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HomeMy WebLinkAboutPermit D05-095 - SINGH RESIDENCE - NEW HOUSESINGH RESIDENCE 4413 S 146 ST D05 -095 '. �.: ; • • rte J ,�wll�,� wq City a: 4 ukwila S teven M. Mullet, Mayor Department of Community Development Steve Lancaster Director 6300 Southcenter Boulevard, Suite #100 N �= Tukwila, Washington 98188 j Phone: 206-431-3670 k i 908 x ' Fax: 206 - 431 -3665 o8 Web site: ci. tukvvila. wa. its DEVELOPMENT PERMIT Parcel No.: 0040000733 Permit Number: DOS -095 Address: 4413 S 146 ST TUKW Issue Date: 07/21/2005 Suite No: Permit Expires On: 01/17/2006 Tenant: Name: SINGH RESIDENCE Address: 4413 S 146 ST, TUKWILA WA Owner: Name: SINGH BHUPINDER K +NIRPALIND Address: 4411 S 146 ST, TUKWILA WA Phone: Contact Person: Name: BHUPINDER SINGH Address: 4411 S 146 ST, TUKWILA WA Contractor: Name: OWNER AFFIDAVIT Address: NIRPALINDER KAUR, Contractor License No: Phone: 206 214 -7534 Phone: Expiration Date: DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2954 SQ FT SINGLE FAMILY RESIDENCE WITH 670 SQUARE FOOT ATTACHED GARAGE. PROJECT ON VALVUE SEWER AND WD #125 WATER. RESIDENCE REQUIRES A FIRE SPRINKLER SYSTEM FOR FIRE PROTECTION. PUBLIC WORKS ACTIVITIES INCLUDE: ACCESS DRIVEWAY, EROSION CONTROL, LAND ALTERING AND STORM DRAINAGE. Value of Construction: $272,296.44 Type of Fire Protection: N/A Type of Construction: VB Fees Collected: $4,441.79 International Building Code Edition: 2003 Occupancy per IBC: 22 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 50 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Z �w U 0 0 0 . N CO W J -r C0 L W LL ¢ to = �w Z �O Z F_ 25 U O N 0 F_ W U_ Z ui U= O Z f i f O i N '0 1908 Water Main Extension: Water Meter: City o. Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tuktivila.wa.us N Private: N * *continued on next page ** Steven M. Mullet, Mayor Steve Lancaster, Director Public: doc: IBC-Permit D05 -095 Printed: 07 -21 -2005 Z LU D UO to o J H- to u,: W O' � Q CO D = C! H =: Z F.. r- O z F--� W �. U C3: ;O CO WW ,H U u- O .• Z W L) O z �. City o� Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: c0id3vilama.us Steve Lancaster, Director Permit Number D05 -095 j Issue Date: 07/21/2005 Permit Expires On: 01/17/2006 i 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. j 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: Date: 6 ,r s Print Name: ��IR ?A L i to ID � R Zrl y 1e 4 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. i i doc: IBC - Permit D05 -095 Printed: 07 -21 -2005 Z Z UJI UO ND co Lu J = to LL W 0 9-5 LL ?. � = w, z� zo W W �o U co 0— 0 I— =U t1. ~O LLi Z co P _ 0 Z ,..� City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 0040000733 Permit Number: DOS-095 Address: 4413 S 146 ST TUKW Status: ISSUED Suite No: Applied Date: 03/24/2005 Tenant: SINGH RESIDENCE Issue Date: 07/21/2005 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. 9: There shall be no occupancy of a building until final inspection has been completed and approved 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 doc: Conditions D05 -095 Printed: 07 -21 -2005 z w JU 00 CO J = H CD LL-. w UQ co = �w Z r_ O w �5 U0 O� �H wW HF- LL O . Z . W U= O Z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 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. z 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of ~ w � QQ 2 Public Health - Seattle and King County (206/296- 4932). 17: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department JU U o of Labor and Industries (206/248- 6630). w W J �_ 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, D LL 0 any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits W 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 U_ Q Building Official from requiring the correction of errors in the construction documents and other data. cn a = W 19: ** *FIRE DEPARTMENT CONDITIONS * ** ~ _ z� 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the �0 w F- following concerns: ? o U 21: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) o 22: All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to the Tukwila H v Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) U _ _ 23: All new srpinkler sysetms and all modifications to existing sprinkler systems shall have fire department review and cWi co approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler H systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk 0 Z Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 24: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 25: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 26: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 27: These plans were reviewed by Inspector 512. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 28: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 29: The applicant must notify the City Utility Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 30: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 31: 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, doc: Conditions D05 -095 Printed: 07 -21 -2005 � � .,,, , �g City of Tukwila Ins Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 32: Any material spilled onto any street shall be cleaned up immediately. Z z Z. 33: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation w off -site or into existing drainage facilities. �U 34: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of N p 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed N w 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. CO L w 35: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All �5 disturbed areas of the site shall be permanently stabilized prior to final construction approval. U. j =a 36: The site shall have permanent erosion control measures in place as soon as possible after final grading has been E- w completed and prior to the Final Inspection. Z ��.. F- 0 Z �-- * *continued on next page ** w ? o U to 0 O F- WW LL 0 111 Z N ~O F- Z 1 , City of Tukwila Y9oe i Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. 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 provision of any other work or local laws regulating construction or the performance of work. Signature: Date: - 7 . ,/ 2- 1 Print Name r�l 11 al? A L i N`) e be-'A o 10• doc: Conditions D05 -095 Printed: 07 -21 -2005 Z Z � QQ 2 JU UO CO 0 W =. �LL W O. 9-5 LL C = W z M �O zi- 25 U O� O H W f- �- O til z: 0 0 H O z �J�Y11W. +v , N 2 1909 CITY OF TUKWILA Community Developmentartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Perm' �5_C) Mechanical Permit No. d�'��9 Public Works Permit No. Project No. use 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 King Co Assessor's Tax No.: G:2'S�Q.^b -6 ��� Site Address: i-r'l / 3 ' S i 1 U k t'`1t 4 A ' U- : 98 1 0 0 Suite Number: Floor: Tenant Name: is 1-1UP) to 6 F_ P_ S; i 14 New Tenant: ❑ .... Yes ❑ ..No Property Owners Name: & PU A ATp 4gP_ Mailing Address: L.? (4 1( S' C ^� ' IC) ILw W City State Zip CONTACT PERSON Name: & y\ \-) P IN SI hl (,ht Day Telephone 2V9 75'5( Mailing Address: tl tl // S• P �/ 6 l �U,�t� r (nom L>"'tA- 12 N 1�1 City State Zip E -Mail Address: Fax Number: GENERAL CONTRACTOR INFORMATION- (Mechanical Contractor information on back page) Company Name: :. Mailing Address: City State "Lip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD - All plans must. be wet stamped by Architect of Record Company Name: I e I �IU �UL_4' ✓- �4>'r� � Mailing Address: City State Zip Contact Person: 4 Cl Day Telephone: 3 Cap` 2— G <' / 7 4 C, E -Mail Address: Fax Number: ,4, e- ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record Company Name: 5 V G 0 L GL/-' e,c �,/— .5' Mailing Address: Contact Person: _S M • f E -Mail Address: 1pertnits plus \ice changes\permit application (7 -2004) Page t City Day Telephone: Fax Number: State Zip Z W UO W = H �LL WO 9_J ur T = W F- _ F- 0, W ~ W U O� 0 I— Ww F- LL' O W Z U= O Z BUILDING PERMIT INFORMATION - 206- 431 -3670 Valuation of Project (contractor's bid price): $ Existing Bul ing Valuation: $ Scope of Work (please provide detailed information): n d Will there be new rack storage? ❑ ..Yes ❑.. No If "yes ", see Handout No. for requirements. 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): !�2.e5 _ Floor area of principal dwelling: Floor area for 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 ❑ ..No If "yes ", explain: �` e4 . FIRE PROTECTIONIHAZARDOUS MATERIALS: M.. Sprinklers ❑..Automatic Fire Alarm ❑..None �. Other (specify) $jrL0�6 i!Z!/j5' 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 -112 x I I paper indicating quantities and Material Sa ety Data Sheets. \permits plus\ice changes \permit application (7 -2004) Page 2 Z }_--- Z W .J U 0 U) ❑ J H CO LL W O L J Q = Cd F. W Z= t-- 1— O Z H W 5 D U 0 C W F- F_ LL O .. Z W U= O F- Z Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1 Floor '' Q 2 "d Floor S - 7 3` Floor Floors thru Basement Accessory Structure* Attached Garage C_.14 •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): !�2.e5 _ Floor area of principal dwelling: Floor area for 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 ❑ ..No If "yes ", explain: �` e4 . FIRE PROTECTIONIHAZARDOUS MATERIALS: M.. Sprinklers ❑..Automatic Fire Alarm ❑..None �. Other (specify) $jrL0�6 i!Z!/j5' 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 -112 x I I paper indicating quantities and Material Sa ety Data Sheets. \permits plus\ice changes \permit application (7 -2004) Page 2 Z }_--- Z W .J U 0 U) ❑ J H CO LL W O L J Q = Cd F. W Z= t-- 1— O Z H W 5 D U 0 C W F- F_ LL O .. Z W U= O F- Z Z 1 Z �W QQ� JU UO W= F- N W WO 9Q to � = W Z F— Z O— W UJ �p U O N 0H WW tL O Z. W U� O Z MECHANICAL PERMIT INFOr'SATION -- 206 -431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name:_ Mailing Address: Contact Person: E -Mail Address: City State Zip Day Telephone: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** 1 Valuation of Project (contractor's bid price): $�D Scope of Work (please provide detailed information): & W q Use: Residential: New ... ,�] Replacement..... ❑ Commercial: New .... ❑ Replacement..... ❑ Fuel Type Electric ..... ❑ Gas.... Other: Indicate type of mechanical work being installed and the quantity below: In '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. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. 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 OWNER ORAUT+IORIZED AGENT: S J /� n Date: 03 D� �t Print Name: � �l U A A A 0- 5Z Day Telephone: Mailing Address: 4 tel / / �r / tl'4 <r `�4ACtVi G4 City State Zip Date Application Accepted: I Date Application EE xpires: I Staff Initia ls: J �'� r — C t � [ � Y -s &- Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Com pressor: Q Furnace <100K BTU Air Handling Unit >I0,000 Fire Damper 0 -3 HP /100,000 BTU CFM Furnace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected Thermostat / 15 -30 HP /1,000,000 BTU to Single Duct r Suspended/Wall/Floor Ventilation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Mounted Heater Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Incinerator - Domestic Emergency Heat/Refrig/Cooling Generator System Air Handling Unit Incinerator - Comm/Ind Other Mechanical <I0,000 CFM I I Equipment \permits plus \icc changes \permit application (7 -2004) Page 4 Z ��- Z W JU UO ND W = H C0 LL WO U - 2 W Z F- 0 Z W �5 U� O U) o I- W 2 H� L L — 0 Iii U= O Z TRANSACTION LIST: Type Method Description mount Payment Check 81293 2,508.60 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES 000/322.100 2,405.60 PW LAND ALT PERMIT FEE 000/342.400 23.50 PW PERMIT /INSPECTION FEE 000/342.400 75.00 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 2,508.60 5212 07/21 9716 TOTAL 2508.60 .. � « z Z �W UO Cl) 0. w= J � �LL WO �QQ LL j co O H W, z� F - O z E- -W W U� O N (31--. WW F=- U . H — O ' . z. W H =. O z %L �� City of Tukwila face 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 0040000733 Permit Number D05 -095 Address: 4413 S 146 ST TUKW Status: PENDING Suite No: Applied Date: 03/24/2005 Applicant: SINGH RESIDENCE Issue Date: Receipt No.: R05 -00417 Payment Amount: 27.00 Initials: SKS Payment Date: 03/24/2005 04:50 PM User ID: 1165 Balance: $2,508.60 Payee: BHUPINDER SINGH TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 5330 27.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- BUILDING - RES 000/322.100 27.00 Total: 27.00 'J 1419 03/25 9716 TOTAL 1907.50 i dac: Receipt Printed: 03 -24 -2005 z Z U. UO C C3 W -J F N (L W� LLQ co = CI W z_F F- O z F- W L) ,O SO 0 z tl.l U co P= O z r i �... City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 l Parcel No.: 0040000733 Address: 4413 S 146 ST TUKW Suite No: Applicant: SINGH RESIDENCE Receipt No.: R05 -00407 Initials: SKS User ID: 1165 RECEIPT Permit Number: Status: Applied Date: Issue Date: D05 -095 PENDING 03/24/2005 Payment Amount: 1 Payment Date: 03/24/2005 10:40 AM Balance: $2,535.60 Payee: BUHPINDER SINGH TRANSACTION LIST: Type Method Description Amount Payment Check 5330 1,906.19 ACCOUNT ITEM LIST: Description . Account Code . Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PLAN CHECK - RES 000/345.830 1,581.19 PW BASE APPLICATION FEE 000/322.100 250.00 PW PLAN REVIEW 000/345.830 75.00 Total: 1,906.19 1419 03/" 0 71.6 TOTAL 1.967.50 19 doc: Receipt Printed: 03 -24 -2005 Z Z' �W U. U 0. Cl) J =. F— D o w� Q , LL a W, zF F— O Z F-. LU W U� ON D F- = U F— �: �O ll! Z ;= _' O F- Z 1.: ! INSPECTION RECORD C Retain a copy with permit I — INSPECTIPN NO. PER I 1.0 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -36 Approved per applicable codes. Corrections required prior to approval. C OMMENTS: i &z2 4Z t&Z2AJZ-' 0 / i�2 41 GI Project: Is. Type of Inspection: l Address: / �2 T` Date Called: Special Inst uctions: ' Date Wanted: a.m. ��. Requester: Phone No: U paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: 1:5'/ Z = Z �U UO W= LL' WO LL U� = FW ` Z l F- O. W H LLI U� ON O E-. W LL O. ti l Z U= O Z Hangerjapers & Painter 2412 So 273 rd St Suite # 180 Federal way, WA 98003 206 -697 -7144 fax 253 - 8394251 Invoice No. P- 15122005 INVOICE w -A- `- 0- L.usLVrner Name Mr. Bhupinder Singh Address 4413 S 146th St City Tukwila State WA ZIP 98168 -4444 Phone 206431 -8457 Desc 60gis Interor 2 Coat of Moisture Vapor Barrier # B72W1 of Sherwin Willams Total Area Cover Of Shat Rock 11575 sqf raymenL UUM11ft O Cash O Check O Credit Card Name CC # Expires Thank you for your Business Date 2/22106 Order No. Rep FOB Unit Price TOTAL SubTotal 1 $0.00 TOTAL Office Use Only C F -6 7 job EUILUING DEPARTMENT z Z �W 6 UO 0 C0 S2 W W O WQ �D = d. W. z I- O z F-- W W V 5 0—, oF- W H 0. U llJ z U= O z FE8 -22 -2006 16:55 FROM :FEDERAL bIAY 125366190 0 TO :12064318457 P.1�2 108.17 INTERIOR. LATEX S HERWi1U MOISTURE VAPORBARRIER WILLIAMS, B72W1 F OVA Interior L.atox Moisture Vapor Barrier Primer/Finish is a coating designed to reduce the loss of moisture through wails and ceilings. Moisture Vapor Barder PrlmerfFinish combines a primer and finish in a s!ngie, fast drying coat, Moisture Vapor Barrier PdmerlFlnleh Is specially formulated for manufactured housing facilities. Upon field installation of the home, this product can be topcosted with any Sherwin - Williams' interior latex or alkyd product. Color. White Coverage: 200 - 250 eq fugal Q 6.0.8.0 mils wet; 1.8 - 2.4 mils dry Drying Time Q 77 °F 50% RH (temperature and humidity dependant) To touch: 1 hour To topcoat:. 