ENOINECRED,TRUSS sys'rems Floor 'sr: FLOOR COMPONENTS 5132 Jews Stn. SW.lusvel .1VA 9012 360.7950057 Fax3.60956.3109 Tell ha 1 800,260 3900 OF WASHINGTON Customer Job Name Site Address City Roof Area Alliance Restoration Services, Zeller Reroof - Job# 98178 13309 56th Ave. South Tukwilla 1308.15 enVileCelVeD OF ruKtiqu AUG 11 MO PERAiircEbiren A01 A02 A02 ; A021 A02 A02 A03 TYRRELL ENGINEERING Re: B100989 Zeller Reroof - Job# 98178 Tyrrell Engineering 21121 Meridian East Suite 1B 11:dgewood, WA 98371 The truss drawing(s) referenced below have been prepared by Tyrrell Engineering. under my direct supervision based on the parameters provided by Truss Components of WA. Pages or sheets covered by this seal: I4427913 thru14427920 My license renewal date for the state of Washington is June 16, 2011. August 5,2010 Dan Tyrrell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI -1995 Sec. 2. PDF created with pdfFactory trial version www.pdffactorv.com Job 8100989 Truss A01 Truss Type Conuron Truss 0ty 1 Ply 1 Zeller Reroot- Job4 98178 14427913 Job Reference (optional) Truss Components of WA, Tumwater, WA 98512, Grant Coppedge 7.230 s Apr 22 2010 MiTek Industries, Inc Wed Aug 041428:44 2010 Page 1 -1-4-0 10 -10-0 1 7t4?,0 23-0-0 1 1 1 1 1-4-0 10 -10-0 10 -10-0 1-4-0 Scale = 1:40.1 6x6 9 10 Ik 11 8.00 12 112 14 " 113 Ilk 18 'rrl . . . r . . 111115 1111111111111119.. 17 all um.. ;..voolciiiliiiJICIIMIORallkafttallgillella4112111211011011011011.111MMIllik 3x4 = 32 31 30 29 28 2726 25 24 23 22 21 20 19 3x4 = 3x4 = 21-8-0 I 21-8-0 Plate Offsets (X,Y): (10:0- 1- 12,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.01 18 n/r 120 MT20 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 18 n/r 90 TCDL 7.0 Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 17 n/a n/a BCLL 0.0 • BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 104 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 21 -8-0. (Ib) - Max Horz 2 =60(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 32. 31, 30, 29. 28. 27, 24, 23, 22. 21, 20, 19, 17 Max Gray All reactions 250 Ib or Tess at joint(s) 2, 32, 31, 30, 29, 28, 27, 25, 24, 23, 22, 21, 20, 19, 17 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 3.5psf; BCDL= 5.Opsf; h =15ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.33 2) Truss designed for wind Toads in the plane of the buss 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 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 0; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live Toad of 18.0 psf or 1.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. . , 10) • 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 �'� ,....."1:, between the bottom chord and any other members. aR�ls r rA F . Tq 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 32, 31, 30, 29, 28, 27, 24, 23, 22, 21, 20, 19, 17. ,r y 12) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. „� LOAD CASE(S) Standard. "e J } M ba. 4). �. August 5,2010 ifs, Il.lh:rl .f. ,.7,1<r:.i ud R, i'3OFi "!. AIf:: 514' 3 i.ILJ''11! 7N2; ,LX:.1,1 .s F. 511'1.'- 73 liF, -CRE rrti!: Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of bullring designer - not truss designer. Bracing shown Is for lateral support of indtvidual web members only. Additional temporary bracing to Insure stability during construction is the resporisibslty of the erector. Additional permanent bracing of the overall structure 9 the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/rPI1 Qualify CMeda, 058-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison. WI 53719. Tyrrell Engineering 2121 Meridian East Suite 1B Edgewood. WA 98371 PDF created with pdfFactory trial version www.pdffactorv.com Job 8100989 niss A02 russ Type Common Truss Qty 5 Ply 1 Zeller Reroof - Job# 98178 14427914 ob Re ::Hess •.r 'anal) Truss Components of WA, Turrnvater, WA 98512, Grant Coppedge 7.230 s Apr 22 2010 MITek Industries, In Wed Aug 04 14:26:45 2010 Page 1 23-0-0 -1-4 -0 5.8-4 10.100 15 -11 -12 21-8 -0 -3-9 i I I 1 I 1.4-0 5-8-4 5-1 -12 5-1 -12 5-6-4 f7-o 0-9-0 1 Scale = 1:40.1 4x5 = 4 6.00 ITT 1.5x4 \\ 12 13 1.5x4 // 3 5 .t 2 ../1111111111111111111111111k. Aiiiiiiiii..... 7 13 " EMI /► / T5 7.1%11110481 ► 11 10 9 ld 4x8 = 3x4 = 3x4 = 3x4 = 4x8 = 7-4-13 14-3-3 21-8-0 1 1 1 1 7-4-13 6 -10-5 7-4-13 LOADING (psf) SPACING 2-0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.07 2 -11 >999 240 MT20 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.43 Vert(TL) -0.21 2 -11 >999 180 TCDL 7.0 • Rep Stress Inc" YES WB 0.27 Horz(TL) 0.05 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 79 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud /Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 982/0 -5-8, 6= 1243/0 -5 -8, 7 =- 228/0 -1-8 Max Horz 2 =59(LC 7) Max Uplift2=- 135(LC 7), 6= -94(LC 8), 7= 246(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2 -3= 1499/142.3 -12= 1313/133, 4 -12= 1178/147, 4-13=-1207/153, 5-13=-1281/138, 5-6= 1465/148 BOT CHORD 2-11=-113/1261, 10-11= 22/855, 9-10=-22/855, 6-9= 62/1222 WEBS 4-9=- 49/482, 5-9= 326/131, 4-11= 42/526, 3-11 =- 346/128 NOTES 1) Wind: ASCE 7 -05, 85mph, TCDL= 3.5psf, BCDL= 5.Opsf, h =15ft; Cat. 11, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live Toads. 5) This buss 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 at joint(s) 7. ;I, .A 11.2,..,:,,,t...: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 2 =135, y -n - - 7 =246.4 a ,,,r.1,-,., r 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. 't'•!r ".' 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.0� � LOAD CASE(S) Standard *.. r afa�,ptlyµ i' i • f1 y v^ lh August 5,2010 PTO, WWWISInnArt=tnel11,..AIWI...:eskt t1•RJd1a.Wj ..; q•. lh, rurte, c, III: :11NY1}s Jr. `NlS.iTdJ;:,i LDPF.L.dPr.:iN:.Jt,!'A•.F iL.,oPF t'o. Design valid for use ordy with Mnek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design peramenters and proper Incorporation of component Is responsibility of budding designer - not truss designer. Bracing shown is for ktteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibfity of the erector. Additional permanent bracing of the overall structure b the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Crlteda, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI 53719. Tyrrell Engineering 2121 Meridian East Suite 1B Edgewood, WA 98371 PDF created with pdfFactory trial version www.pdffactory.com Job 8100989 Truss A03 Truss Type Common Truss Qty 1 Ply Zeller Remof - Job4 98178 14427915 Job Reference (optional) Truss Components of WA, Tumwater. WA 98512 Gram Coppedge 7.230 s Apr 22 2010 MITek Industries, Inc- Wed Aug 04 14:26:48 2010 Page 1 5-8-4 10-10-0 15 -11 -12 1 21 -8-0 1 I I 1 5-8-4 5-1 -12 5-1 -12 5-8-4 Scale = 1:39.4 4x5 11 6.00 FIF 10 11 4x6 4x6 4 ,f 1 - 5 L+1 •4I$ wall A 12 13 9 14 15 8 16 7 17 18 6 19 20 I A 5x10 i 5x6 = 5x10 3x10 11 10x10 = 3510 11 5-8-4 10 -10-0 15-11 -12 21 -8-0 I I I 1 I 5-8-4 5-1 -12 5-1 -12 5-8-4 Plate Offsets (X,Y): 11:0 - 4-10,0 -2- 81,15:0 -4- 10,0 -2 -81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.18 6-7 >999 240 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -0.37 6-7 >694 180 TCDL 7.0 • Rep Stress Inc: NO WB 0.65 Horz(TL) 0.10 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 185 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3 -0-3 oc purlins. BOT CHORD 2 X 6 HF SS BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 4 HF Stud /Std *Except* 3-7: 2 X 4 HF No.2 REACTIONS (lb /size) 1= 5141/0 -5-8. 5= 5417/0 -5-8 Max Horz 1 =47(LC 6) Max Uplift 1= 541(LC 7), 5=- 571(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2=- 9444/995, 2 -10= 6444/690, 3 -10=- 6312/705, 3-11= 6312/705, 4 -11=- 6445/690, 4 -5 =- 9496/1001 BOT CHORD 1 -12= 885/8358, 12- 13=- 885 /8358, 9-13 =- 885/8358, 9-14=-885/8358, 14-15 =- 885/8358, 8 -15 =- 885/8358,8 -16 =- 885/8358,7 -16 =- 885/8358,7 -17 =- 846/8407,17 -18 =- 846/8407, 6 -18= 846/8407.6 -19 =- 846/6407,19 -20=- 84618407,5 -20 =- 846/8407 WEBS 3 -7 =- 534/5350, 4 -7= 3129/392, 4 -6= 218/2570, 2 -7= 3074/386, 2 -9= 213/2524 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -7 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05: 85mph; TCDL= 3.5psf; BCDL= 5.0psf; h =158; Cat. II; Exp B; endosed; MWFRS (low -rise) gable end zone; cantilever left •and right exposed ; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.33 " 4) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 ',a e ., 5) Unbalanced snow loads have been considered for this design. ,t! 