4 hours Finish: 0 -10 units a 85° Flesh Point: NIA Perm Rating: less than 1.0 perm ASTM E56 Soivent,fReducer. Water Tinting with Blend -A- Color. Base oxigal Strength White 0.4 75% Vehicle Type: Vinyl Acrylic/Styrene Butadlene V00 (less exempt solvents): 74 g /t.; 0 61 !blgai Volume Solids: 28 * 2% Weight Solids: 40:k 2% Weight per Galion; 10.3 lb OTC Compliant 5- P-990-CAT - 109i orywall System 1: 1 -2 cts. Moisture Vapor Barrier Primers Finish System 2: 1 ti. Moisture Vapor Barrier Primer; Finish 2 cts. Sherwin - Williams Interior, Latex or Alkyd, Architectural Topooat - :. s.. �► Do not thin. Reduction will adversely affect the perm rating. Apply at temperatures above 80 "F. Brush - Use nyvilpolyester brush Roller - Use 318" - 311^ nap cover Spray - Alrieas Pressure ..... ...........................2000 psi Tip ...................... ... .......... .017" -.015" JR ACE ?REPARATi�N WARNINGI Removal of old paint by sand- ing, scraping or other means may gener- ate dust or fumes that contain lead. Expo sure to lead dust or fumes may cause brain darnage or other adverse health effects, especially in chlldrGn or pregnantwomen. Controlling exposure to lead or other haz- ardous substances requires the use of Groper protective equipment, such as a propedyfitted respirator (NIOSH approved) and proper containment and cleanup. For more information, call the National Lead Information Center at 1-800. 424 -LEAD (in iJS) or contact your local health authority. 12omov0 211 surface contamination by washing with ProClean Pr0fe53ional0 Prep Wash Concentrated Cleaner or other appropriate cleaner, rinse thor- oughly and allow to dry. Scrape and sand peeled or checked paint to a sound sur- face. Sand glossy surfaces dull. Seal stains from water, smoke, ink, pencil, grease, etc. with PrepRRe(& ProBlockO Primer Sealer. Drywall Fill cracks and holey: with patenting pastel spackle and sand amooth. Joint com- pounds must be cured and sanded smooth. Remove all sanding dust. i=0 MIJUJI JEN 1101 Z9 Clean spills, spatters, hands and tools Immediately after use with soap and warn water. After cleaning, flush spray equip- ment with mineral spirits to prAvent mist- ing of the equipment. Follow manufacturer's safety recommencetions when using mineral spirit 112003 www. clierwin- williams.corn E IV FEB ` 4 ?0,()G BUILDING DEPARTAMIEN continued on back Z �z �W �0 0 . to o W = H C0 LL WO Q � Q LLQ rn =) 2 W Z H. 1-- O. Z F- W W U ON o I— W u6 O .- Z W U= O Z FEB-22-2006 16:57 FROM: FEDERAL 14AY 12536619040 108.17 INTERIOR LATEX MOISTURE VAPORBARRIER B72W1 1 120643 13457 P.2 a ,SHERWIN WILLIAMS. For interior use only. Protect from freezing. CAUTION contains CRYSTALLINE SILICA. Usecnly with adequate vantlydon. To avoid oveisypocurs, cpen windows and doors or use other means to ensure fresh air entry during application and drying. N you experience eye watering. headaches. or dizzl- nett, Increase fresh air, orweerrospiratoryprotn-don (NIOSH approved) or leave the ores Adequate van - tiatlon requlrod when sanding or abrading the dried rlrr. It adequate ventilation cannotbe providac watt sn approved pa,ticulate resplrator(NIOSH approved). Fohcw respirator manufacturer's diredomn for reapl- rator use. Avoid twntact •with eyes and skim. Wash hands crier using. Ksep container closed whom not in use. Do not transfer contents to other oontalners for stonsge. FIRST AID: In case of eye contact. Rush thoroughly with large amounts of viater. Oat mod,cal attention iflrntatlon persists. tYawallowed, cal Poison Control Center, hospital emergency room, or physF clan immediately. DELAYED EFFECTS FROM LONG TERM OVEREXPOSURE. Abrading oreandingof the dry rim may release crystalline Me which has been shown to cause lung damage and cancar underlong term 9Mmure. WARNING: TNs producl contains chernIcals known to the State of California to cause cancer and birth defeats oro erreproductive narm. 00 NOT TAKE INTERNALLY. KEEP OUT OF THE REACH OF CHILDREN, FOR PROFESSIONAL USE ONLY. HOTW 11118.2004 672V400001 04 00 The Information and recornrnendations set forth in this Product Data Sheet are basso upon tests conducted by or on behalf of The Sherwin-Williams Com- pany. Such Information and ratommen- datlons sot forth herein are subject to change and pertain to the product offered at the time of puVication. Consult your Sherwin- Wfillams representative to obtain the most recent Product Data Sheet. ,i r D ; 7 FEB 2 4'2 106 BUILDING DEPARTMENT � z Z �W JU UO 0) D C0 W J = H U. W} O. �J U_ Q N n S zx t-- O z t-- 2 5' U O CO. 17 I— W F- LL W z P O z INSPECTION RECORD Retain a copy with permit [D o INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of Inspection: G>/ Ir -( l ` 3 0 � A dre/ Date Called: �� a Special lnstructions: Date Wanted: a.m. 2 2yp (a ��Z( b / wa , Requester: , / J / Phone No: Approved per applicable codes. Corrections required prior to approval. ` YA COMMENTS: Ir -( 2 2yp (a ��Z( b / wa , z y U6 Aa'W &"' V n4 "w i c u • 1� LCD. w� I � $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be ' paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: 1 i Z if Z a W JU UO, CO W= J �• LL W M � a. Cl) 2 F. W. Z H O W 5 U� O� O I- W lL O lil Z . co H H� Z INSPECTION RE ORD C I Retain a copy with permit I INSPE ION N0. �PE l 0. } l CITY OF TUKWILA BUILDING DIVISION : f .. l 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2066431 -36 j Approved per applicable codes. Corrections required prior to approval. } i inspector: Date: $58.00 REINSPEC ION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date; Project: Type of Inspection: Addre s: „�L'r Date Called: " Special Instructions: Date Wanted: a.m. Requester: Phone No: 04 dl- 1 t 1 Z �~ W �v UO w W w o u_ � = W H Z� ZO U� 0 00 � H- W U1 S W Z U CO) 0 `Z u = L. /. �✓ liCl "F72 `; I /ll tLJ mill 04 dl- 1 t 1 Z �~ W �v UO w W w o u_ � = W H Z� ZO U� 0 00 � H- W U1 S W Z U CO) 0 `Z / INSPE 10 R ORD b Retain a copy with permit '6 i INSPECTION NO. PER W CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (23670 Project: Type of Inspection: L Address: J bate Called: � Special Instructions: Date Wante / ✓ �� 4 Requester: Phone No: a Approved per applicable codes. rn�MGr�TC• _ ... } teceipt No.: Date: Corrections required prior to approval. E ] $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z c} W f � JU 0 0 to 0' W2 S2 U. WO 9 - LL co .Z 0, I.-W 2 Z �..' F- O Z Ir- ON ❑ E- WW LL 111 Z U= O Z . t= t. i INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East. Tukwila. Wa. 98188 2n6- 575 -44n7 Project: Type of I ction: Addres J. Suite #: ql , y` -4 Contact Person: ei n Special Instructions: Phone No.: Permits: 2- � 7 54 Approved per applicable codes. Corrections required prior to approval. COMMENTS: C,n Needs Shift Inspection: S rinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: t Date: Hrs.: f $80.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be aid at 444 Andover Park East. Call to schedule reins ection. Receipt No.: I Date: Word /Inspection Record Form.Doc 12/2/05 T.F.D. Form F.P. 85 I z ~w D 00 Cl) 0 J = S2 U. w LLQ = w zF f - O w �5 �o U ON o �- W W ~ H U- O Z' W U =. O Z , IV l INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 100,x -C2 q�"' PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East. Tukwila. Wa. 98188 2(15- 575 -44[17 Project: Type of I spection: Address: Contact Person: Suite #: qC113 S Y(,t Y7k Pre -Fire: Special Instructions: P'664 - N6.: 2 62 6 , ys� Approved per applicable codes. a Corrections required prior to approval. C N ! r N 1 .. J I / MF OMAN mill i ! / t i _ / I a► ri 7 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: V pspectorc ' O 1 1 Date: .7 /-) I Hrs.: / .80.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be aid at 444 Andover Park East. Call to schedule reins ection. Receipt No.: Date: r Word /Inspection Record Form.Doc 12/2/05 T.F.D. Form F.P. 85 �e z Z o 2 JU UO to o w= �LL WO 9-1 U. (1) = �W z H W �5 U� W 6 O .. z W U= O z 7 77r�� - j777: . . 7 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 Project Type of Inspection - PW Er" Address: V/3 -S / Date Called: 0 a ) " Special Instructions: Date Wanted: a&L. 6. M Requester: Phone No: 06 F - ] Approved per applicable codes. Corrections required prior to approval. L L q COMMENTS: 3 06 S fuck 'PL(1`QJ IA' ��,JZo7 4-- 4-64 Al CACI-�Ir_ o'/'da & I;e PeY1 LA 0( 71 tA)(.n k JAA CL r-4 Spector: Date: V - 1 F $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. aceipt No.: Date: I �v z LU L) L) 0 w = J F-� Cl) LL W O 2 � 9 -J u- 00 LU 3: F- 0 W 1�- W LLJ 5 0 CO: 0 0 C- W LU X 0 z cr) 0 z INSPECTION RECORD Retain a copy with. permit F��' _ INSPE I N0. PERM N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ' P!Ject: � , Type of I nspectio n: f t f t Address: 2 / 3 �O - �"�' Date Called�J � � �� Sp cial Instructions: • Date Wanted: .m. Requester: X /td Phone No:5"7 Receipt No.: Date: I am z F- W � JU UO (D 0 w = J I... N LL w O. La c _ d. �W Z H O W 2 5 no co w �- O w z co O z u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD : Retain a copy with permit h INSPECTION N0. PER NO. CITY OF TUKWILX BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 (206)431 -3670 Projec Type of I spection: kL �tP I Address: Date Called: zz - b Special I s ructions: Date Wanted: Requester: I Pho:eN 0 1 :. ...,.. ..:�. :;L,t. +JN . -li ..:a v.. sit!n..n�.. ?i.. .. .. ..,... ?�.l' , .S; T...'. ^.`'Y:r:ai..r•n =. .. .� - .''�- �5..'t� -.,�', w' ?..4 -:«,. ..1+'u.4.p ;I , n Z W UQ W= H �LL WO LL Cl 2 W Z = t-- 1-- O W ~ W. U� O- o w_ WW H� LL O W Z Cl) O F- Z . 1pcoved per applicable codes. r_1 Corrections required prior to approval. ' _� INSPECTION RECORD Retain a copy with permit INSPECTION NO. WEN IT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 fV P j ec Type of lWection: 1 N Addre Ll — Date Call d: -�4 Spe al Instructions: Sp Date Wanted- Request 0/. W Phone Nb: Z Z' c v 0 Cf) C0 W J CO u_ 0 LL co 1(3 LU 0 W I-- W U J 25 U) .0 O H W W T_ 0 F_ — F- u. 0 tii z U = O F- z ) ILf Npproved per applicable codes. corrections required prior to alp roval. y _ , INSPECTION RECORD �' °'-+• � ..mss.- Retain a copy with permit INSPECTION NO. PE IT . -- CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro ct: f/Gi � U _ 7 Type of Inspec - on: , Address: G �� Date Called: f r ! M/ ?k Special 1 structions: i Date Wanted: C Requ r: • Phone No: (-g Approved per applicable codes. Corrections required ` prior to approval. COMMENTS: f/Gi � U _ 7 ' 1 0 -1 224 14 N :LL L Ind "pec Date: -1 l $58.00 REINSPECT144 FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: l� 57 I . r T L MMR'ir.3 - i^f J'fn ..... LV . S! . \. eir.. Yf -IS . M`.i4 %L..i.4. ♦rlY.... � ' .n Z }�— Z W 2 5 UO 0 W N W WO LLQ �. W Z H ZO W W U� 0 I•- WW 2 I— H O 111 Z' U= O� Z INSPECTION RECORD Retain a copy with permit 0q 5 INSPECTION NO. 4E CITY`OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P7 j' , ct: Type of Inspection: '. I '7 A Address :, �^\ ( \^ Date Called: 6 eeial Pte, ,r �tJ r r ' vr Ins ructions: Date Wanted: bar 1 I o P .M. Request � { J f ` -� Phone. � S 4 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: '7 A � b - ./ Pte, ,r �tJ r r ' vr Inspect Date: ❑ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection, Receipt No.: Date: 11 Z Z Q W W� UO N cn U. WO LLQ co :3 = � W Z r F- O W �5 U� ON 0 F- W F- - Z 111 U= O Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERM .CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Approved per,applicable codes. Corrections required prior to approval. Inspect r: � u re. .00 REINSPECTION FEE � EQUIRED. Prio to inspection, fee must be d at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Rec pt No.: Date: P 'ac-i: ' 1 Type of '17aA AP-1 I �spection: Ad W. 4 1 ` 4 1. S • r ..-. Date Called: LO Spe ial Date Wanted: a.m. Reques r: i . .Phone N -3 3 z E- �W JU UO Cl) 0. (0 ILLI LIJ_ N LL WO J LL N = W z� W LIJ U N o� W H� LL O .z W U= O z INSPECTION RECORD C f ~ - Retain a copy with permit INSPECTION NO. WPER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P: \ qct: Type of Insp ction: �J t a �Approyed per applicable codes. Corrections required prior to approval. COMMENTS: I REQUIRE6 Prior to inspection, fee must be Blvd., Suite 100. Call to sechedule reinspection. Z �Z QQ W� J 0 to 0 CO co LL W 0 U_ = CY �W F— O W H_ 2 UC.1 ON o �- WW z �0 lil Z U= O Z Ad ress: C� ( Date Called. 2 � 1 S cia Instructions: Date Wante �. llegue ter: P one No: �Approyed per applicable codes. Corrections required prior to approval. COMMENTS: I REQUIRE6 Prior to inspection, fee must be Blvd., Suite 100. Call to sechedule reinspection. Z �Z QQ W� J 0 to 0 CO co LL W 0 U_ = CY �W F— O W H_ 2 UC.1 ON o �- WW z �0 lil Z U= O Z J INSPECTION RECORD : f } Retain a copy with permit S j INSPECTION N0. PERMIT N . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 1` -3670 EA P n Approved per applicable codes. Corrections required prior to approval. P ' t �. Ty o Inspection: I 6()eg d 4 %Spee : / Date Called: 4 I Instructions: Date Wanted: p.m. R ester: � 1 \ COMMENTS: ?.+ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z ~ W UQ N ca ILLJ J = F— NLL W LQ N� = �W Z H z� W W UC) W H U �O W Z U= z HF- -Z INSPECTION RECORD s, r{ Retain a copy with permit �� 5 ? INSPECTION NO. PE IT NO.. .j CITY OF TUKWILA BUILDING DIVISION. a 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 )431 -3670 F Approved per applicable codes. Corrections required prior to approval. Pr� ,ct: 1\ t Type of Inspoetion: Add res : J % /„ S Date Called: /-zo Spe is Instructions: Date Wanted: G) p.m. Requester: s P'i_° 7�'J COMMENTS: Receipt No.: 1 !5e - 7 1;:,: �:Icl.:i..^ YAW.' ti' �.' is�f�J6' t����;.+ w: �:::, r, .,,�.,.,._f,'.= ..i.+S.ukrcv:.�: ... <. '•�h� �n��•i:i.�:.. ».. .. .,•,..,- �. .. ... .. � .. �.. .: �.... .... iJ paid at 6300 Southcenter Blvd., Suite 100. Catt to sechedute reinspection. Z Z �W QQ JU UO W = J H N LL W J L? cf)d = W Z Z LIJ 5 U� rn o�- WW H �. LL. O Z W U co O F•-. Z ` INSPECTION RECORD a; Retain a copy with permit INSPECTION N0. PER NO CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)431 -3670 Rct: Type Inspec on: dyes : �.J W Date Called: Sp cia! In ructions: Date Wanted: a.m. 11 42 Re Phone No: J Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0 Inspecto(./ t_// u � E] $58.00 REINSPECT N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. r �2 No.: Date: 1_ Z W UO 0 CO J l.- CO LL WO La U� = a W Z I-- O W 5 U� O N � H ul W U LL ~O 111 z U ( F— _ O F- z Pr e t: Type q_LInspection. Address: � / � r� J ' Date CalleA. Special Instructions: 5 � c Date Wanted: Requester INSPECTION RECORD I R Retain a copy with permit r INSPECTION NO. P T NO. CITY OF TUKWILA BUILDING DIVISION] 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (30 ' � 6)431 0 Approved per applicable codes. Corrections required prior to approval. COMME NTS: ez-11�10 10 7 ate: y . 8.00 REINSPECTION FE REQUIRED., riot to inspection, fee must be j aid at 6300 Southcenter'Blvd., Suite 100. Call to sechedule reinspection. r RIZelpt No.: Date: A y. j 1. I} z ' W J J U. UO N o C0 LL w O Q CO = C! W Z I F- O W ~ W U� U D I— WW H� LL O z UN F- O� z INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERM N � I CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pfl6jea: Type of Inspectio Add ss Q. C-�; 1 `�•( Sf� Date Called: ) o' Special Inst uctiohs: Date Wanted: a.m. r✓ 5 " ] 0 Request : 1 � -Ote. ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: "0 P�J r Receipt No.: Date: Inspect ' / y /✓ y" Date ��•-_ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. i a Z W Yo C UO 0 w= H (1) LL WO LLa UDo = zF- ZO �p U 0 I— W W H ~ LL O W Z U N- O Z r , INSPECTION RECORD V Retain a copy with permit INSPE MON NO. P M N CITY OF TUKWILA BUILDING DIVISION , 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of Inspectio : Address: '7 Date Called: Special Instructions: Date Wanted: MIJ Requester: Phone No: receipt No.: Pe : Z '~ W W� UO 07 0 (0 LLI W = U. WO U. c l) :D = H _: F- F O W f— W U� O - 0 I-- W 1=-- H LL .Z W CO) O Z L—j paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. INSPECTION RECORD DD-r-,)_ o95 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: � � � � Type of Inspection: Address: 4 5 14th St Date Called: Special Instructions: Date Wanted: a.m. m . Requester: M rs. Sin Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: SIb Inspector: � � Date: $ � Receipt No.: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z '~ W UO �o U) J F- Ln LL W O U - C O d = W Z F— F— O Z F— U� 0 00 o ff W F - �: L W Z' Cl) O Z Inspector: � � Date: $ � Receipt No.: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z '~ W UO �o U) J F- Ln LL W O U - C O d = W Z F— F— O Z F— U� 0 00 o ff W F - �: L W Z' Cl) O Z INSPECTION RECORD ` Retain a copy with permit INSPECTION NO. PERW NO. CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro' ct: n Type of Inspection: ?kid df / s : r _ Date Calle� Special Instructions: Date Wanted: m;- t 115 p.m. Requester: Phone No: M Approved per applicable codes. Corrections required prior to approval. COMMENTS: r- / 4 4 l az & 1. i G ' f' -t !-- �- v u ��"uYIP�t- arm Recelpt No.: Date: Inspector: v Date: -- $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. /01 7 I Z Z �W aa� JU U O, UD w= J H LL W O LLQ = H _ Z F.. E- O W �5 U� O - C1 H. W W F=-- H U- O �Z Cl) F- X. O Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. *( 26 )431-3670 S� CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 P * ct: Type of Inspection*[ J 0 L7 Address: C J Date Called: - q 4 Special nstructions: C� ? (t ��✓ Date Wanted: p.m. Requester: A � P - Do 31�g teceipt No.: Date: Z 2� Z JU UO w� C0 U . WO J LL = d. H =. ZF I-- O W ~ 5 UCl O� o� W �O ui Z U= O Z �gAmroved per applicable codes. Corrections required prior to approval. F7Z INSPECTION RECORD Retain a copy with permit �' v�^ IZZ INSPECTION NO. PER O CITY OF TUKWILA BUILDING DIVISION y 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06 43 - 3670,. i. rQject: Type of Inspection: I -- Add es � . � (� Date Called: Speci 1 nstructions: Date Wanted: a.m. Requester: r � Ph ne No: 20 CsZ 2 -- I S Approved per applicable codes. Corrections required prior to approval. t' E. j $58.00 REIN paid at 6300 �i FEE REQUIRED. Prior to inspection, fee must be �r Blvd., Suite 100. C4t1 to sechedule reinspection Receipt No.: Date: a Z 3: 5 UO CO 0 J LU �2U. WO u_ Q N� = W I-- O; W I`- 5 U� O N W W O Z U N O f . Z { i-t INSPECTION RECORD Retain a copy with permit�� INSPECIrION NO. Pt R I CITY OF TUKWILA BUILDING DIVISION ` 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 , Project: '� " h Type of nspection: c IBC. - �vi�(C�f7 Address: !S 5 1 C� Date 9Iled: 71 7/ 0 .S Special Instructions: Date Wanted: 71 G n � 0 W .m. Requester: Phone No: i z Receipt No.: Date: i Z Z �W QQ � JU UO C0 H �LL W O �J u_ Q N n =a �W Z H H O Z f- UJ 5 U� O - . C3 I.- WW LL LLi Z U � H .r. O Z I--J paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. e M iT ek l - ' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Z Citrus Heights, CA, 95610 _ Telephone 9161676 -1900 Re: QE03354. Fax 9161676 -1909 W W 00 c=i UO. FILE Copy W LLJ C0 u- The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision Q based on the parameters provided by BMC West- Tacoma, WA. d Pages or sheets covered by this seal: R15793939 thru R15793971 _ My license renewal date for the state of Washington is January 24, 2006. Z F- IE�E� FOR E W w c0D C�MpA�� D °. Ago' * ��R�� . o �_ MAy 19 2005 T L F- u ✓—` L11 Z co . City f w1 i�,� ® � 0 � pTVI o B�ILpZ� Z C. ANp�� �oR1 of wnS s 0� y gL CITY OF T 38040. �� CORRECT ON APR 29 2005 °•� �.�rsT ' � LTR# PERMIT CENTER � EC I EXPIRES: 01 -24 -06 March 25,2005 Anderson, Bob 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 -2002 Chapter 2. t)oE5w o95 i Job Truss Truss Type Qty Ply 00 LUMER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except BOT CHORD 2 X 4 HF 1650F 1.5E end verticals. R15793939 OE03354 GE01 GABLE 1 1 Max Horz B= 71 (load case 4) Max Upl!W=- 16(load case 4), B=- 68(load case 5), G=-21 (load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension Job Reference (optional �,.,....��,, ,dwmd vvh 6.100 s Sep 17 2004 MITek Indus as, Inc. Thu Mar 24 13:24:43 2005 Page 1 2x4 M1120 II - -6 -0 4.6.0 2x4 M1120 II 1 -6-0 4-6-0 E A Scale = 1:15.1 LOADING (psi) TCLL 25.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TPI2002 CSI TC 0.19 BC 0.05 WB 0.03 (Matrix) DEFL in (loc) Vdefl Ud Vert(LL) 0.00 A n/r 120 Vert(TL) -0.01 A n/r 90 Horz(TL) 0.00 F n/a n/a PLATES GRIP M1120 185/148 Weight: 19 lb LUMER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except BOT CHORD 2 X 4 HF 1650F 1.5E end verticals. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) F= 71/4 -6-0, B= 27614.6 -0, G= 205/4 -6-0 Max Horz B= 71 (load case 4) Max Upl!W=- 16(load case 4), B=- 68(load case 5), G=-21 (load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A -B =0/51, B-C=- 65/32, C- D= 35/16, D-E =- 16/19, E- F = -11/7 BOT CHORD B-G=- 13/15, F-G= -13/15 WEBS C-G=- 149/38, D-F= -57/24 NOTES 1) VVInd: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 MiTek "Standard Gable End DetaiP 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. �( C. AND,, 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced ��. WAS �'S, standard ANSMI 1. �O 1 1 / 0 ,` �p� LOAD CASE(S) Standard - 380�10. �.n ��%1ST[i��' " ON AL EXPIRES: 01-24-06 March 25,2005 Z =Z D -..t U UO. Cl J = F- N LL W O LL Q (0 = W Z� F- O W 5 U� O W 2 I— H 1L O ..Z W U= O Z 4.6-0 Job Truss Truss Type Qty Ply 00 Qt =03354 � GR01 CAL. HIP 1 TCLL 25.0 815793940 � TC 0.78 Vert(LL) -0.41 3 8MC WEST T M1120 185/148 TCDL 15.0 Lumber Increase 1.15 Job Reference (optional , ecoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Mar 24 13:24:44 2005 Page 1 1 2.0-12 _ ?- 943 -1 -7, 7 -7.4 11 -7 -9 15-8.9 1G 2-1? 18 -10.0 240.12 0.5 80.73 4-5.13 4-05 4-1-0 0.6-3 2 -7.4 Scale: 3/8 " =1' 6.00 12 5x12 M1120G 6x8 M1120= 3x10 M1120= 6x6 M1120= 5x12 M1120= 3x6 M1120 11 6x10 MII18H 6x8 MI120= 2 2 6 4 7 -74 11 -7 -9 , 16 -2 -12 18-10-0 2-0-12 0.5-8 5.1-0 4-05 4-73 2 -74 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loo) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.41 H -1 >534 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -1.03 H -1 >214 180 M1118H 151/147 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.18 F n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrbo Weight: 320 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E - Except' TOP CHORD Structural wood sheathing directly applied or 4 -11 -11 oc purlins. B-E 2 X 6 DF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 LSL Truss Grade WEBS 2 X 4 HF Stud 'Except` B- J2X6HFNo. 2, C- J2X4HF165OF1 .5E,D- G2X4HF165OF1.5E WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (Ib/size) A= 8500/0 -5-8, F= 8559/0 -5-8 Max HorzA=- 14(load case 6) Max UprrftA7-1054(load case 4), F=- 1062(load case 3) I FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =- 19466/2432, B-C =- 16257/2050, C -K =- 30637/3870, D-K =- 30637/3870, D -E =- 16776/2115, E -F =- 19465/2435 BOT CHORD A.1=- 2212/17682,1 -J=- 3860/30637, I -L =- 3893/30916, H -L =- 3893/30916, G- H=- 3893/30916, F -G=- 2204/17681 WEBS B-,1 =- 89417416, C-,J =- 14805/1885, C -1 =- 385/3337, D-1 =- 320/47, D- H=- 399/3445, D-G=- 14561/1857, E -G=- 883/7320 I NOTES 1) 3-ply truss to be connected together with 10d Common(.148'k3') Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4 -0 oc. Webs connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left ar right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Girder carries tie-in span(s): 34-6 -0 from 0-0-0 to 18 -10-0 11) Girder carries hip end with 2 -9-0 end setback. Continued on page 2 C. ANp��� / . (, OF N SFII IV "'Pl � R 3K�O- %/ � EXPIRES: 01 -24 -06 March 25,2005 Z ~ W JU UO (3 W= I` V) LL WO LL Q fn D _ d W Z F- H O Z h- W �5 U� O� O H W W H LL: O . W Z L) O F- Z 5x12 MIIZoo - 5x12 M1120-�', Job Truss Truss Type qty ply 00 OE03354� Ir BMC WEST T OR01 CAL. HIP i 3 Job Reference (optional 815793940 acoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Mar 24 13:24:44 2005 Page 2 NOTES 12) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 461b down and 151b up at 16 -1 -0, and 461b down and 151b up at 2 -9-0 on top chord, and 3061b down and 401b up at 11 -2 -12 on bottom chord. The design /selection of such special connection device(s) Is the responsibility of others. LOADCASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A- B=-80, &E =-86, E- F = -80, A- F= -822(F =-802) Concentrated Loads (Ib) Vert: 13-46 E =46 H=- 306(F) c3 a FI z# A'A ®RNINO • Ver(Iji parameters and READ MOMS ON TIflS AND DJCZUDED M I EK REFERENCE PAGE MU FF1 C1RE USE. 7777 Greenback Suite 109 Design valid for use only with M Tek connectors. This design Is based only upon parameters shown, and h for an IndNkJual building component. Citrus Heights, C AppBcaWlfly of design �aramenlers and proper incorporatlon of component h responsiWity of building designer - not Truss designer. Bracing shown i Inr Inlornl mrvwl nl rih41un1 u,nh momhon nnh, ♦rrrlilinml lom— hr 1— In Inavn dnMih, rWrinn - -he-6— k II n—nri.➢lf I Ib Z W W� UO N 1 W :r J J.—: CO) LL. W O. 2 . J. LL Q U) cy: LLI Z� F— O Z F—; W U� O Cl) W U' 0 — Z LLI O 17 Z Job cuss rasa ype 00 I CAY 1 ply CHANGED 815793941 QE0335� Y GR02 CAL HIP 1 1 Job Reference (optional UMli Wtb 1. 1 aCOM5 VVA 6.100 s Sep 17 2004 MITek Industries, Inc. Fri Mar 25 14:26:48 2005 Page 1 1 2.6 -12 200-16 5 -7-0 8.3 -1 8 7 4 9-14 , 11 -2 -0 1 12-8.0 t 2.6 -12 04-0 2.8 -1 2-8 -1 04-30-6-0 2 -0-12 1-6-0 Scale = 1:212 5x12 M1120 = d l� 502 M1120 = a I� 1 4$ 2-6 -12 5-7-0 8- 74 - -- -- 1 9-14 1 - -- 11 -2-0 , 1 4.8 1 -24 3 -04 3 -04 0 -" 2 -0-12 Plate Offsets (X 1O: [B:0.6 -0,0-0-15], [D:0- 6 -0,0- 0-151, [F :0 - 12,0 - - LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.02 J >999 240 MII20 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.04 ICI >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(rL) 0.01 F n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 44 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: WEBS 2 X 4 HF Stud 6-0-0 oc bracing: A -L. t REACTIONS (lb/size) A=- 91/Mechanical, F= 694/0 -5-8, L= 840/0 -5-8 Max Horz A= 42(load case 6) Max Uplift A=- 131(load case 8), F=- 110(load case 6). L=- 89(load case 4) Max Grav A= 24(load case 3), F= 694(load case 1), L= 840(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension j TOP CHORD A- B= 54/330, B-C =- 990/140, C-D=- 990/140, D-E =- 649/86, E -F =- 801/93, F- G=0/53 BOT CHORD A-L= 260148, K- L= 421438, J-K =- 491447, I -J=- 89/824, H- 1=- 861846, F -H= 58/642 WEBS 13-K= 40146, B-J =- 82/625, C•J =- 255168, D -J=- 39/209, D -1= 0/121, E- H=- 451272, D- H=- 375172, B-L =- 9361109 NOTES i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf, BCDL= 3.Opsf; Category Ii; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. �L� C . AN �F_ j 5) This trims requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 0�' Rf 6) Refer to girder(s) for truss to truss connections. 4� O� w �� S � /7�, �j, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint A, 110 lb uplift at joint F and 89 lb uplift at joint L. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and y referenced standard ANSI/rPI 1. 9) Girder carries hip end with 2 -10-4 and setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) %s. The design/selection of such connection device(s) is the responsibility of others. p� �' <� STf(�-1 4� 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). F �� LOAD CASE(S) Standard SS /ONAL �G Continued on page 2 EXPIRES: 01- 24 -06� March 25,2005 wARNM - Ver(/y design parameters and RE1 D NOTES ON TITS AND DiCLUDED hU Elf REFERENCE PAGE MI -7479 BEFORE USE. 7777 GreenOecN Lane Design valid for use only with NTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Suite 109 Apprscabiiily of design paiamenters and proper incorporation of component Is responsibility of buil ding designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 i. Iry 4.lanl a,rwvl of rlh,Wunl _h mnmlwrt _h' Arlriiii 1­_.' I In boon dnhirihr u.bn -- in,rlhn Ir Ihn -- dhiih, nl the xsgrl:H+19°�Y4' .,1A,+Px►Ut�te?rn f. / Z �•• Z. � W QQ JU U UO W= J H N LL W O LLQ C0 = CY F. W Z = Z� W W U ON O F_ WW H LL O •Z UN O F- Z e m r a 20 M1120 11 - o russ ruSS ype Y o 815793941 � GR02 CAL HIP 1 1 pl y 1 � Job Reference (optional LOADCAMS) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plQ Vert: A- B=-8O, B- D= -95, D- G= -80, A- F=- 24(F = -4) Concentrated Loads (Ib) Vert: B =49 D =49 O. WV 5 Jell If LWY ml I UK Inuuwu5, Inc. rn mar LO 14.LO.90 LWO resit L } ;I CR � :1 y\t t'r h �J i n Q WARWNO - Verf/y design parameter+ and READ NOf S ON MS AND RJCLO'DCD jurzm REFERFXCE PAGE MU -7473 BM-ME t/3E si Design valid for use only with Mlfek connectors. This design is based only upon parameters shown, and Is for an IndWual building component. Al; l of design paamenten and proper Incorporation of component Is responsibility of building designer not buss desig b! ner. Bracing shown k Inn Inlrarnl a,nrv.d of Ahklunl �h --H nnh, Aflrliltnnnl Imm�nrnm Frnrinn In 6,urn do WIH„ rlurFn rnn�knrlhn h Ifw ro�mnr6Alh, nl lfsa ri.. �,�l:i Wit'... ... .. ... ...... .. „ ......, ... ,..,.... - - -_ f f l f W6011OWK Lane Suite 109 Citrus Heights, CA, 95610 b t. Z °~ W � QQ 2 Wes JU U O; N 0' W= NIL -k F — _' ZF � LLI Z F- 5 U 0` O CO) C) I--. =U — Z 111 CO O Z Job Truss Truss Type oty Ply 00 QE03354 GR03 JACK 1 1 815793942 f 1 Vert(TL) -0.01 B -D >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 o..,,,.