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 1 _ 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 � d � 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) except (jt =lb) 1 =541, c 5 =571. . 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI ?PI 1. •t s, �� 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 878 Ib down and 94 Ib up at 2 -2-4, s�e. L r;, )'. ' 878 Ib down and 94 lb up at 42 4, 878 Ib down and 941b up at 6-2-4, 878 Ib down and 94 Ib up at 8-2-4, 878 Ib down and 941b up at e `L:� -. e ;� °, . 10 -2 -4, 878 Ib down and 94 Ib up at 12 -2-4, 878 Ib down and 94 Ib up at 14-2-4, 878 Ib down and 94 Ib up at 16 -2-4, and 878 Ib down = : - t ;'t-'.'� "2=; °-' d "� and 94 Ib up at 18 -2-4, and 878 Ib down and 94 Ib up at 20-2 -4 on bottom chord. The design/selection of such connection device(s) is a the responsibility of others. + gesiandard August 5,2010 ,,ta- , >I(ImM t'iKrtasCWLAaq[is • iVARN11'G • Lc,,f, tit .iy. rro-,,n -,,.-r, , .,4 Si' rir. NOTES LVD5: :5111;1. RLI.LRLA -L" r'AGL: ar11 -T -17J RrF7R9 L-SF Design valid for use only with MOek connectors. This design 8 based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper Incorporation of component B responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction B the responsibf11ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Tyrrell Engineering 2121 Meridian East Suite 18 Edgewood, WA 98371 PDF created with pdfFactory trial version www.pdffactorv.com Job B100989 Truss A03 Truss Type Common Truss Qty Ply 2 Zeller Reroof - Job# 98178 Job Reference (optionall 14427915 Truss Components of WA, Tumwater, WA 98512, Grant Coppedge 7.230 s Apr 22 2010 MtTek Industries, Inc Wed Aug 0414:26:48 2010 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert 1-3=64,3-5=-64,1-5=-20 Concentrated Loads (lb) Vert: 6= 878(8) 12=-878(B) 13= 878(B) 14= 878(8) 15= 878(B) 16= -878(B) 17= 878(B) 18= 878(B) 19=- 878(B) 20= 878(B) n~litIW xan•++ mV: na,. •.wamwA,x+mvxe�caw,,aaw,rernemrr • ,kr, M.401(vr:r u,“..� ..:rr".,�ww:v..r w41 lIM 5 dr. nrr pe:ern,rr A (.r.+ FE. if1 /-01'Fr- nR ,Al:' 41k), !ye it *Pf. , •::,7.F RI rLRhsfiE P_a.rE 1•;11 -n47.1 EL,' ORE US L. Design valid for use only with Mirek connectors. This design 4 based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the buiding designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB -89 and BCSI1 Building Component Salety Infonnalion available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Tyrrell Engineering 2121 Meridian East Suite 1B Edgewood, WA 98371 PDF created with pdfFactory trial version www.pdffactorv.com Job 8100989 Truss B01 Truss Type Common Truss Qty 1 Ply 1 7.230 Zeller Reroof - Job# 08178 14427916 Job Reference (optional) s Apr 22 2010 MITek Industries, In Wed Aug 04 14.28:47 2010 Page 1 Truss Components of WA, Tumwater, WA 58512, Grant Coppedge -1-4-0 I 10-10-8 I 21,9,9 23-1-0 1 1 1 1-4-0 10 -10-8 10-10-8 1-4-0 Scale = 1:40.3 6x8 9 10 1,: 11 12 6.00 13 r 14 • I _„,....11 iiilliiiiill i15 1111101111111111b,..16 ` El ` •' •• .� 18 lq Ol i� X. ?X..0 w ,'( �. �Y \ 1 1. ^ k..'� :l '.i .` .� .', Lk• i '' \ d 3x4 = 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 = 3x4 = 2t -9.0 21 -9-0 Plate Offsets (X,Y): (10:0- 1- 12,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates lncrease 1.15 TC 0.14 Vert(LL) -0.01 18 n/r 120 MT20 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 18 n/r 90 TCDL 7.0 • Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 17 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 104 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud /Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS NI bearings 21 -9-0. (Ib) - Max Horz 2= -61(LC 8) Max Uplift All uplift 100 Ib or Tess at joint(s) 2, 32, 31, 30. 29, 28, 27, 23, 22, 21, 20, 19, 17 Max Gray All reactions 250 Ib or less at joint(s) 2, 32, 31, 30, 29, 28, 27, 25, 24, 23, 22, 21, 20. 