— ,_____.... BCDL 10.0 Code IRC2003ITP12002 (Matrix) Job Reference (optional 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Mar 24 13:24:46 2005 Page 1 - 2 -0-7 32-8 , 1-6-0 2 -0-7 C 1 -2 -1 A Scale = 1:9.5 LOADING (psQ SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 B-D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 B -D >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 9 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins, BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (b(size) C= 65/Mechanical, B= 306/05 -8, D= 29/Mechanical Max Ho B= 53(load case 5) Max UprxftC=- 31(load case 6), B= -W(Ioad case 5) Max GravC= 65(load case 1), B= 306(load case 1), D= 58(load case 2) FORCES (b) - Maximum Compression/Maximum Tension TOP CHORD A- 8 B- C = -7115 BOT CHORD B- E =4O/0, D -E =0/0 NOTES 1) Wind: ASCE 7-08; 85mph; h =25ft; TCDL =4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 bad nonooncurrent wish any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 781b down and 261b up at 1 -9-11 on top chord, and 11b up at 2 -0 -12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A- C=-80, B -D= -20 Concentrated Loads (Ib) Vert: C= -78(F) E=1 (F) C. AN ) Ki ,� ,80-10. cc �c/s-n -1 `•�c � A L EXPIRES: 01 -24 -06 March 25,2005 I Z Z W D. JU UO W= 4—. CO LL W O LL �: LL Q = d W F- O Z 1-- 5 U� ON O F- W 2 I— L). �O W U C0 H =. O 1— Z , 2-0-7 , 32-8 �i I Scale = 1:20.7 LOADING (psf) SPACING 240-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.02 F >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.04 F >774 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matra) Weight: 14 lb LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E SOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3 -2-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS gb/size) A= 344 /0 -5-8, D= 170/Mechanical, E= 306/Mechanical, C= 363/0 -5-8 Max HorzA =101 goad case 5) Max Uplifik -1(load case 5), D= S5(load case 5), E=- 390oad case 5), C=- 940oad case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A43= -98/0, B- C= 488181, Cd>` -61/61 SOT CHORD A- F =O/0, E -F =0/0 WEBS B-F =0/172 NOTES 1) Wind: ASCE 7-08; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 bads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girders) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surface vAth truss chord at joint(s) C. 6) This truss is designed in accordance vAth the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Girder carries tie-in span(s): 11 -2-0 from 1 -6 -12 to 3-2-8 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2081b down and 271b up at a G ?s 1-6 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. �O pF �v��Sf /7 O 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (3). �� , I Cj LOAD CASE(S) Standard " 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (ph) Vert: A -D=-W, A- F = -20, E- F=- 246(F = -226) � (l �� Concentrated Loads gb) Vert: F=- 208(F) O •r�, � /5T1 =���� SS1 0NAI EXPIRES: 01 -24 -06 March 25,2005 WARMw - Vsr(/y desrgn pammeter+ and READ NOTES ON THIS AND RKWDED MTEK REFERENCE PAGE MU-74 BEFMV US& 7777 Greenback Lane � with Mffek connectors. This design b based only upon parameters shown, and is for an Individual building component, Suite Design valid for use on Hai only Citrus Heights, CA, 95610 Applicability of design varamenters and proper incorporation of component Is responsibility of building designer- not buss designer. Bracing shown k Ir hlornl e,a„wl nl rli.blanl wah momhan nnb 4,0404,-1 tam,wnnr F-4nn In Inc— •Ink-01h, A-Inn rnndrurlhn G Iha racrv.n0hiih. nl I ll Z Z W qM 2 W UO ( 0 O, (D W J -r in LL W O. �Q N = 1.— W Z F- O Z t- W W 2 5: DC3 O N 0 ir- W W. ~ I IJ. O .. Z W CO) O Z , 1-6.12 , _ 3.2-5 7 -5-7 1 -6.12 1 -7 -12 4-2 -16 2x4 Mil 20� 2x4 M1120 II 3-2-8 r s , .9 ii Job Truss Truss Type Qty Ply 0 QE03354 GR03B JACK 1 1 815793944 t TC 0.26 Vert(LL) -0.00 B-D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 Job Reference (optional 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Mar 24 13:24:48 2005 Page 1 -1-6-0 2-0-7 3-0-0 1-6-0 2 -0 -7 C 0.11 -9 A 1b Scale - 1:9.5 LOADING(psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 B-D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 B-D >999 180 4) Refer to girder(s) for truss to truss connections. BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(rL) -0.00 C n/a Na of others. BCDL 10.0 Cade IRC2003ITP12002 (Matrix) LOAD CASE(S) Standard 0 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 re a O Uniform Loads (piQ Weight: 8 l LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. x REACTIONS (lb/size) C= 16/Mechanical, 8= 304/05 -8, D= 27/Mechanical 1 Max HorzB= 53(load case 5) Max UprdlG- 14(load case 6), B=- 86(load case 5) j Max GravC= 16(load case 1), B= 304(load case 1), D= 53(load case 2) i FORCES (I)) - Maximum Compression/Maximum Tension TOP CHORD A-B =0153, B-C= -71/5 BOT CHORD B- E = -0 /0, D -E = -0/0 i NOTES 1) Wfnd: ASCE 7-98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 nonooncurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291b down and 8Ib up at 1 -9-11 on top chord, and 11b up at 2-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. �� C. AN 7) In ft LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 0 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 re a O Uniform Loads (piQ y Veit: A- C=-80, B -D= -20 Concentrated Loads Qb) Vert: C= -29(B) E =1 (3) 38040 �r RAC; Ofd /STE\Z�.�v , S�ONAL FN EXPIRES: 01 -24 -06 1 March 25,2005 Z }�-- Z W W7 D J U. UO �o Cl) = J F- 00 LL W O LL. J tL. ?. d = W Z F- F- O Z !-- W W Q :O N C) F- W H H — 0 W Z N Z A 1 2-0-7 i 3.0-0 Job Truss Truss Type Qty Ply 00 LOADING (psi) 815793945 QE03354 � � GROA CAL. HIP 1 1 (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 Job Reference (optional 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Mar 24 13:24:50 2005 Page 1 1 - 1-6.0, 3-11 -5 7-4 -12 7- 10-,15 12 -4 -1 , 17.3 -0 22 -1 -2 , 26 -7 -1 27 -14 30-6-11 , 32 -5-4 , 34 6- 0_,3� 1-6-0 3-11 -5 3.5 -7 0.63 4 -5.15 4-10 -2 4-10 -2 45.15 0-63 35.7 1 -10-9 2 -0 -12 1 -6-0 Scale - 1:62.8 10x10 MII20 8x10 M11181 2x4 M1120 II 3x8 M1120= 20 M1120 II 6.00112 D E F G H 2 -2 -12 1 2-0-0 ,� 7 -412 124-14 , 17 -3-0 , 22 -1 -2 27 -14 30.6 -11 1 32-5 34_60 240.0 5-2-0 5-0-2 4162 410.2 5-0 -2 3-67 1 -10.9 2-0-12 0.2 -12 Ig Plate Offsets (X,Y): 18:040- 8,040 -21, [H:0.5 -0,0-2 -121, [K:0- 5- 1,0 -2-4), [T :03.8,0 -1-81 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.37 P -R >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.72 Vert(TL) -0.92 P -R >421 180 M1118H 151/147 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.21 K n/a n/a BCDL 10.0 Code IRC20031TP12002 (MatriK) Weight* 195 lb LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E 'Except' D- H2X6HFNo.2 BOT CHORD 2 X 6 DF 210OF 1.8E VVESS 2 X 4 HF Stud "Except' D- S2X4HF165OF1 .5E,H- P2X4HF165OF1.5E C-U 2 X 4 HF 165OF 1.5E WEDGE Right: 2 X 6 SYP No.2 REACTIONS (tblsize) U= 417410 -5-8, K= 3726105 -8 Max HorzU- 64(load case 5) Max UpliRU=- 611(load case 5), K=-531 (load case 6) BRACING TOP CHORD Structural wood sheathing directly applied or 1 -9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/56, B-C =- 175/364, C- D=- 5757/1020, D-E =- 7845/1384, E- F=- 7845/1384, F -G=- 8425/1467, G-H =- 8425/1467, H -1= 7124/1219, I- J=- 6935/1086, J-K =- 7030/1078, K -L =0158 BOT CHORD 8-U =- 279/209, T -U =- 57513275, T -V =- 90515224, S -V =- 90515224, R-S =- 150118914, Q -R =- 150118914, P -Q =- 1501/8914, P -W=- 1058/6461, O-W=- 1058/6461, N -O=- 929/6166, M- N=- 929/6166, K-M =- 929/6166 VVESS C-T= 39512151, D -T =- 798/263, DS =- 57013284, ES=- 932/275, FS =- 1348/227, F- R= 0/324, F- P=- 667/131, G-P=- 917/272, H -P- -452/2523, H- 0=0/341,1 -0=- 189/493, I -N =- 140/97, C -U =- 5146/854, J -M =-8/96 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left anc right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Girder carries hip end with 748-8 end setback. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6381b down and 2081b up at 26 -11-8, and 6381b down and 2081b up at 7-6 -8 on top chord. The designtselection of such special connection device(s) is the responsbilty of others. d&MAW 6Q AAfSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). C. ANp� I 010 -) �� TEn A1.� EXPIRES: 01 -24 -06 March 25,2005 Z Z �W ,J U UO (D 0 J = F. Co U . 1 0 Q� L 4 ,7 T Z f.. Ir- O Z F— W �5 U O N 0 F— W U - Q. .- Z W U= O F ' Z U TV S R Q P Ow N M 30 M1120= 3x8 M1120= 6x12 M1120= 6x10 M1118H= 5x10 M1120= 30 M1120= 2x4 MI120 II 5x16 MII20� 5x8 M1120= 2x4 M1120 II 2x4 M1120 11 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pit) Vert: A -x-80, D-H= -185, H- L =-80, &K= -46 (F = -26) Concentrated Loads (lb) Vert: D= -638 H =-838 06 Z " W � WD .3U 0 N W = J �. CO LL W O' LL Q CO) d = W . H =: �O W L U� 0 1- W U LL 0 O Z W CO Z 8x10 M1118H \\ 4 l� 6.00112 3x8 M1120= G 800 M1118H // 5x16 M1120 30 M1120= 5x12 M1120= 6x10 MII18H = 5x12 M1120= 30 M1120= 506 MIIM 1 2-0-12 , 311-5 74-12 12 -4-14 17 -3-0 22 -1 -2 27 -1 -4 30-6-11 _ _, 32 -54 34-6-0 0 2-0.12 1 -10.9 35 -7 5.0-2 4- 10.2 4.10.2 5.0-2 35-7 1 -10-9 2-0-12 LOADING (psi) SPACING 2 -0-0 CSI Max UpliflB=- 555(load case 5), L =- 555(load case 6) DEFL in (loc) I /deft Ud TCLL 25.0 Plates Increase 1.15 TC 0.98 R-S=- 164619960, Q-R =- 164619960, Q-Y =- 111816913, P -Y =- 1118/6913, O-P=- 982/6569, N- C=- 98216569, L -N =- 982/6569 Vert(LL) -0.47 S >875 240 TCDL 15.0 Lumber Increase 1.15 BC 0.80 right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL7-1.33. Vert(TL) -1.16 S >354 180 BCLL 0.0 Rep Stress incr NO WB 0.74 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. R802.10.2 and referenced Horz(TL) 0.26 L n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) responsibility of others. 69f section, bads applied to the face of the truss are noted as front (F) or back (B). EXPIRES: 01 -24 -06 PLATES GRIP M1120 185/148 M1118H 1511147 Weight: 196 lb LUMER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E 'Except' TOP CHORD Structural wood sheathing directly applied or 1 -5-5 oc purlins. E -12 X 6 HF No.2 BOT CHORD Rigid ceiling directly applied or 7-8 -9 oc bracing. BOT CHORD 2 X 6 DF 210OF 1.8E WEBS 2 X 4 HF Stud 'Except* E -T 2 X 4 HF 165OF 1.5E, i-Q 2 X 4 HF 165OF 1.5E WEDGE Lett: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 i REACTIONS (ih/size) B=3945/0 -5-8, L= 3945/0 -5-8 Max HorzB=64(load case 5) Max UpliflB=- 555(load case 5), L =- 555(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/58, B-C =- 7487/1138, C -D=- 7388/1145, D-E=- 7619/1284, E- F=- 9167/1566, F- G=- 9167/1566, G- H=- 916711566, H-1=- 9167/1566, I- J=- 7619/1285, J-0- 7388/1146, K -L=- 7487/1138, L-M =0/58 BOT CHORD 8-W--1008/6569, V -W=- 1008/6569, U V =- 1008/6569, U -X =- 1144/6913, T -X =- 1144/6913, S -T =- 1646/9960, R-S=- 164619960, Q-R =- 164619960, Q-Y =- 111816913, P -Y =- 1118/6913, O-P=- 982/6569, N- C=- 98216569, L -N =- 982/6569 WEBS D- V=- 164/100, D-U =- 197/548, E-U =0/334, E- T=- 50112878, F- T=- 9131272, G- T=- 1041/184, G-S= 0/329, G-Q=- 1041/183, H-Q=- 913/272,1 -0=- 501/2878, I- P= 01334, J- P=- 197/548, J-0=- 164/101, C -W=- 9/106, K- N= -9/106 NOTES C. ANp �R 1) Unbalanced roof five loads have been considered for this design. 2) VViWd: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL =3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and 0"b - WA S f /f� �0 right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL7-1.33. 3) Provide adequate drainage to prevent water ponding. �F O 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 'I- 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 M1120 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. R802.10.2 and referenced 38040 tV� 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R � O / ��% standard ANSIlTPI 1. 9) Girder hip end with 74" end setback. /STi:R t�sS/ONAL carries 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6381b down and 2081b up at bNv 26 -11-8, and 6381b down and 2081b up at 7-6-8 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 69f section, bads applied to the face of the truss are noted as front (F) or back (B). EXPIRES: 01 -24 -06 March 25,2005 WARNING. Ver(y design pammatero and READ NOTES ON 77VS AND INCLUDED AUTEK REFERENCE PAGE AW -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MITek connectors. This design is based only upon parameters shown, and h ivid for an indual buildin Suite fl component. GWs Heights, CA, 95610 AMIB 2b!f of design paramenters and proper incorporatbn of component Is responsibility of building designer - not truss designer. Bracirq shown is In. Inw o,r.rwl of inAhol f -I —1, rr, —1 —1-1 �f - Inmrvvn r- n I n 1n inm dnhillh, H ... 1— .- nndn,rlinn fe Ihn ro.mn,Y�➢ih. nl lho i I Z �- Z � W =. JU UO CO J = N LL W LL < N = d '.. W Z �. E_ O Z F_ LU �5 U O N`: a I•- W LU H FU-- �O Z W U= O I ` Z , -1-8-0 1 24).12 , 3.11 -5 7 -4-12 7- 10-,15 124-14 17 -0 -0 22 -1 -2 , 26-7.1 21 -1 30.6 -11 , 32 -5.4 , 34 -6-0 , 1-6.0 2-0-12 1 -10.9 M-7 063 4- 5.15 4-10 -2 4-10 -2 4.5.15 0 35 -7 1 -10.9 2 -0-12 1 -6-0 Scale = 1:62.8 W V LI X T S R O YP O N Job Truss Truss Type City Ply 00 1) Regular. Lumber lncrease=1.15, Plate Increase=1.15 Uniform Loads (p") 815793946 Vert: A-E=-80, E-11=485, 11-W-80, B-L=46(F=-26) OE03354 GR05 CAL. HIP Vert: E =-6381 =-638 Job Reference (optional) 5 omr, vvr-o 1, WA coma 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Mar 24 113:24:51 Page 2 LOAD CASES) Standard 1) Regular. Lumber lncrease=1.15, Plate Increase=1.15 Uniform Loads (p") Vert: A-E=-80, E-11=485, 11-W-80, B-L=46(F=-26) Concentrated Loads Qb) Vert: E =-6381 =-638 LLJ D 0 Cl) U) W CO 0' :31 V. '71 W Z 0 1 . F W Lut D " L) SO fo L) O , Z� W CO 0 i 12 17777 wARxM. Ver(ry design pamrnsters and READ NOTES ON IWS AND MMUDED WTEK REFERENCE PAGE MU-7473 BEFORE USE. suite 1 Greenback Lane 09 Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an I ndWual building component. Citrus Heights, CA,9N10Njj* Applicability of design povarnenten; and proper Incorp of component Is responsiblity of building designer- not truss designer. Bracing shown k f— 1h. 6x8 M1120= 20 M1120 11 M , 48 M1120 = 3x8 M1120= 2x4 M1120 II 2x4 M1120 II 4x8 M1120= 3x12 MUM= 3x4 M1120= 2x4 M1120 II 2x4 M1120 11 2.0.12 5 -6.12 9-6.4 135-12 17 -5-4 20 -11-4 23-0 -0, 5 -6.12 9-6.4 135-12 17 -5-4 20 -11-4 23-0.0 240-12 35-0 3.11.8 3-11 -8 3-11 -8 35.0 2-0-12 LOADING(pst) SPACING 2 -0-0 CSI DEFL in (1oc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.58 Vert(LL) -0.20 N -0 >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.49 N -0 >549 180 M1118H 151/147 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrb) Weight: 89 lb LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud , REACTIONS Qb/size) B= 2145/05 -8,1= 2145/05.8 Max H orzB= 52(load case 5) Max Upiifl113=- 2950oad case 5),1=- 295(load case 6) BRACING TOP CHORD Structural wood sheathing directly applied or 2 -11 -2 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: 8-11 -0 oc bracing: N-O 8-9-6 oc bracing: L -N. FORCES Qb) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/53, B-C =- 3903/565, C -D=- 3756/576, D-E =- 44031703, E -R =- 4403/703, F-R =- 44031703, F-G =- 3315/526, G-H= 3757/575, H -1= -3905/565, I- J=0/53 BOTCHORD B-Q=- 493!3358, P -C=- 493/3358, O-P= 497/3354, OS=- 660/4402, NS=- 66014402, M- N=- 660/4402, L- M=- 660/4402, K- L= 474/3359,1 -K= 474/3359 WEBS D4-- 01200, D-0=- 252/1385, E -0=- 612/174, F-0= 41/42, F- N= 0/227, F- L=- 14191260, G- L=- 69/853, C-Q=- 22/232, H- K=- 22/234 NOTES 1) Unbalanced roof lire loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Girder carries hip end with 5-8-8 end setback. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3201b down and 104lb up at 17 -3-8, and 3201b down and 1041b up at 5 -8-8 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (3). LOAD CASE(S) Standard C. ANp E O� 4 'E�'� S y I` T NAI- N Continued on page 2 EXPIRES: 01 -24.06 March 25,2005 wARMM7 - V.,- fjf design parameter, and READ NOTES ON TWS AND INCLUDED wrmc REFERENCE PAQE MI.7473 aieroRE r/9E. 7777 1 re Dadt Lane � Suite Design valid for use onty with HTek connectors. This design Is based only upon parameters shown, and is for an indMdual building component. Citrus Helghts, CA, MI OUR AppBcatsirdy p of design aramenlers and proper incorporation of component is iesponsibliy of building designer - not truss designer. Bracing shown k In• Mlu.nl o f nl i.. 4hki —I ur+h rromtwn —h, Al HIN-1 lAm—, 1-1— In hu vo otnNlih. dn.hn — ndr -14— 1, IM .n.rv.mi+➢Gh. M It— Z 'F_ W IX �. W U. UO 0 w= N LL WO U. Q �W_ Z F' 1-- Z F- W �j U� O� C) F- W F- U 0 Z W U__ Z 2.0.12 55-12 5.10,15 9.6.4 13 -5-12 17 -1 -1 17 -5 20.11 -4 23-0.0 , 24.6.0 1 1 6 0 24)-12 3-6-0 0-43 3.75 3-11 -8 3.75 0.43 3.6-0 2 -0 -12 1 -6-0 Scale = 1:43.6 Job T Truss T Truss Type Q Qty P Ply 0 00 CE03354 1 13806 C CAL, HIP I I I I 8 815793947 ORAI^ T O 1, Tacoma 0A LOAD CASE(S) Standard 1) Regular. Lumber Increase=115, Plate lncrease=1.15 Uniform Loads (p") Vert: A-D=-80, D-G=-1 45, G-J---80, B4=- 36(F = -1 6) Concentrated Loads Ob) Vert: D=-320 G---320 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Mar 24 13:24:52 2005 Page 2 R and R PA - 4 7777 Greenback Lane WARMM - Verlb design parameters READ NOTES ON IWS AND RKWDED iW7rZK REFERENCE 09 AW 7 73 BEWORE USE. Suite 109 Design valld for use only with Wfek connectors. This design is based only upon parameters shown, and Is for an individual building component. Citrus Heights, CA, 9561 not truss designer. Bracing shown D ull * I Applicability of design pciamenters and proper Incorporation at component Is responsibility of building designer AHAK—I famr—ons 1--inn fn Into om cfnWl%e A orinn —ndro to-I"n It II— --nel'Uht nf IM W z -Z W 5 0;' Cl) W Uj LU CO LL W 0, U _ < a LU Z 0 .z I—' , LLI W D .0 SO: W LU r 0 Z (0 Job Truss Truss Type Qty Ply 00 SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Ud 815793948 QE03354, „ GROBA JACK 1 1 B -D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.31 J ob Referen" O mv W co 1, T acoma WA 6.100 s Sep - 17 2004 MITek Industries, Inc. Thu Mar 2413:24:53 2005 Page 1 2 -0.7 6.0-0 1 6 0 2-0-7 3.11 -9 Scale = 1:12.2 C 6.00 12 B ,d A E F E 2x4 M1120= 1 1 -1 -12 1. 1-12 1 240-7 0.10 -12 6-0-0 I 3-11 -9 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.06 B -D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.15 B -D >467 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 12 lb LOWER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0-7 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (b/size) C= 16/Mechanical, B= 334105 -8, D= 57/Mechanical Max Horz B=53(load case 5) Max UpIMC=- 14(load case 6), B=- 77(load case 5) Max GravC= 1 60oad case 1). B= 334(load case 1), D= 113(load case 2) FORCES (b) - Maximum Compression/Maximum Tension TOP CHORD A- B=0/53, B-C= -71/5 BOT CHORD B- E =0 /0, E- F =0 /0, D-F =010 NOTES 1) Wind: ASCE 7-98; 85mph; h =258; TCDL= 4,2psf; BCDL= 3.Opsf; Category It; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 bad nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291b down and 81b up at 1-9.11 on top chord, and 1 l up at 2 -0-12, and 1 l up at 4 -0-12 on bottom chord. The design /selection of such special connection devices) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A- C=-80, B-D=-20 Concentrated Loads (Ib) Vert: C= -29(F) E=1 (F) F=1 (F) �'` V C. Ako,R !:;Z WAS/j '0 O.� ,6 C; /STI" � EXPIRES: 01 -24 - March 25,2005 Z ;~ I D UO � W= J F. C0 tl , W 0 9—j . U- Q �_ D = I" _ Z H- HO Z I- W Uj � Q. U N � I- W 2 HP U- O --Z U= O Z Job Truss Truss Type oty Ply 0 0 TC 0.26 Vert(LL) -0.06 TCDL 15.0 Lumber Increase 1.15 BC 0.31 815793949 OED3354 GR06B JACK 1 1 Code IRC2003ITP12002 (Matra) LUMER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Job Reference (optional BMC WEST, Tacome WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Mar 24 13:24:54 2005 Page 1 2 -0-7 , 6-0-0 , 1 6-0 2 -0-7 3.11 -9 Scale - 1:12.2 C 6.00 12 B A - 1--- �7� E F D 2x4 M1120= d 1 -1 -12 2 -0-7 64)-0 1 -1 -12 0 -10-12 3.11 -9 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.06 TCDL 15.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.15 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 BCDL 10.0 Code IRC2003ITP12002 (Matra) LUMER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD REACTIONS (Iblsize) C=16/Mechanical, B =334/05 -8, D= 57/Mechanical Max H 53(load case 5) Max UpfiriG- 14(load case 6), B=- 77(load case 5) Max GravC=16(load case 1), B= 334(load case 1), D=113(load case 2) FORCES (b) - Maximum Compression/Maximum Tension TOP CHORD A- B=0/53, B-C= -71/5 BOT CHORD B- E =0/0, E- F =0 /0, D -F =0 10 (loc) Udell Ud PLATES GRIP B-D >999 240 M1120 1851148 B -D >467 180 C n/a n/a Weight: 12 lb Structural wood sheathing directly applied or 2-0-7 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7-08; 85mph; h =25ft; TCDL =4.2psf; BCDL =3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 bad nonconcurrent with any other live bads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291b down and Sib up at 1 -9-11 on top chord, and 11b up at 2 -0-12, and 11b up at 4 -0-12 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A- C=-80, B-D=-20 Concentrated Loads (Ib) Vert: G -29(B) E=1 (B) F=1 (B) -V C. ANp OF W PO a 38 O ,t�, R FQII STV XX' ' � ONAL 1 N EXPIRES: 01 -24 -06 1 March 25,2005 iti^� _ H.,::n �, v:. c:. R: c�." u` lr�.": w.. r' t. a'. dyr:. �`: r: r`: r� W,: � .ui..f¢dti+:�S.d�1St1•t'.,ri:3+i� 4�i3t4bN i�i�if�e`aii✓:ariiw�4t:;.t' Z H UQ N C0 1111 J = (1) W O J LL Q D za F- W Z�— H O'. Z I— W W U� O Cl) 0 C- = U H� LL O W Z U =. O Z Scale to 1:15.7 6.00 12 0 d d 3x4 MII20= << 1 -1 -12 1 -1 -12 2 -0-7 040 -12 LOADING (psi) SPACING 2 -M CSI DEFL in (loc) I /defl L/d TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.07 B -D >999 240 TCDL 15.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.17 B -D >442 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 H -0.00 C n/a Iv BCDL 10.0 Code IRC2003/TP12002 (Matrix) LUMER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 6 HF No.2 RtEACTiONS (ib/ size) C= 152/Mechanical, B= 321/8 -0-0, D= 79/8 -M Max HorzB= 54poad case 5) Max UpIMC= 41(load case 4), B=- 58(load case 5), D= -360oad case 4) Max GravC= 152(load case 1), B--321 (load case 1), D= 158(load case 2) FORCES (b) - Maximum Compression/Maximum Tension TOP CHORD A46 =0156, B-C= -52/3 BOT CHORD B- E =0/0, E- F =0/0, F- G =0/0, D -G =0 /0 PLATES GRIP M1120 185/148 Weight: 19 lb BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) VVInd: ASCE 7-98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIIfPI 1. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291b down and 81b up at 1 -9-11, and 100(b down and 271b up at 4 -0-12, and 1801b down and 541b up at 6 -0-12 on top chord, and 1 l up at 2 -0-12, and 1 l up at 4-0-12, and 11b up at 6 -0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pif) Vert: A- C=-80, B -D= -20 Concentrated Loads Ob) Vert: C=- 129(8) E =1(B) F =1(B) G =1(B) C. ANI)p 0 WAS& ;, r R 3x� ot h S y0NAI- EXPIRES: 01 -24 -06 March 25,2005 WARMNG - Vart f Jr design pamorna.. and RF.1D NOTES ON THIS AND IMZUDED MT6R REFEIMMCS PAGE NU.7473 BEFORE USE. Design valid for use only with Mltek connectors. This design Is based only upon parameters shown, and is for an IrxdMduol building component. AppBcat�irily of design pararnenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown 4 Inr Ink+rnF ao 1 n11nAhdtb,ni o . h --i— nnh, A IHIM tnni lomnnrnni Fvnrinn in into om do Wlih, Histinn r ndro r%h it iiw —t— lKilht nl IM 7T77 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Z 1F' W W D J U. U U 0 V) LLJ J = I-- CQ LL WO IL Q N� = a �W Z �, F_ O Z E- W W U O N 0 ♦ — . WW 2 F- LL O W Z U CO O Z 1 -1-&0 , 2-0-7 8-0-0 , 1-6.0 2.0 -7 5.11 -9 Scale - 1:15.4 6.00 12 8 C J� A 2x4 M1120= E F G D 1 -1 -12 , 2-0-7 8.0-0 LOADING(psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdett Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.19 B-D >475 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.49 B -D >190 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(rL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matra) Weight: 14 lb LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E REACTIONS (Usize) C= 116/Mechanical, B= 353!0-5-8, D= 76/Mechanical Max H orzB= 53(load case 5) Max UpltRC=- 40(load case 6), B=-71 (load case 5) Max GravC= 116(load case 1), B= 353(load case 1), D= 152(load case 2) ! FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD A-B =0/53, B-C= -71/5 BOT CHORD B- E =-O/0, E- F =0/0, F- G =0 /0, D -G = -0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 240-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) tlllnd: ASCE 7 -08; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 bad nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291b down and 81b up at 1 -9-11, and 1001b down and 271b up at 4 -0-12, and 1801b down and 541b up at 6-0 -12 on top chord, and 1 l up at 2 -0-12, and 1 l up at 4-0-12, and 1lb up at 6 -0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pH) Vert: A- C=-80, B -D= -20 Concentrated Loads Qb) Vert: C=- 129(F) E =1(F) F=1 (F) G- (F) C. AN,0, R � WASh/ S O 5 ? 38 t� j�0 � �S�aN E NV U EXPIRES: 01 -24 -06 March 25,2005 Z Z JU 0 N C0 w W = 1— 00 LL W O CL U Q to F- O Z H W LU �p U O N `3 WW U LL W Z C.) P _ O~ Z -14)-0 ,_ 2 -0-7 8.0-0 1 1-6.0 2 -0-7 5-11-9 Job Truss Truss Type Qty Ply 00 (loc) I/defl Ud PLATES GRIP TCLL 25.0 815793952 OE03354 GR08A MONO TRUSS 1 1 >475 y M1120 185/148 TCDL 15.0 Lumber Increase 1.15 Job Reference (optional omv TvrQ% ,=came VVN 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Mar 24 13:24:57 2005 Page 1 2-0-7 &0-0 , 1 6 0 2-0-7 5.11 -9 Scale = 1:15.4 c 8.00 12 8 G 2x4 M1120= 1 -1 -12 2-0-7 8.0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.19 B -D >475 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.49 B-D >190 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 14 lb LUMER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E REACTIONS Qb/size) C=116/Mechanical, 6= 353 /05.8, D=76/Mechanical Max HarzB= 53(load case 5) Max UpMIC=- 40(bad case 6), B=- 71 (bad case 5) Max GravC= 1160oad case 1), B= 353(load case 1), D= 152(load case 2) FORCES Qb) - Maximum Compression/Maximum Tension TOP CHORD A-6 =0153, B- 0=-71/5 BOT CHORD B- E=-0/0, E- F=0 /0, F- G =0/0, D -G = -0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 2 -0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7-98; 85mph; h =25ft; TCDL =4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This miss has been designed for a 10.0 psf bottom chord live bad nonconcurrenl with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291b down and 81b up at 1 -9-11, and 1001b down and 271b up at 4 -0-12 on top chord, and 11b up at 2 -0-12, and 11b up at 4 -0 -12, and 11b up at 6-0 -12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 7) In the LOUD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A- C=-80, B -D= -20 Concentrated Loads Qb) Vert: C=- 129(3) E=1 (B) F=1 (B) G=1 (B) T L�� C. ANt) 4� k 0V W ASI/ / fir � .o � /0NAL FN EXPIRES: 01 -24 -06 March 25,2005 .. . i Z JH Z W QQ D JU 00. J = S2 LL W J U. Q C0 D. = (3. I.— W F— O Z F- LU Uj cfy U 01-- W F- tL ~ —O .Z W U= 0 ~ Z . -1-" 1 2 -2 -12 4-11-0 9.6-12 9.1A,15 17 -3-0 , 24 -7 -1 24,11-4 29.6 -11 34 -6-0 1-6-0 2 -2 -12 2-84 4-7 -12 0.4-3 7 -4 -1 74-1 0-43 4-7 -7 4-11 -5 Scale: 3/16'=1' 5x8 M1120 \\ O N M 2x4 M1120 II 3x8 M1120= 3x4 M1120= 2x4 M1120 II 6x8 M1120= L K J 3x10 M1120= 4x4 M1120= 3x4 M1120= n, m„ zo= 2 -2 -12 24)-0 R 4.11-0 , 9 -6.12 17-M , _ 24 -11 -4_ , 34 -6.0 240.0 2-8-4 4-7 -12 748-4 7-84 9 -6-12 0.2 -12 9 I$ LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud TCLL 25.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.18 I -J >999 240 TCDL 15.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.54 I-J >715 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.12 1 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) LUMER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (lb/size) x1583/0 -5-8, 0= 1964/0 -5-8 Max Horz0= 84Qoad case 5) Max Uprd l =-111 goad case 6), 0=- 2090oad case 5) PLATES GRIP M1120 185/148 Weight: 140 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3 -6 -12 oc pudins. BOT CHORD Rigid ceiling directly applied or 6 -" oc bracing. FORCES Qb) - Maximum Compression/Maximum Tension TOP CHORD A-13=0151, B-C =- 1931505, C-D=- 1585/132, D-E =- 2175/204, E -F =- 2736/283, F -G=- 2736/283, G-H =- 2630/231, H -I =- 2929/232 BOTCHORD B-0= 412/214, N- 0=-412/130, M -N =- 123/1371, L -M =- 164/1922, K-L =- 147/2311, J -K =- 147/2311, I-J=- 173/2538 WEBS C-0=- 1866/207, C- N=- 183/1937, D-N =- 742/96, D -M=- 94/629, E-M =- 153184, E -L =- 141/1037, F- L=- 644/156, G-L =- 120/649, G-J - 71405, HJ=- 2511127 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h =25ft; TCDL= 4.2psf; BCDL =3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard e* C. ANp ' / /l ' i n� D,c C%1STt.��� _` � A L F� EXPIRES: 01-24-06 March 25,2005 A WARHING . Ver(f y derrlgn pammeftrar and READ NOTES ON THIS AND LNISUDED ADTEK REFERENCE PADS XU-7473 BEFORE USE. Design vagd for use only with Mitek conneclors. This design is based only upon parameters shown, and is loran individual building component. App6cabilgy of design Earnenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown k Inr Inlnrnl n,rvvvl nl ili, wah rr,crr,= n c Ar Alfi nl rom,v,rn.v M—H— In henrn ,InV+rrih, rinrFn rnn,lrnrlhn le Ilya roannn�➢, ➢IM nr Ilua 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Z }- Z: W 2 �U UO CO 0 J � LL W O LL = W it =. Z� Z O; W W UC3 O Cl) � H WW F=- U !-- LL O . .. Z W N U ~O _ Z �- 1-6.0 , 2 -2.12 , 5.11 -5 11.6 -12 11 #16 17 -3.0 22 -7 -1 22111.4 28 -6 -11 34.08 1-6-0 2 -2 -12 3.83 5.7 -7 043 5.4 -1 5.4 -1 043 5.7 -7 5.5-13 Scale = 1:62.7 5x8 M1120 \\ P O N M L K J 20 M1120 II 3x10 M1120= 3x4 M1120= 3x8 MI120= 3x4 MII20= 3x4 M1120= 2x4 M1120 It "I m,l 2 -2 -12 ,, 2� 5-11.5 1 11. 6-12 _ , _ 17 -3.0 _ 22 -11 -4 28.6.11 r 3440.8 24)-0 3-8-9 5.7 -7 5.8x1 5 8 4 5-7 -7 5.5.13 02 -12 Ln I� LOADING(psf) SPACING 2 -0-0 CSI DEFL in (loc) Well Ud TCLL 25.0 Plates Increase 115 TC 0.62 Vert(LL) -0.11 K-M >999 240 TCDL 15.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.30 K -M >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Harz(TL) 0.11 1 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrbo) LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud WEDGE Right: 2 X 4 HF Stud REACTIONS (Ibfsize) P= 195010.5- 8,1 =15681Mechanical Max HOrzP= 96(load case 5) Max UpliflP=- 2240Gad case 5),1=- 123(load case 6) PLATES GRIP MI120 1851148 Weight: 149 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3 -10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: 6-0-0 oc bracing: B- P,O-P. FORCES Qb) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/51, B-C =- 190/492, C -D=- 1853/114, D- E=- 2103/162, E- F=- 2176/188, F -G=- 21761188, G-H =- 2336/176, H4 =- 2865/213 BOT CHORD B-P= 597/209, O-P=- 397/114, N -0=- 112/1605, M -N =- 115/1818, L-M =- 83/2016, K -L =- 83/2016, J -K =- 138/2424, 1-J 13812424 VYEBS C-P=- 1855/226, C-0=- 207/2092, D -0= 551/95, D- N=- 65/322, E-N =- 29/167, E-M=- 91/625, F- M= 450/114, G-M =- 781390, G- K=- 26/376, H- K= 4661130, H-I =0/237 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard C. ANp,�� �S11 5 3 804 4� 1STVX � " EXPIRES: 01-24-06 1 March 25,2005 Q WARMNC3 . Ver1 Jy daalgn paramaters and READ NOTES ON THIS AND DKLUDED MTEK REFERENCE PAGE MR -7473 BEFORE US& 7777 Greenback Lane Design wild for use only with Wok canneclors. This design is based only upon parameters shown, and Is for an Individual building component. Suite 109 ApprxbbBly of design poramenlers and proper incorporalbn of component is responsibility of building designer - not buss designer. Bracing shown Citrus Heights, G1, 9561 0 l h f— L'1.'" o,ry I M rihm—1 —h --m — n h, Aririni -1 f----, lrn 1— 1n in-- InWnh, rl...lnn 1. M 0- Z W � C . U UO fn 0 C0 LU W = C0 LL W O. U. Q _ d �W_ Z HO Z F-- W �5 U0 O� D F- WW H O .. Z W U =. O Z 2x4 M1120 II 6x8 M1120= e _ Job Truss Truss Type Qty Ply 00 QE03354 . s H03 CAL. HIP 1 1 815793955 na&- u/CCT r..___._ ,.,. -0.10 J >999 240 Job Reference (optional 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Mar 24 13:25:012005 Pagel , -1-" 1 2 -2 -12 1 6.11 -5 13.6 -12 13- 101.15 20-7 -1 20111 -4 27 -6-11 34-0-8 1-6-0 2 -2 -12 4-8-9 6.7 -7 0.43 6.8 -2 0.43 6-7 -7 6-5-13 6x8 M1120= F Scale = 1:62.7 48 M 1120 = N M L K J 1 6x6 M1120= 2x4 M1120 II 3x12 M1120= 3x4 M1120= 30 M1120= 2x4 M1120 II 2 -2 -12 3x8 M1120= 2.0-0 611 -5 13 -6-12 20 -11 -4 273-11 34 -0.8 2-0-0 44" 6.7 -7 7-4-8 6.7 -7 6.5-13 0.2 -12 I� LOADING(pst) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.10 J >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.31 J -L >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.10 H n/a Na BCDL 10.0 Code IRC2003ITP12002 (Matra) Weight: 144 lb LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud WEDGE Right: 2 X 4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-7 -5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt E -J REACTIONS (lb/size) N= 1950/0 -5-8, H=1568/Mechanical Max Horz N= 10711oad case 5) Max UpliftW- 238(load case 5), H=- 135(load case 6) FORCES (b) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/51, B-C =- 186/455, C-D=- 2018/122, D-E =- 2033/143, E -F =- 1840/193, F -G=- 2161/180, G-H =- 2836/234 BOT CHORD B-W- 356/203, M- N=- 356/122, L-M =- 122/1738, K- L=- 66/1734, J-K =- 66/1734, I- J=- 149/2394, H -I =- 149/2394 WEBS C-1=- 1849/246, C- M=- 225/2150, D- M=- 419/92, D-L =- 56/158, E- L= 0/302, E-J=- 81/308, F-J=- 7/415, GJ=- 627/160, G4 =0/280 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. LOAD CASE(S) Standard C. ANp O WAS i ' �/ 'PO �� ,i•. 38040 O �•c : QIISTOL" � EXPIRES: 01 -24 -06 March 25,2005 A WARMNO - Vert/y at"tgn parameters and READ NOTES ON 2WS AND DKS,UDED Wr EK REFERENCE PAGE 11 •7473 BEFORE USE. Design valid for use only w0h Mifek connectors. This design is based only upon parameters shown, and is for an Individual building component. Apprx�abA'ity of design paromenlea and proper incorporation of component is responsibility of fwilding designer- not truss designer. Bracing shown r. Ir Inlurnl a, f M hrr,lrlun1—h momF nnhr ArIr1rlL,nnl lomnrvnn. h.nrinn In 6n un rinhllih, rinrinn rnndn,rlinn it IF,n rn,mn.i,lihr n1 1M 7777 Greenback Lane Suite 109 Citrus Heights, CA, 9561OUR 1 . l Z Z N W G J LY 0 Cf) 0: C0 W J = Cf) WO J LL- d = W H Z i--. F- O Z H. W 5 U� O - o� W �U LL O .• Z W L) H H O Z Job Truss Truss Type Qty Ply 00 (loc) I /deft Ud PLATES TCLL 25.0 815793956 QE03354, H04 CAL. HIP 1 1 >999 , _ _ M1120 TCDL 15.0 Lumber Increase 1.15 J ob Reference (optional) BW WES T . racoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Mar 24 13;25:02 2005 Pagel 18 -7 -1 i - 1-6.0, 2 -2 -12_ , 7 -11 -5 15.6 -12 15.1415 18,11 -4 26-6-11 34-0 -8 1 -6-0 2 -2 -12 6-8-0 7 -7 -7 0.4-0 2.8-2 0-43 7 -7 -7 7.5-13 Scale = 1:70.3 5x8 M1120 \\ 48 M1120 = 1 N M L K J I 6x6 M1120= 20 M1120 II 3x12 MII20= 3x4 M1120= 2x4 M1120 II 2 -2 -12 3x4 M1120= 3x8 MI120= 2 „ 7 -11 -5 , 15.6 -12 18 -11 -4 26.6 -11 34-0.8 240.0 5-8-9 7 -7 -7 34-8 7 -7 -7 7 -5-13 0.2 -12 to 1Z 6 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.12 H -1 >999 240 M1120 TCDL 15.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.35 H -1 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.10 H n/a n/a BCDL 10.0 Code IRC20031rP12002 (Matrix) Weight: 150 lb LUMER TOP CHORD 2 X 4 HF 165OF 1.5E DOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud WEDGE Right: 2 X 4 HF Stud REACTIONS (lb/size) N= 195010 -5-8, H= 1568MIechanical Max Horz N= 119Qoad case 5) Max Uprrf7J=- 249(load case 5), H=- 145(load case 6) GRIP 185/148 BRACING TOP CHORD Structural wood sheathing directly applied or 3 -3-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6 -M oc bracing. WEBS 1 Row at midpt D -L, E-J, G -J FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =0151, B-C =- 178/427, C- D=- 21361152, D-E =- 1912/177, E- F=- 1631/205, F- G=- 1961/188, G-H =- 2808/249 BOT CHORD B-N =- 323/193, M -N =- 323/136, L- M=- 153/1833, K- L=- 60/1596, J-K =- 60/1596,1 -J =- 155/2364, H -1 =- 155/2364 WEBS C-N =- 1846/264, C -M =- 231 /2192, D- M= -307/93, D-L= -024/104, E -L =- 17/317, E-J =- 1721311, F-J =- 50/435, G-J =- 833/184, G4 =0/345 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard t7' C. 4� l O\ \�i /.,/ 'po 3 OVA C (� 040 ` '* At, E NC EXPIRES: 01 -24 -06 March 25,2005 WARNM - Vw* dealgn pare haters and READ NOTES ON THIS AND B+R uneo wrEK REFERENCE PAGE AQb7473 BEFORE USE. Suite Gre enback Lane Design valid for use only with Walk connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Citrus Heights, CA, 95610��� AppBcabYUy of design �aramenters and proper hcorpora a -n tbn of componont Is responslbl[Ry of buildin designer- riot truss designer. Bracing shown A f— rnlr uv+.w l nl rlh,Wunl —h .nn,nr.o.. nnh, A,IriM- 1lomn.vnn, Ivnr1— on i— fnN ihi ntnn rnnJrnrlhn k Ilw ro — nahlih, nr Irw u �S Z 3: �W 2 U UO N113 C/) U W O. L�L U- Q fA �W Z H 1 O Z F- W W Dp U 0 - 0 I-- W LL — 0 W Z U= O Z Job Truss Truss Type Qty Ply 00 (loc) I /dell Ud PLATES GRIP TCLL 25.0 815793957 QC- 03354 H05 CAL. HIP 1 1 >999 — M1120 1851148 TCDL 15.0 Lumber Increase 1.15 Job Reference (optional •x01, IdUuma YY 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Mar 24 13:25:03 2005 Page 1 1 -146 -0 , 411 -5 9.6-12 9.1p,15 17 -3.0 24 -7 -1 24,1 a4 29.6 -11 , 34 -6.0 1-6-0 411 -5 4-7 -7 0.4.9 744 74-1 0.43 4-7 -7 411 -5 1 -6-0 Scale: 3116 " =1' 08 M1120= 3x8 M1120= 9-&12 173-0 24 -11-4 34-&0 9-6.12 7-8-4 7-84 9.6-12 l$ LOADING(psf) SPACING 2 -M CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.20 L >999 240 M1120 1851148 TCDL 15.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.54 B-M >753 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.19 H n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 136 lb Lt AMER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (lb/size) B= 1840/0 -5-8, H= 1840/05 -8 Max HorzB=- 75(load case 6) Max UpIMB=- 168Qoad case 5), H=- 168Qoad case 6) BRACING TOP CHORD Structural wood sheathing directly applied or 3-7 -11 ac pudins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 1 Row at midpt E -M, E -J FORCES Qb) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/53, B-C=- 3151 /240, C-D=- 2862/241, D-E =- 25121234, E- F=- 2512/234, F-G =- 2862/241, G-H =- 31511240, H -1 =0/53 BOTCHORD B-M =- 207/2709, L-M =- 250/3136, K -L =- 250/3136, J- K=- 250/3136, H-J=- 171/2709 V*BS C-M =- 211/115, D-M =- 11661, E -M =- 869/139, E -L= 01273, E-J =- 869/139, F-J =- 1/661, G-J=- 211/115 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) V41rrd: ASCE 7-98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Cpsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard C. AND ,- t 0�' O F WAS/- � J''o DNAL EXPIRES: 01 -24 -06 March 25,2005 Q WARARNO - Verf/tr design patametere and READ NOTES ON TWS AND MMUDED AA7TEK REFERENCE PAGE AM -7473 BEFORE US[S Design vaW for use only with Mlfek connectors. This design Is based only upon parameters shown. and Is for an individual building component. App b! of design �aramenters and proper incorporalbn of component is responsibility of building designer- not truss designer. Bracing shown it Irr Inlarnl mrwvl nl rihLlunl ooh rw+mhan oohs Aririllw.nnl lamrwnnr hrnrinn In Into tinN11hr A ,rinn rnnrhurlhn 1, Iha —tmnt➢,iihr nl IM 7777 GreenoaCK Lane Suite 109 Citrus Heights, CA, 95610 l w .t i 4x8 M1120= Z 1� Z W �U UO N J = I-- 00 LL WO LL Q N D �W Z� 1- O Z (— W W 0 0 N .0 H W I- LL O .Z W U =: O Z 3x8 M1120= 2x4 MI120 II 4x6 MI120= 3x8 M1120= Job Truss Truss Type Qty Ply 0 (loc) Vdefl Ud TCLL 25.0 Plates Increase R15793958 OE03354 . r H06 CAL. HIP 1 Jjob 240 TCDL 15.0 Lumber Increase 1.15 BC 0.55 Vert(TL) Reference (optional 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Mar 24 13:25:04 2005 Paget 11.6 -12 11-1¢15 17 -3-0 22 -7 -1 22,1 1-4 28.6.11 34.6-0 ,36 -0.0 , 1 6 0 5.11 -5 5.7 -7 0.43 5.4 -1 5-4.1 0-43 5.7 -7 5.11 -5 1.6-0 Scale: 3116' =1' 5x8 M1120 \\ 6x8 M1120 // 2x4 MII20 II I 5-11 -5 11.6 -12 17 -3.0 22 -11-4 + 28 -6-11 , 34 -6-0 5-11 -5 5-7 -7 5-8-4 5.8-4 5.7 -7 5.11 -5 LOADING (psi) SPACING 2-0 -0 CSI DEFL in (loc) Vdefl Ud TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.16 M >999 240 TCDL 15.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.41 M -N >996 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.17 H n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrbo PLATES GRIP M1120 185/148 Weight: 146 lb LUMER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -7 -2 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 4 HF Stud i REACTIONS (lb/size) B=1840/0-5-8,H=1840/0-5-8 Max HorzB=- 87(load case 6) Max UpliftB=- 182Qoad case 5), H=- 1820oad case 6) FORCES Qb) - Maximum CompressioruMaximum Tension TOP CHORD A-B =0/53, B-C= -3187/210, C -D=- 2634/186, D-E =- 2547/199, E-F =- 2547/199, F -G =- 2634/186, G -H =- 3187/211, H -1 =0/53 BOT CHORD B-0=- 195/2730, N-C=- 195/2730, M-N =- 122/2285, L -M=- 79/2285, K- L=- 79/2285, J- K=- 108/2730, HJ=- 108/2730 WEBS C-0= 0/238, C -N =- 5091121, D -N =- 241394, D-M =- 86/531, E-W- 4511114, F -M =- 86/531, F-K =- 241394, (3-0- 509/122, GJ =0/238 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) VVmd: ASCE 7.98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 1 3) Provide adequate drainage to prevent water ponding. 4) This tntss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. is designed in the 2003 International Residential Code R502.11.1 R802.10.2 C . ANp 6) This truss accordance with sections and and referenced �L standard ANSI/TPI 1. 0 WAS // /��S'Q� LOAD CASE(S) Standard 380 0. Q.t F C /STF:��' QNAL V- EXPIRES: 01 -24 -06 March 25,2005 Q wVARMNG - veryy design paramours and REW NOTES ON TMS AND LNCLUDED r1QTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Gr Suite t gg�beck Lane (i Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and is for an individual building component. ApplicabilBy of design Paramenters and proper Incorporation of component Is responsibrity of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610mil i la. tnlo.nr l of "AAA -l—h rnc—I nnh, Arrrfnf, —1 fnmrwnnr Mnrinn In I-- O1 Wrh, rh,rinn rnnrh„rlhn it Ih— rorrv.nr4.01hr nl IM Z ~ W JU UO (00 W= J F — Cl) U W O L Q �D F-- W Z F— O. W W U� ON .0 F— W 2 F— F- LL- O .. Z W U= . F— Z O N M L K J ozw mucu- 2x4 MII20 II 3x4 M1120= 3x8 MI120= 4x4 MI120= 3x4 M1120= 2x4 M1120 II Job Truss Truss Type Qty Ply 00 Well L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 815793959 OE03354 H07 CAL. HIP 1 1 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.44 Job Reference (optional , ,scums vvri 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Mar 24 13:25:06 2005 Pagel l -1 Cr0 1 6.11 -5 13 -6.12 13-1415 20.7 -1 20.11 -4 27.6 -11 34 -6-0 36-0 -0 1-6-0 6.11 -5 6.7 -7 0.4-3 6-8 -2 0-43 6-7 -7 6-11-5 1 -6-0 Scale: 3/16 " -1' 5x8 M1120 \\ 08 M1120= 3x8 M1120= 1 6.11 -5 13.6 -12_ 20 -11 -4 _ , 27.6 -11 34 -6-0 6-11 -5 6.7 -7 7-4-8 6-7 -7 6.11 -5 Ij. LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.15 J-L >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.44 J -L >936 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.17 G n/a n/a BCDL 10.0 Code IRC20031TPI2002 (matrix) Weight: 140 lb LUMER TOP CHORD 2 X 4 HF 165OF 1.5E SOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3 -3-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 1 Row at midpt D -J REACTIONS (lb/size) B=1840/0-5-8,G=1840/0-5-8 Max Harz B=- 99(load case 6) Max UpliflB=- 195(load case 5), G=- 195(load case 6) FORCES (b) -Maximum Compression/Maximum Tension TOP CHORD A-B =0/53, B- C= -3148/236, C-D =- 2450/188, D- E=- 2100/201, E-F =- 2451/188, F- G= -3148/236, G-H =0/53 BOT CHORD BaM=- 222/2687, L- M=- 222/2687, K- L=- 86/2099, J- K=- 86/2099, W =- 123/2687, G4 =- 123/2687 WEBS C-M= 0/281, C- L= -064/153, D- L=- 29/499, D-J =- 216/217, E-J =- 19/499, F- J=- 6631153, F -1 =01281 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live bads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard C. ANp, O� Off' WAS1.11, 'Po t 4. ? 