19, 17 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 3.5psf; BCDL= 5.Opsf; h =15ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.33 2) Truss designed for wind Toads 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/7P1 1 -2002. 3) TCLL: ASCE 7 -05; Pf=25.0 psi (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live Toad of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , '. 10) • 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 r , between the bottom chord and any other members. in'r 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 32, 31, 30, 29, 28 x 27, 23, 22, 21, 20, 19, 17."� =�> 12) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/1PI 1. ... iY .,d ".i?. '... lily' '. . -.._ ♦ LOAD CASE(S) Standard 7 ( tPy' •AP }, ' r , 0� - August 5,2010 6424, IVARF/N4 Ver 40..4pn r,,- ,a „>rt,••e u, 5 F.,Jii? ; or , ai' :IilL ^h'n IN CLAMP 4:1rEA irfl :eJ ' CE PAGE .1:,.' :4i 3 }:5I 5'R:. USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and u for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is The responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/8P11 Quality Criteria, 059-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI53719. Tyrrell Engineering 2121 Meridian East Suite 1B Edgewood, WA 98371 PDF created with pdfFactory trial version www.pdffactorv.com Job 8100989 Truss B02 Truss Type Special Truss Qty 4 Ply 1 Zeiler Reroof- Job# 98178 Job Reference (optional) s Apr 22 2010 MiTek 17-4-8 14427917 Truss Components of WA- Tumwater, WA 98512. Grant Coppedge 7.230 -14-0 5-9-3 10 -10-8 13-8 -8 Industries, Inc. Wed Aug 04 14:26:48 2010 Page 1 21 -9.0 23 -1 -0 1 1 I 1 i 1 1 1-4-0 5-9-3 5-1 -5 2 -8-0 3-10-0 4-4-8 1-4-0 Scale = 1:40.2 4x5 = PI • 3x6 5 6.00 12 3x4 % 13 14 3 1.5x4 d- i2. 1 11 8 5x8 = 10 Y 12 3X4 N 1.5x4 I I um lc 3.00 I 12 . le:91 3x5 - 9 4x6 = 3x6 5-9-3 10 -10-8 13-6-8 13,9/1 21 -9-0 1 I I 5-9-3 5-1 -5 2-8-0 0-2-12 7 -11 -12 Plate Offsets (X,Y): (7:0 -2- 10.0 -1 -8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.09 7 -9 >999 240 MT20 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.24 7 -9 >396 180 TCDL 7.0 ' Rep Stress Inc- YES WB 0.47 Horz(TL) 0.03 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 81 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc puffins. BOT CHORD 2 X 4 HF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 5-3-0 oc bracing. 5-9: 2 X 4 HF Stud/Std MITek recommends that Stabilizers and required cross bracing be WEBS 2 X 4 HF Stud /Std installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS (Ib /size) 2= 655/0 -5-8, 9= 923/0 -5-8, 7= 411/0 -5.8 Max Horz 2= -60(LC 8) Max Uplift2= 116(LC 7), 9= -51(LC 7), 7 =120(LC 8) Max Gray 2= 688(LC 2), 9= 923(LC 1), 7= 424(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1573/150, 3-13=-626/38, 413 = 530/52, 45= 523/64, 64= 336/125 BOT CHORD 2-12=-131/1374, 11 -12 =131 /1371, 9-10=-706/63, 5-10=-656/54, 7- 9=- 44/262 WEBS 3-11= 846/163, 4- 11= 0/275, 5-11= 20/622, 6-9 =- 290/95 NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 3.5psf; BCDL= 5.0psf; h =15ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL =1.60 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live Toad of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 6) • This buss 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of Ir. i a; +j bearing surface. 4" v dlsp► - -. . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints 9 except telb 2 =116, "I ., , .., 9P P g P joint(s) (ft= lb) .. 7 =120. �£:A� t e , -'4. ... 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. l j4 ° A +r, LOAD CASES) Standard- i }~ cis: f. August 5,2010 ® IVAI1NIN6 let :Jp r4 5,g,. pn'.."..•trr., arc, Nl.. -P Yu: E6 ON THIS J1%1, 7x::1. :'rd ; ?.VIPER x ;:rl:or Nf:i PAGE :11.7f-:.47;• 'AZ; Or,E Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and Is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilty during construction h the responsibilllty of the erector. Additional permanent bracing of the overall structure fr the responsibility of the b uldng designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bxadng, consult ANSI/TPI1 Quality Criteria, 058.89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. •10.04 s -.- Tyrrell Engineenng 2121 Meridian East Suite 1B Edgewood, WA 98371 PDF created with pdfFactory trial version www.pdffactorv.com Job 8100989 -Truss 803 Truss Type Scissor Truss Qty d Ply 1 Zeller Reroot -Job# 98178 14427918 Reference (optional) Inds .,lob Components of WA, Tumwater, WA 98512: Grant eoppedge 7.230 s Apr 22 2010 MiTek Industries. In Wed Aug 04 1426.48 2010 Page 1 1 -1-4-0 I 5-9.3 I 10-10-8 15 -11 -13 21 -9-0 -1-0 I I 123 1 1-4-0 5-9-3 5-1-5 5-1 -5 5-9-3 1-4 -0 Scale = 1:40.2 4x5 = r7 6.00 12 3x4 i 11 12 3x4 S 3 5 9 5x6 = v 10 8 N 1.5x4 II 1.5x4 II I 401 *444 Ilirot P..:11 3.00 t2 16:14 4x5 i 4x5 5-9-3 10 -10-8 15 -11 -13 21 -9-0 I I I I I 5-9-3 5-1 -5 5-1 -5 5-9-3 Plate Offsets (X Y): (2:0 -3-7 0-2 -0] [6:0- 3-7,0 -2 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFT in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.22 9 >999 240 MT20 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.66 Vert(TL) - 0.46 8-9 >552 180 TCDL 7.0 • Rep Stress Ina YES WB 0.69 Horz(TL) 0.34 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 76 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 994/0 -5-8, 6= 994/0 -5-8 Max Holz 2= -60(LC 8) Max Uplift2=- 135(LC 7), 6=- 135(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2726/222, 3 -11= 1970/116.4 -11= 1900/130, 4-12=-1900/140, 5-12 =- 1970/125, 5-6=-2726/166 BOT CHORD 2- 10=- 196/2412, 9-10 =- 196/2415, 8 -9 =- 91/2415, 6-8 =- 92/2412 WEBS 4-9=-31/1360. 5-9=-744/162, 3-9=- 744/155 NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 3.5psf; BCDL= 5.0psf; h =15ft; Cat 11; Exp B; endosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live Toad of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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 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. 4 , 7) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity -' IOWA �, of bearing surface. a» ''`vs f`0 4.1 . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt =lb) 2 =135, Y i aao` 6 =135. -,mf 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard August 5,2010 A IVARRf!,1. Vrnl . 1:ura vuu r! caul REAL" Na7'CS Oti 7171S AND !N' I .'Df.!) 51.TF.:i REITkENCE P4(J. 7W ..r:.r DR!'ORF .':..T Design valid for use oNy with MITek connectors. This design k based only upon parameters shown, and Is for on IndMdual building component. Appllcabliity of design paramenters and proper Incorporation of component 4 responsibility of building designer - not truss designer. Bracing shown B for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction 4 the responsibtflty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria. DSB -89 and BCSII Building Component Safety Infomralion available from Truss Plate Institute. 583 D'Onollo Drive, Madison. WI 53719. Tyrrell Engineering 2121 Meridian East Suite 1B Edgewood, WA 98371 PDF created with pdfFactory trial version www.pdffactorv.com Job B100989 Truss 804 Truss Type Common Truss Oty 10 Ply 1 Zeller Reroof -Job# 98178 14427919 Job Reference (optional) Truss Components of WA, Tumwater, WA 98512, Grant Coppedge • r ---7. --• 7.230 s Apr 22 2010 MiTek Industries, Inc. Wed Aug 04 14:28:48 2010 Page 1 1 5-8-8 1 10-10-8 16-0-8 21 -9-0 23.1 -0 1 1 i 1 5-8-8 5-2 -0 5-2-0 5-8-8 1-4-0 Scale = 1:38.7 4x5 = 6.00 12 11 1.5x4 \\ 10 1.5x4 // 2 4 '9 1 5 Ailiiiiiii.... -adllggllIllIllIlk 9 8 7 E 4x5 = 354 = 3x4 = 3x4 = 4x5 = I 7 -5-3 I 4 -3-13 21 -9-0 I I 7-5-3 6-10-11 7 -5.3 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates increase 1.15 TC 0.38 Vert(LL) -0.09 1 -9 >999 240 MT20 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.52 Vert(TL) -0.25 1 -9 >999 180 TCDL 7.0 • Rep Stress Incr YES WB 0.29 Horz(TL) 0.05 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2006/TP12002 Matrix ( ) Weight: 78 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1 -11 oc puffins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer installation guide. REACTIONS (Ib /size) 1= 898 /Mechanical, 5= 1005/0 -5 -8 Max Horz 1 =70(LC 8) Max Uplift 1 =84(LC 7), 5= 136(LC 8) FORCES (Ib) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1566/159, 2 -10= 1389/148, 3-10= 1310/163, 3-11= 1280/149, 4-11= 1357/135, 4-5= 1544/144 BOT CHORD 1 -9= 132/1346, 8-9 =- 28/896, 7 -8= 28/896, 5- 7= -61/1301 WEBS 3 -7=- 43/513, 4-7= 338/128, 3-9=- 57/572, 2-9=-383/138 NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL =3.5psf; BCDL= 5.0psf; h =15ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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.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. 7) Refer to girder(s) for truss to truss connections. ,.0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (it =lb) 5 =136. r M' 9) This truss is designed in accordance with the 2006 International Budding Code section 2306.1 and referenced standard ANSI/TPI 1. rce „„rr LOAD CASE(S) Standard '`1. i ", August 5,2010 ® WARNING . erifu etcsroc. parenwfrr, noel RL.1R JOIE. TRT> APR, 1Nr Lt'f!En ;JI7'Yk R: ,;e, N 'F r,,c i .4,1 74:.? LF.''OR! r:t Design valid for use only with Mirek connectors. This design 9 based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown for lateral support of indvidual web members only. Additional temporary bracing to insure stability during construction is the responsibmify of the erector. Addibnal permanent bracing of the overall structure is the responsibility of the bulling designer. For general gukiance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison WI53719. Tyrrell Engineering 2121 Meridian East Suite 18 Edgewood, WA 98371 PDF created with pdfFactory trial version www.Ddffactorv.com Job 8100989 Truss 805 Truss Type Common Truss Qty 1 Ply 1 Zeller Reroof- Jobif 98178 14427920 Job Reference (optional) Truss Components of WA, Tumwater, WA 98512, Grant Coppadge - _v • - - 7.230 s Apr 22 2010 MiTek Industries, Inc. Wed Aug 04 14:28:49 2010 Page 1 1 10 -10-8 21 -9-0 23-1 -0 I i 1 10-10-8 10 -10-8 1-4-0 Stale = 1:39.5 6x8 8 9 10 8.00 ITT 1 6 12 13 • 14 15 2 1 18 13 L 17 3x4 = 31 30 29 28 27 28 25 24 23 22 21 20 19 18 3x4 = 3x4 = I 21 -9-0 21 -9-0 Plate Offsets (X,Y): [9:0 1- 12,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.01 17 n/r 120 MT20 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 17 n/r 90 TCDL 7.0 • Rep Stress Inc: YES WB 0.06 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 102 Ib FT = 096 LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud /Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS All bearings 21 -9-0. (Ib) - Max Horz 1=-70(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 1, 31, 30, 29, 28, 27, 26, 22, 21, 20, 19, 18, 16 Max Gray All reactions 250 Ib or less at joint(s) 1.31. 30. 29, 28, 27, 26, 24, 23, 22, 21, 20, 19. 18, 16 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 3.5psf; BCDL= 5.0psf; h =15ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.60 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 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This buss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. { J:; 10) ' 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 s rr between the bottom chord and any other members. ' a 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 31, 30, 29, 28, 27. o. ° x� r ` $ ' 26, 22, 21, 20, 19, 18, 16. ...e.7• �iS 12) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. # f, ` ` LOAD CASE(S) Standard e cf rt -te cL .F SuS .4.1, August 5,2010 1K, A I{ARMM: Vrrify aea:yn par n mete, and READ NOTES 04' 71DS AND L1'CI SPED 3s: TER RE PE!U.NCL PACib GO' 11.r BEFORE I %;E. Design valid for use only with MTek connectors. This design is bused only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construcibn a the responsiblllity of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For generol guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TP11 Qualify Criteria, DSB-89 and BCSI1 Building Component Safety Intonation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Tyrrell Engineering 2121 Meridian East Suite 18 Edgewood, WA 98371 PDF created with pdfFactory trial version www.pdffactorv.com Symbols PLATE LOCATION AND ORIENTATION 1 F Center plate on joint unless x, y offsets are indicated. Numbering 6 -4 -8 System dimensions shown in ft -in- sixteenths I (Drawings not to scale) 3 a General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, g, 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 alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the budding designer, erection supervisor, property owner and all other interested arties. p 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 ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 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 requirements. 12. Lumber used shall be of the species and size, and in at respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. 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 load 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 is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. r� Dimensions are in ft -in- sixteenths. I 1 2 TOP CHORDS Ij! and Applfully py lates embed to both sides teeth. of truss O 1/J 6„ 11111F"70111 TOP CHORD 16,„1111>Awb,! O II". ill For 4 x 2 orientation, IOCate plates 0 n6from outside edge of truss. This symbol indicates the c7-8 C 7 C5-6 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 -1311, ESR -1352, ER -5243, 9604B, 9730, 95-43, 96 -31, 9667A NER -487, NER -561 95110, 84 -32, 96 -67, ER -3907, 9432A © 2006 MiTek ®All Rights Reserved required direction of slots in 'Plate software PLATE 4 LATERAL BEARING location SIZE x I connector plates. details available In MTek 20/20 or upon request. The first dimension is the late p width measured perpendicular 4 to slots. Second dimension is the length parallel to slots. BRACING LOCATION e Indicated by symbol shown and /or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings ( supports) occur. Icons vary but >•ElN reaction section indicates joint Tyrrell Engineering 21 21 Meridian East, Suite 1 B Edgewood, WA 98371 number where bearings occur. _� Indu Standards: Industry 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 Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. PDF created with pdfFactory trial version DATE 08 /05/10 PAGE 1 STUB Shipping Unit LEFT _ RIGHT Quotewurcnase Agree ® M� TRUSS i`t "` ' 'ent "'Id a;;tt ORDER DATE I / / ORDER# DELIVERY DATE ' / / QUOTE # j B100989 DATE OF INVOICE / / CUSTOMER ACCT # 1 000000038 Ts , PONE INVOICE # _ - CUSTOMER PO # ORDERED BY 1 Mark Machin TERMS I -2% 10 Days EN 0.1 N EE RE D*.TRUS s.,,FeSTEMS :' :ROOF a,FCOOdl,f- V,tt_' ? OF WASHINGTON SITE PHONE j SALES REP I Grant Coppedge 5232 Joppa St. SW, Tumwater WA 98512 Phone 360 - 753 -0057 Fax 360 - 956 -3109 Toll Free 1- 800 -860 -8980 MAIN CONTACT !Mark Machin SALES TAX CODE 1 MAIN PHONE # I (425) 766 - 55807930 CONFIRMATION CODE o tit.00 11; Alliance Restoration PO Box 0319 Redmond, WA 98073 (425) 882 -7930 office (425) 882 -0210 fax JOB NAME:Zeller Reroof - Job# 98178 LOT # SUBDIV: MODEL: JOB CATEGORY: Residential - C DELIVERY INSTRUCTIONS: Job Notes: PRICE IS VALID FOR DATES NOTED BELOW. S P ' T 13309 56th Ave. South Tukwilla, WA 98178 SPECIAL INSTRUCTIONS: ROOF TRUSSES PROFILE QTY PITCH PLY TOP I BOT 1 6.00; 0.00 5 6.00 6.00 TYPE I BASE 0/A ID SPAN SPAN LUMBER I OVERHANG TOP BOT I LEFT RIGHT CANTILEVER LEFT RIGHT STUB ' Shipping Weight 2 Ply Common Truss A01 21 -08-00 21 -08 -00 2X4 2X4 Common Truss 0.00 A02 21 -08 -00 21 -08 -00 12 X 4 2 X 4 Common Truss 0.00 A03 21 -08-00 21 -08-00 .2 X 4 2 X 6 01 -04-00 01 -04 -00 1. 01 -04 -00 01 -04-00 06 -04 -15 103.64 6.00 0.00 4 6.00 3.00 Common Truss B01 21 -09-00 21 -09-00 .2 X 4 2 X 4101-04-00 101 -04-00 Special Truss 602 21-09-00 21-09-00 n V 4 n V 4101 -04 nn 101-04-00 I Scissor Truss 6.00 3.00. 903 21 -09 -00 21 -09-00 12 X 4 2 X 4 01 -04 -00 01-0400 j i /�� ;Common Truss ..t .. 10 ! 6.00 0.00 B04 21 -09-00 , 21 -09-00 j2 X +4 2 X 4 01 -04-00 Common Truss r ! t— L 1 1 6.00 0.00 805 21 -09 -00 I 21 -09 -00 :2 X 4_12 X 4: 01 -04 -00 � i 06 -04 -15 78.96 05 -09-03 92.55 06 -05-03 104.14 ITEMS QTY 06-05-03 80.91 06 -05 -03 75.83 1 06-05-03 77.52 06-05-03 102.40) ITEM TYPE SIZE 19 19 10 Block 2x4 Solid Block � Block 2x4 Vent Block LENGTH FT -IN -16 PART NUMBER NOTES Misc. 10 Hanger Burn Mea MUS26 00 -00 -00 PDF created with pdfFactory trial version www.pdffactorv.com J • • P C PLAN EVIEW /ROUTOPY ING SLIP ACTIVITY NUMBER: D10 -209 DATE: 08 -27 -10 PROJECT NAME: ZELLER RESIDENCE SITE ADDRESS: 13309 56 AV S Original Plan Submittal Response to Correction Letter # X Revision # 1 After Permit Issued Response to Incomplete Letter # DEPART ENTS: 1lfding ivi ion Public Works Fire Prevention Structural Planning Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 08-31 -10 Complete Incomplete Comments: Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Ds Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved %I, Approved with Conditions Notation: n DUE DATE: 09-28-10 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 • • PROJECT NAME: 2e L k'r -PSi de'%c ei PERMIT NO: b 1 O— 4,10 9 SITE ADDRESS: 13%09 ORIGINAL ISSUE DATE: S -0. -1Q REVISION LOG REVISION NO. DATE'RECEIVED STAFF _ IlvI S ISSUED DATE STAFF I1�TIVW( S _ 1 8.�—)—co 7 ���� i� Summary of Revision: ^ vc rat sJr. s cope 04- word 4o i v.L Iv4 2 4e r&f- wz. Ii re wxo vim. lt,-4-f, dab lit aL vin— ioa t►'tid s- Wa f i t Received by: 74 4-pi_v1/4J 44 o %/ REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE . STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF .INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: • 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: g1 Z 7 //0 0 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Dr Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Plan Check/Permit Number: Project Name: Project Address: 1) 3a 9 S Contact Person: Q- 20 /"l Pin o-r/ Summary of Revision: l R-cs,e So_ Phone Number: (1/2�" 1L`1- Z-4 /9 — R &pa; /2. te Atte cae Goo t'sc , i1Pe pZ-q c-e c L, 4- oDd- C /,�1G(' & ��A/1 f_1002, /C/ZAA4ei ✓ gj°rRAihte 9( — /.vSvLk- /lQp4,&&c1 /2t -e4- w1 2- /s • /N5a1/44 -C /9451-lc- LvJt i2-,38 /• (W -- f /J S)1 L L iO e J - 1 to 2.o Le /1.450Sdp F. A � AAJ % cl — A .l Ki4- 41,0 S /ar. 13 P'7 , 1101/ ) to 1, Ui4.AJ d 7 s;Jk/ t ia�t - P1 v44 &,1 ie. be, ,o /2-e , Aleetie- -- LeC-111- ∎ e- • j- b NEOSIMD ovilA 10 Sheet Number(s):RA'1 :-e'"`'�' "Cloud" or highlight all areas of revision including date of re Received at the City of Tukwila Permit Center by: �� Entered in Permits Plus on t/)-7---( 0 H:\Applications\Forms- Applications On Line\2010 Applications V-2010 - Revision Submittal.doc Created: 8 -13 -2004 Revised: 7 -2010 Contractors or Tradespeople Per Friendly Page • General /Specialty Contractor A business registered as a construction contractor with Lftl 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 ALLIANCE RESTORATION SCVS INC UBI No. 602212376 Phone 4258827930 Status Active Address 18133 Ne 68Th St Ste D150 License No. ALLIARS987LP Suite /Apt. License Type Construction Contractor City Redmond Effective Date 6/17/2002 State WA Expiration Date 6/18/2012 Zip 98052 Suspend Date County King 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 FAIRWCL968J1 FAIRWAY CONSTRUCTION LLC Construction Contractor General Unused 4/21/2004 4/21/2010 Expired Business Owner Information Name Role Effective Date Expiration Date FADDICK, JAMES ROBERT Member 05/01/2010 Bond Amount WHEAT, IMEL LEE JR President 06/17/2002 789897C BROWNLEE, RITCHIE Secretary 06/17/2002 WHALEN, MICHAEL WILLIAM Treasurer 06/17/2002 WESTERN SURETY COMPANY CRAIG, RONALD Vice President 06/17/2002 06/12/2010 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 2 DEVELOPERS SURETY & INDEM CO 789897C 06/12/2010 Until Cancelled $12,000.0005/13 /2010 1 WESTERN SURETY COMPANY 14431988 06/12/2002 Until Cancelled 06/12/2010 $12,000.0006/17 /2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 7 STEADFAST INS GPL926533400 05/15/2010 05/15/2011 $1,000,000.0005 /28/2010 6 WEST AMERICAN INS CO BKW54088906 06/12/2009 05/28/2010 $1,000,000.0006 /11/2009 5 NORTH PACIFIC S C06153213 06/12/2007 06/12/2009 $1,000,000.00 05/06/2008 4 OREGON AUTOMOBILE INS CO C05153213 06/12/2006 06/12/2007 $1,000,000.0005 /05/2006 3 NORTH PACIFIC INS CO C04153213 06/12/2005 06/12/2006 $1,000,000.0005 /23/2005 2 NORTH PACIFIC INS CO C03153213 06/12/2004 06/12/2005 $1,000,000.00 05/24/2004 https://fortress.wa.gov/lni/bbip/Print.aspx 08/12/2010