38 ," 0 O )I S ONAL EXPIRES: 01 -24 -06 March 25,2005 ij WARM106 - Vsr{ fy design parameters and REED NOTES ON TWS AND MMUDED WTEK REFERMCE PAGE MU-747 am'QRE um Design valid for use only wflh Mffek connectors. This design is based only upon parameters shown, and is for an Individual building component. AI; B bit Inlarnl a of design parnenters and proper incoipoiatbn of component Is responsibility of building designer - nol huss designer. Bracing shown i Lv er w" nr imU \Ar4 1 1 u h rmmhcn nnhi Arrrlilhnnl Icm.wnnr Hnrinn In hnuo dnhiGh. rlu.inn rnndrnrlinn k Iho •uerv.n.i�4ih. n1 Il.o 7777 GrW0KK Lane Suite 109 Citrus Heights, CA, 95610 l Z W q � W =. JU UO N93 (0 LLJ _j_ H N O W 2 LL Q _ d �W Z I-' F- O Z I— W 5 U� 0 0 F_ W W. W 0. • Z' W 0 C H O Z 2x4 M1120 II 3x4 M1120= 30 M1120= 2x4 M1120 II 18.7 -1 r 1-6-0, 7 -11.5 , 15.6 -12 15-1415 18,1,1.4 26-6 -11 34.60 36 0-0 1-6-0 7 -11 -5 7.7 -7 0-43 2-8 -2 0.43 7 -7 -7 7 -11 -5 5X8 M1120 \\ 48 M1120= Scale = 1:77.0 7 -11 -5 , 15-6-12_ 18 -11-4 _ 26-6 -11 34.&0 7-11-5 7 -7 -7 3.4-8 7 -7 -7 7 -11 -5 ='f Plate OtNeis (X Y): [B:0-10-4,0-0-141,[G:0-10-4,0-0-141 :s LOADING(pst) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.15 L >999 240 M1120 185/148 ;i TCDL 15.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.43 L -M >951 180 BCLL 0.0 Rep Stress [nor YES WB 0.37 Horc(TL) 0.17 G n/a n/a BCDL 10.0 Code IRC2003fTP12002 (Matrix) Weight: 145 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -10-0 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. - WEBS 2 X 4 HF Stud WEBS 1 Row at midpt C -L, D-J, F-J REACTIONS (b/slze) B= 1840/0 -5-8, G= 1840/0 -5-8 Max H 111(load case 6) Max UpIMB =- 206(load case 5), G=- 206(bad case 6) FORCES (b) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/53, B-C =- 31131254, C- D=- 2243/198, D- E=- 1885/215, E- F=- 2245/198, F- G=- 3112/255, G-H =0/53 BOTCHORD B-M =- 243/2649, L-M =- 243/2649, K- L=- 84/1883, J- K =- 84/1883, W =- 132/2648, G4 =- 132/2648 WEBS C-M= 0/348, C -L =- 868 /178, D-L= 50/498, DJ =- 250/258, E-J =- 59/527, F-J =- 865/179, F -1 =0/347 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water pending. 4) This In has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live bads. 5) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. j 6) This truss is designed in aocordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced C. ANp E,f+ standard ANSI/TPI 1. WASy,4 SoL o� LOAD CASE(S) Standard -J J ° SV(��'G' ONAL EXPIRES: 01 -24 -06 March 25,2005 Al WARMNid - over(f y design pawmsbrs and RE1D NOTES ON TMS AND DiCS.UAED AUrEK REFERENCZ PAGE AW -7473 BF70RE USE. 7777 Greenback Lane � Suite N N Po parameters shown, and Is for an fndMdual compong I with Mtiek connectors. This design is based on u pon Design void tot use on Hai citrus CA, 95610��� s des shown App6oabNdy of design aarnenlea and proper incorporation of component is raspomiWily of tw(kling designer - not buss designer. Bracing stlown hA.rnnl nnh, ArB.lnrnnnl Imnnnr .. Ivnr -rnn In hmm dnWlih, rlmrnn rnnd.urthn k IM roamnsR.Yih, nl Iho R Inr Inlwnl mm+vl nl ooh mnmho+a Z ',Z Z JU UO in 0 W= J F- CO LL W O LL �. LL Q = a I. W 1- Z 1}— W W U ON WW tt O .. Z W CO O Z _.,._.....__ M L K J 1 _..._... 2x4 M1120 II 3x4 M1120= 2x4 M1120 II 3x4 MI120= 3x8 NW= 1. J Z ',Z Z JU UO in 0 W= J F- CO LL W O LL �. LL Q = a I. W 1- Z 1}— W W U ON WW tt O .. Z W CO O Z _.,._.....__ M L K J 1 _..._... 2x4 M1120 II 3x4 M1120= 2x4 M1120 II 3x4 MI120= 3x8 NW= Job Truss Truss Type Qty Ply 0 QE03354. H09 CAL. HIP 1 1 815793961 n■.r -w��T T....___..,. TC 0.64 Vert(LL) -0.09 B-J Jb Reference o tional 6.100 s Sep 17 2004 MITek Industries, Inc, Thu Mar 24 13:25:08 2005 Page 1 7 -6.12 7 -1415 11 -6.0 15-1 -1 15-6x4 23-0.0 , 24 -6-0 , 1 6 0 7 -6-12 0-43 3-7 -1 3.7 -1 0 7.6 -12 1-6-0 Scale = 1:43.6 08 M1120= 3x4 M1120= 30 M1120= 30 M1120= 3x4 M1120= 7(x12 155-4 23.0 -0 i 7 6 12 7 -10-8 7-6-12 LOADING(pst) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.09 B-J >999 240 M1120 1851148 TCDL 15.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.28 B-J >983 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(rL) 0.07 F n/a n/a BCOL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 81 lb LUMER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E VVESS 2 X 4 HF Stud REACTIONS (ib/size) B= 126510 -5-8, F= 1265/0 -5-8 Max Horz B= 63(load case 5) Max UpliflB=- 139(load case 5), F=- 139(load case 6) BRACING TOP CHORD Structural wood sheathing directly applied or 4 -1 -5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD A-B =0/53, B-C=- 1923/119, C -D=- 1599/133, D-E =- 1599/133, E- F=- 1923/119, F- 6=0/53 BOTCHORD B-J WEBS 10-.1 =- 3/339, D-.1 =- 253/79, D- H=- 253179, E- H= -3/339 NOTES 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. LOAD CASE(S) Standard C. ANp O� WASf /7 ' 1 '. Sp '� f11STii���' A AL. EXPIRES: 01 -24 -06 1 March 25,2005 WARMM . Ver(ry design parameters and READ Nor= ON TNUS AND IMZUDED WrEK REFERENCE PAGE MU -7479 BEFORE USE. Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and is for an IndNidual building component. AppdicabiBly of design �aramenlers and proper Incorporation of component Is responsibility of building designer - not Truss designer. Bracing shown 4Inr Inlwnl n—I r,1 re�4h,n1 —K nuamhwa nnhr Arrrrll —1 ram—n. Finn In inn no ilnWahr rinrtnn rnnrin,rltnn it 1M r t—nolhish, nr IM IF ( f I WeenDOCK Lane Suite 109 Clbus Heights, CA, 9561ONO 08 M1120 = Z � W LLI JU UO U Cl J = H Cl) LL WO LL J Q F_ W Z F-. O Z H W W 5 U� O� o r_ W H FU-- u O •• Z W U Cf) H =. O Z I 08 M1120 = Z � W LLI JU UO U Cl J = H Cl) LL WO LL J Q F_ W Z F-. O Z H W W 5 U� O� o r_ W H FU-- u O •• Z W U Cf) H =. O Z Job Truss Truss Type Qty Ply 00 QE03354- J02C JACK 1 1 R15793962 1.15 TC 0.18 Vert(LL) -0.00 B Job Reference o tional _ 6.7 W s sep 17 2004 MiTek Industries, Inc. Thu Mar 24 13:25:09 2005 Page 1 , -1-6-0 , 2 -" 4-0-7 1-6-0 2 -0-0 2-0-7 A ib CS d . Scale = 1:14.0 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) Vdett Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 B >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B-E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 D n/a Na BCDL 10.0 Code IRC2003/TP12002 (Metric) Weight: 10 lb LUMER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1040 -0 oc bracing. REACTIONS (lb/size) D= 74/Mechanical, B= 270/05.8, E= 19/Mechanical, C= 100/0 -5-8 Max Horz B=81 (load case 5) Max UplifiD=- 24(load case 5), B=- 62(load case 5), C=- 27(load case 5) Max GravD=74(load case 1). B=270(load case 1), E= 39(load case 2), C= 100(load case 1) FORCES (6) - Maximum Compression/Maximum Tension TOP CHORD A48=0/52, B-C =5915, C -D= -27/27 BOT CHORD B -E =0 /0 NOTES 1) Wfnd: ASCE 7 -08; 85mph; h =25ft; TCDL= 4.2psf; BCDL =3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This buss has been designed for a 10.0 psf bottom chord live bad nonooncurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z �W A Hi,� s o 'l � � TA �ONAL EXPIRES: 01 -24 -06 March 25,2005 I� Z LLI QQ� JU UO CO O J = H CO LL W O. �G IL Q U) _. _ d LU Z f— 0 W LU U� C1 H W U LL O w L) O Z 2 -0-0 Job Truss Truss Type Qty Ply 00 QE03354 � J06A JACK 1 1 815793963 Rur U=QT T.,......... %AIA TC 0.46 Vert(LL) -0.06 B-D Job Reference o tional 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Mar 24 13:25:112005 Page 1 I -1-8-0 60.0 60- 1 -6-0 60-0 C 0-0-7 CS A Scale - 1:18.9 LOADING W SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.06 B-D >999 240 M1120 1851148 TCDL 15.0 Lumber Increase 1.15 BC 0.28 Ve rt(TL) -0.15 B -D >461 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 17 lb LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) C= 202 /Mechanical, B= 440/05 -8, D= 57/Mechanical Max H orzB= 1080oad case 5) Max Uplit1C=- 65(bad case 5), B=- 77(load case 5) Max GravC= 202Qoad case 1), B= 440(load case 1), D= 114(load case 2) FORCES Qb) - Maximum Compression/Maximum Tension TOP CHORD A-8 =0/53, B- C= -114/73 BOT CHORD B -D=0/0 NOTES 1) Wind: ASCE 7-98; 85mph; h =25ft; TCDL= 4.2psf, BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 bad nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) This tress is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard C. ANp �G �R� 38� 040 �cr ONAL�� A & WARIOM - Vert f y design parameters and READ NOTES ON THIS AND MIMUDED WrEK REFERENCE PACE =.7473 BEFORE !/- Design valid for use only with Mlfek connectors. This design is based only upon parameters shown, and Is for an Individual building component. App9cabYly of daslgn a%amenters and proper Incorporation of component Is responsibility of building designer -roil buss designer. Bracing shown F. /rr tnlornl avvwl nil .Alunl ulah rromhwe nnFl �rlrlllinnnl lomrwnnl Mnr(nn In Ina im Ilnhllihl r6..1— —W—R— k n116n EXPIRES: 01 -24 -06 March 25,2005 suite 109 Citrus Heights, CA, 95610 l Z ;= Z a , W Q D JU UO Co 0 W= J I.— CO) LL WO J. LL Q. _ d _'. H O Z H 5 U� .O �. .13 1-- W W. H FU- LL' O W Z U= O Z 60-0 60 A i 1 f 1 tb a Scale = 1:14.0 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.00 B-E >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 B-E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matra) Weight: 11 lb LUMER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) D= 41/Mechanical, B= 314/05 -8, E= 27/Mechanical, C= 96/0 -5-8 Max Horz B= 81(load case 5) Max Upl flD=- 13(load case 5), B=-71 (load case 5), C=- 280oad case 5) Max GravD= 41(load case 1), B= 314(load case 1), E= 54(load case 2), C= 96(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A- X0153, B-C=- 73/17, C -D= -15/15 BOT CHORD B -E =0 /0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL- 4.2psf; BCDL =3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard C. AN p ; '7Cj , ,o 4 �F y �� do L 10 \ �, 51 40 'ISTE�L�' �<V � YN 0 EXPIRES: 01 -24 -06 March 25,2005 Z �Z �W JU U O U 13 J = H CO IL, W O 95 LL Q (" _ Z� F- O Z t- LLI 5' UC) O N. 13 H W LU HP O �Z U N I- O F- Z 3-0-0 , i -1 -6-0 3.0.0 4-0 -7 1 -6-0 3.0-0 1.0 -7 n Job Truss Truss Type Qty Ply 00 QE03354, J07K MONO TRUSS 2 1 815793965 aurr weer Job Reference (optional 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Mar 24 13:25:12 2005 Page 1 G: Scale = 1:38.2 LUMER BRACING TOP CHORD 2 X 4 DF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (Ib/size) E= 81/Mechanical, B= 533/0 -5-8, F= 77/Mechanical, C= 446/0 -5-8, D= 241/0 -5-8 Max HorzB= 219(load case 5) Max UpiiftE=- 26(load case 5),13 - 37(bad case 5), C=- 147(load case 5), D case 5) Max GravE= 81(load case 1), B= 533(load case 1), F= 154(load case 2), C= 446(load case 1), D- (load case 1) FORCES (b) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/53, B-C=- 166/104, C -D=- 68/57, D- E= -29/29 BOT CHORD B -F =0/0 NOTES 1) Wfnd: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL =3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Beveled plate or shim required to provide full hearing surface with truss chord at joint(s) C, D. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASES) Standard C. ANp ? 'K,� O t: WASy ` la Ch 6 4 . h A L �; EXPIRES: 01 -24 -06 March 25,2005 Z �— Z �W D 0. UO U C3. J = C0 LL W } O 0 J Q ry W 1-- O Z F-. W Uj U O N O F- .W W' H U. O W CO O Z , -146.0 , 8-0-0 12 -0.0 , 14 0 7 1-6.0 8-0.0 4-0-0 2 -0-7 E ZX4 MIIZU = 8 -0-0 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.20 B-F >468 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 B-F >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 E n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matra) Weight: 33 lb LUMER BRACING TOP CHORD 2 X 4 DF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (Ib/size) E= 81/Mechanical, B= 533/0 -5-8, F= 77/Mechanical, C= 446/0 -5-8, D= 241/0 -5-8 Max HorzB= 219(load case 5) Max UpiiftE=- 26(load case 5),13 - 37(bad case 5), C=- 147(load case 5), D case 5) Max GravE= 81(load case 1), B= 533(load case 1), F= 154(load case 2), C= 446(load case 1), D- (load case 1) FORCES (b) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/53, B-C=- 166/104, C -D=- 68/57, D- E= -29/29 BOT CHORD B -F =0/0 NOTES 1) Wfnd: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL =3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Beveled plate or shim required to provide full hearing surface with truss chord at joint(s) C, D. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASES) Standard C. ANp ? 'K,� O t: WASy ` la Ch 6 4 . h A L �; EXPIRES: 01 -24 -06 March 25,2005 Z �— Z �W D 0. UO U C3. J = C0 LL W } O 0 J Q ry W 1-- O Z F-. W Uj U O N O F- .W W' H U. O W CO O Z , -146.0 , 8-0-0 12 -0.0 , 14 0 7 1-6.0 8-0.0 4-0-0 2 -0-7 E QE03354s . IJ108 IMONOTRUSS I2 I 1I f Job Reference (optional) I BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Mar 24 13:25:13 2005 Page 1 4-0.7 8-0-0 , 1 6 0 4-0.7 311 -9 Scale = 1:15.4 6.00 12 A 2x4 M1120 = 4-0.7 i 6-0-0 LOADING (psi) SPACING 2 -0-0 CSI DEFL in Qoc) Vdeft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.20 B -D >468 240 M1120 185/148 TCOL 15.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 B-D >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matra) Weight: 17 lb LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/Slze) C= 110 /Mechanical, 6=392/05 -8, D= 77/Mechanical Max Horz 8=81(load case 5) Max UpHIC=- 33(load case 5), B=- 64(load case 5) Max GravC=1 1 OQoad case 1), B=392(load case 1), D=154(load case 2) FORCES Qb) - Maximum Compression/Maximum Tension TOP CHORD A-6 =0/53, B-C= -84/39 BOT CHORD B -D=0 /0 NOTES 1) Wnd: ASCE 7-98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 bad nonooncurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girders) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard IVARHINO • Vsrt f� de+lgn pamrnaw. and RMD NOTES ON THIS AND MMUDED JWTEK REFERENCE PAOE MU-7473 BEIaRE USE Design valid for use only with Mffek connectors. This design Is based only upon parameters shown, and B for an IrxlMdual building component. Appdioabifily of design paramenters and proper incorporation of componenf is responsibllity of building designer- not truss designer. Bracing shown p Irr Inlwnl snrwvl nl rlhArl —l—h rnnmhcrs n k, ArlriiI"—I Inmrwnnr Mnr Inn In ho,m dnN6hr rWrhin r- nndnvdhn Ir Ilua mcmnri�➢ihr nl Irwa C. ANp 'n��� 38(� )-10 EXPIRES: 01 -24 -06 1 March 25,2005 7777 Greenback Le Suite 109 Citrus Heights, CA. An i Z �}- Z �W QQ JU 00 in O C0 11.1 J :C �U. WO J LL. j �' a = W H H O Z ir LLJ W . U 0. O � o WW U- 0 O .. Z W C0 U= O ~. Z -1-6 -0 B-0-0 12.0.0 16-" ,17 -2 -11, 1 -6-0 B•0-0 4-0-0 4-0-0 1 -2.111 R Scale = 1;48.8 la , LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb/ size) H=49/Mechanical, B= 538 /05- 8,1= 235/Mechanical, D= 284105-8, F= 320/0 -5-8, G =209/05-8 Max HorzB=262Qoad case 5) Max UpfifW- 16(load case 5), B=- 16(load case 5),1= -30(load case 5), D=- 92Qoad case 5), F =- 104(load case 5), G=- 680oad case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/53, B-C =- 524/0, C -D=- 174/42, D-E =- 117/0, E-F =- 106/57, F -G=- 57/57, G-H= -18/18 BOT CHORD 134=775%, 1,J=- 77/396 WEBS C,1= 0/190, C-1= -444/87 NOTES 1) Wind: ASCE 7-0& 85mph; h =25ft; TCDL =4.2psf; BCDL- 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 nonooncurrent with any other live bads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, F, G. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. C. ANp LOAD CASE(S) Standard p3 tJF VJASE/� ` .Q,W 't'r. S k 3378 o �.r F C /STV EXPIRES: 01 -24 -06 1 March 25,2005 Q WARMNl7 - Ver(& design parameters and RFAD NOTES ON IWS AND ftV=DED AUrEK REFERENCE PAGE M -7473 J9E! ORE flSE 7777 Greenback Lane Suite 109 Design valid for use only with HTek connectors. This design is based only upon parameters shown, and is for an Individual building component. citrus Heights, CA, 95610��� Appticabtrdy of design aramenters and proper tncorporafion of component Is responsiWlly of building designer - not buss designer. Bracing shown k Inr Inland a,m.vl nl amen err nwmFwn nnh, Ar c mrv,.nn. t is res In inm.c f bud h. riwinn rnnd.u. -Ihn ie Ilu+ rn.mn,i�ilhi nl diva N, w tn. n?4+' urmr+*. laprmrronamaow .�.w..e.,,.,..�.,�«...-- -- - - -- I Z - Z ILJ lX WD �U UO UO C0 W W = F-- U) LL WO LL Q _ d W Z f" I-- O Z F— W LIJ �O O N o r` W F- �' O .Z W U =` O Z ZX4 MIIZu— J , 2x4 M1120 II 3x4 MII20= B•0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.01 I -J >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 115 BC 0.16 Vert(TL) -0.02 I-J >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matra) Weight: 41 lb Scale = 1;48.8 la , LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb/ size) H=49/Mechanical, B= 538 /05- 8,1= 235/Mechanical, D= 284105-8, F= 320/0 -5-8, G =209/05-8 Max HorzB=262Qoad case 5) Max UpfifW- 16(load case 5), B=- 16(load case 5),1= -30(load case 5), D=- 92Qoad case 5), F =- 104(load case 5), G=- 680oad case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/53, B-C =- 524/0, C -D=- 174/42, D-E =- 117/0, E-F =- 106/57, F -G=- 57/57, G-H= -18/18 BOT CHORD 134=775%, 1,J=- 77/396 WEBS C,1= 0/190, C-1= -444/87 NOTES 1) Wind: ASCE 7-0& 85mph; h =25ft; TCDL =4.2psf; BCDL- 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 nonooncurrent with any other live bads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, F, G. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. C. ANp LOAD CASE(S) Standard p3 tJF VJASE/� ` .Q,W 't'r. S k 3378 o �.r F C /STV EXPIRES: 01 -24 -06 1 March 25,2005 Q WARMNl7 - Ver(& design parameters and RFAD NOTES ON IWS AND ftV=DED AUrEK REFERENCE PAGE M -7473 J9E! ORE flSE 7777 Greenback Lane Suite 109 Design valid for use only with HTek connectors. This design is based only upon parameters shown, and is for an Individual building component. citrus Heights, CA, 95610��� Appticabtrdy of design aramenters and proper tncorporafion of component Is responsiWlly of building designer - not buss designer. Bracing shown k Inr Inland a,m.vl nl amen err nwmFwn nnh, Ar c mrv,.nn. t is res In inm.c f bud h. riwinn rnnd.u. -Ihn ie Ilu+ rn.mn,i�ilhi nl diva N, w tn. n?4+' urmr+*. laprmrronamaow .�.w..e.,,.,..�.,�«...-- -- - - -- I Z - Z ILJ lX WD �U UO UO C0 W W = F-- U) LL WO LL Q _ d W Z f" I-- O Z F— W LIJ �O O N o r` W F- �' O .Z W U =` O Z ZX4 MIIZu— J , 2x4 M1120 II 3x4 MII20= Job Truss Truss Type Qty Ply 0 0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.14 B -D X614 240 M1120 185/148 TCDL 15.0 815793968 OE03351► ti M01 MONO TRUSS 1 0 1 WB 0.00 __ - , -,- BCDL 10.0 Code IRC20031TPI2002 (Matruc) Job Reference (optional 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Mar 24 13:25:14 2005 Page 1 -1-6-0 7-6-0 1-6-0 7-6 N A Scale = 1:22.3 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) 11defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.14 B -D X614 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.34 B -D >246 180 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(rL) -0.00 C n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matruc) Weight: 21 lb LUMER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (IbIsize) C= 265/Mechanical, 8= 507/0 -5-8, D= 70/05 -8 Max HorzB= 1290oad case 5) Max UpM C=- 86(load case 5), B=- 80(load case 5) Max GravG265Qoad case 1), 8= 507(load case 1), D= 141(load case 2) FORCES (b) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/53, B-C=- 138/96 BOT CHORD B4D =0/0 NOTES 1) Wind: ASCE 7-98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 bad nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �L�ZT C. ANo .1 7 R ��; /S Tt :O N EXPIRES: 01 -24 -06 1 March 25,2005 N }1, .. . FPM ��jM O! l` 11MSNtlnNia+�Ynwnw _ _ _ . � Z �W dd � JU UO y0 W =: Cl) U. W O. L a C �. = W z � I- O Z F- W LU 0p U N 0 F- W H� O W U� O Z 7-6-0 7.r-n Job Truss Truss Type Qty Ply 00 QE03354 -. T01 COMMON 2 1 815793969 mu. user Vert(LL) -0.13 I-J >999 240 Job Reference o ti onal 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Mar 24 13:25:16 2005 Page 1 ,-1 -6-0 , 2 -2 -12 , 6-15 11.8.3 17-3.0 22 -9.13 28 -4.11 34-&0 1-6-0 2 -2 -12 3.10.9 6.6 -14 5.6-14 6-6.13 6-&13 6.15 4x6 M1120= F N M L K J 3x10 M1120= 40 M1120= 30 M1120= 3x8 MII20= 40 M1120= 30 M1120= 2 -2 -12 2-0-0 „ 9.8.14 17 -3.0 25.8-8 34 -3.8 34,¢ 2-0-0 7-6-2 7 -6-2 8-5-8 8-7-0 0-2-8 0.2 -12 Scale - 1:68.8 LOADING (psi) SPACING 2-0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.13 I-J >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.44 W >883 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.12 1 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matra) Weight: 146 lb LUMER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD WEBS 2 X 4 HF Stud WEBS REACTIONS (Ib/size) 1= 1588103-0, N= 1969/0 -5-8 Max HorzN= 13OQoad case 5) Max Uplifl=- 155(load case 6), N=- 258(load case 5) Structural wood sheathing directly applied or 3-6 -10 oc pudins. Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: 6 -0-0 oc bracing: B-N. 1 Row at midpt D-N, G-L FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-6=0/51,13 -C =- 202/425, C-D=- 155/441, D-E= 2089/180, E- F=- 1758/213, F -G=- 1756/198, G-H =- 2641/277, H -1 =- 2952/293 BOT CHORD B- 1=331/216, M- N=- 168/1628, L-M =- 139/1783, K- L=- 89/2013, J- K=- 89/2013,1.1 =- 210/2560 WEBS C -N=- 275/85, D-N =- 24921325, D-M= 0/218, E- M=0/164, E-L= 492/131, F -L =- 101/1032, G -L =- 788/178, G-J =- 601578, H.J=- 435/140 NOTES 1) Unbalanoed roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 bad nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced C, ANp standard ANSI/rPI 1. Oa`� WAS /� C��O LOAD CASE(S) Standard 0 cl J '380 4t �.b C Q1STC•- S1 0 NAL EXPI RES: 01 - - March 25,2005 _ :,rauvn: ::1:2+- th+'v.a' J,:.:tiw�.�i•u.: ,.ukur k t!siSC'"i+' .. 1 � , t Z ;F— Z �W .t U UO (n o J � N W WO L�G I1. Q �C = W F- _ ?�- F O Z F- W �j U� 0 fA 0 F- W W F- - 0 W Z L) O Z Job Truss Truss Type Qty Ply 00 815793970 OE03354 0 * T02 COMMON 5 1 Job Reference (optional 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Mar 24 13:25:17 2005 Page 1 11 -8.3 , 17 -30 22.413 , 284-11 , 34-6 -0 , 1 6 0 6-15 5-6 -13 6-6-13 5.6.13 56.13 6-15 4x6 M1120= 6.00 12 F axio Mnzo M L K J 30 M1120= 3x8 M1120= 44 M1120= 3x4 M1120= 3x10 MI120= Scale = 1:68.8 I3 8 -10-12 17-30 2574 34 -3.8 341" 8 -10-12 8-4-4 8.44 8-8.4 0-2-8 Plate Offsets (X,Y): [B:0- 104,040 -141, D:0- 104,0 -0-141 LOADING SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.16 L >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.49 I-J >841 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 139 lb LUMER BRACING j TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0 -0 Gc bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at mid pt E -L, G -L s i I REACTIONS (lb/size) 1= 1704/0 -3-0, B= 1849/05 -8 Max Holz B= 13OQoad case 5) Max UpM= 161(load case 6), B=- 214(load case 5) FORCES Qb) - Maximum Compression/Maximum Tension TOP CHORD A-B =0/53, B-C =- 3162/287, C -D=- 2837/260, D-E =- 2733/272, E- F=- 20121225, F- G=- 2012/222, G- H=- 2882/288, H-1= 3200/306 BOT CHORD B-M=- 30412712, L- M=- 195/2223, K- L=- 109/2240, J- K=- 109/2240, I- J=- 222/2781 WEBS C- M= -095/130, E-W- 451523, E- L=- 763/171, F- L=- 112/1254, G- L=- 787/177, G-J= 59/567, HJ= 436/141 NOTES 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 bad nonconcurrent with any other live loads. 4) This tnrss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) This truss is designed in accordance with the 2003 International Residential Corte sections R502.11.1 and R802.10.2 and referenced standardANSI/TPI 1. `�� C. ANp�, LOAD CASE(S) Standard O� O� WAS / � 7 `s0 �•x �4C ST @ ��� EXPIRES: 01 -24 -06 March 25,2005 i Al WARWM - Vert f j/ design parnmetsr+ and READ NOTES ON TWS AND INCLUDED MTEN REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Suite 1 � Design valid for use only wllh Mifek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Citrus Heights, 95610 AppacabiGlY of design Eaamonlers and proper Incorraration of component Is responsibility of building designer - nol buss designer. Bracing shown ghts, CA, F Irr hlrw.J avwvt nl tl„Wnnl wenh rroml�ae Hobe ArfrlflL.r,nl Inmrwnro MV-1— In ron,rn dnWlihe rruAnn — nefre -%— k ffv merv,neiiishe of IM u'l _.. �at�!!± �aerrettmrnMwm�.. i+. iMh�rat!. xy! rs+! �! re.^! cR+»• r<!^ �p9' ?rr! u:.. n^ ra+' � vg' 4 d�45: W�> 4�xa? xraw+ zmam� .waew.,......,,.,.,Y......__. P Z l ~ a W W D JU UO N Q C0 W J = F- 00 LL W O LL �. LL. Q = a �W Z H. F O Z F - � Q O N Q H- , W F- F- �O ..Z w U_= 0 f- Z Job Truss Truss Type qty Ply 0 0 (loo) I /defl Ud PLATES GRIP TCLL 25.0 815793971 gE03354 T03 COMMON 1 1 >999 240 M1120 1851148 TCDL 15.0 Lumber Increase 1.15 Job Reference (optional 6.100 s Sep 17 2004 MITek Industries, Inc. Thu Mar 24 13:25:18 2005 Page 1 r -1 6 0, 6 15 11-8-3 1730 , 22-0-13 28 4 -11 34-6.0 - 4: 0-0, 1 6 0 615 5-6 -13 5.6-13 5.6.13 56.13 6.15 1 -6-0 Scale - 1:70.0 4x6 M1120= I$ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loo) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.15 N >999 240 M1120 1851148 TCDL 15.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.44 N -O >921 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.16 J n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 141 lb LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 1 Raw at midpt E -N, G-N REACTIONS (lb/size) B Max Horz B=-1 22(load case 6) Max UpMB=- 213poad case 5), J=- 213(load case 6) FORCES (b) - Maximum Compression/Maximum Tension TOP CHORD A -B =0153, B-C=- 3143/286, C- D=- 2818/259, D-E =- 2714/271, E -F =- 1993/221, F-G =- 1993/221, G-H =- 2714/271, 1-1-1- 2818/259, I-,1= 3143/286, J-K =0/53 BOT CHORD B-C=- 295/2695, N-0=- 186/2206, M- N=- 99/2206, L- M=- 99/2206, J- L=- 173/2695 WEBS C- 0=-3951130, E-0=45/523, E -N =- 763/171, F -N =- 108/1239, G -N =- 763/171, G-L =- 45/523, I -L =- 395/130 NOTES 1) Unbalanced roof Iva loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 nonooncurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard C. AN °r wns Z�504 r " IONA� EXPIRES: 01 -24 -06 March 25,2005 p/ANM�p . vm deetgn par .u. and READ NOTES ON THIS AND ftfMUDBD WTEK REIBRMCE PAGE MU-7473 BEFORE USE. 1"f reMOKK Lene lb Suite Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and Is for an Indivdual building component. Citrus Heights, CA, 9561 OUR Applicability of design paromenlers and proper incorporation of component is responsibility of build designer - not buss designer. Bracing shown k by Mani •nmrvl nr rnrlr.,Wunl ur.h mamlvvc nnM Aflrlilhnnl Ir+mrwnn, Mnrinn In ho vo dnWlihi urnn rnn,lrunlh�, k IM ro.rv.nai�961v nr IM 6.00 12 F I 8. 10-12_ _ 17-3-0 25-74 34 -6-0 8 -10-12 8.44 84-4 8.10 -12 Z W f3! �U UO Cl) Cl (0 111 J = F-- CO LL WO LL Q C �W Z 1r- 1i- O Z F-- W �5 VO O N. 0 WW I-- H LL O Z U N 1— _ O ~ Z 4A IV Mncv— O N M L 6xlu MllLu- 30 M1120= 3x8 M1120= 04 M1120= 30 M1120= '1N3Wfla0a 31-11130 AinviriD 3H1 Ol 3na SI ll 3011ON SIHl NVHJ NV - g - 13 SS3 SI 3VYVN=f SIHl NI 1Ngwooa 31-11 =11I :33IlON Symbols PLATE LOCATION AND ORIENTATION 3/4 *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in- sixteenths. Apply plates to both sides of truss and securely seat. 0 e -- * For 4 x 2 orientation, locate plates 0 -'N" from outside edge of truss. `This symbol indicates the required direction of slots in connector plates. `Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Numbering System 6-4-8 dimensions shown in ft -in- sixteenths 1 2 TOP CHORDS 0 a' O U CL O 3 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. CONNECTOR PLATE CODE APPROVALS Indicated by symbol shown and /or BOCA 96 -31, 95-43, 96 -20-1, 96 -67, 84 -32 by text in the bracing section of the output. Use T, I or 6iminator bracing ICBO 4922, 5243, 5363, 3907 if indicated. BEARING SBCCI 9667, 9730, 96048, 9511, 9432A Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. • Nil Industry Standards: MiTek' , National Design Specification for Metal Plate Connected Wood Truss Construction. 4DSB -89: Design Standard for Bracing. SCSI1: Building Component Safety Information, # Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll -7473 a6 ® General Safety Note: Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCS 2. Never exceed the design loading shown and neve stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 0 p 4. Cut members to bear tightly against each other. a- 5. Place plates on each face of truss at each O joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected frc the environment in accord with ANSI/TPI I. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable use with Fire retardant or preservative treated lumb 9. Camber is a non - structural consideration and is the responsibility of truss fabricator. General practice is camber for dead load deflection. 10. Plate type, size, orientation and location dimensior shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or puriins provided a spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spac or less, if no ceiling is installed, unless otherwise notE 14. Connections not shown are the responsibility of oth 15. Do not cut or alter truss member or plate without pt approval of a professional engineer. 16. Install and load vertically unless indicated otherwise 0 2004 MRek® 8 7 6 5 e { Lateral Rix Co" (CALCULATIONS AND SKETCHES)" for KAUR REVIEWED FOR 4413 S. 146 CODE COM PLIA Tukwila, WA 98168 MAY 19 2005 wAs, /�° w � Ci Of Tukwila BUILDING DIVISION 310M 10 0- ;n �� C:XPiREA O�r ITEM �..... .. �/ --- PAGE No 'S DESCRIPTION �`��� O✓ 1 4 Calcs 1 -23 Reference Drawings — DESIGN NORTHWEST See Structural Concepts Dwgs S1 -S4 Dated Mar 15, 2005 STRUCTURAL CONCEPTS Les M. Pettit, P. E. i j March 15, 2005 #2528 CITY OF T A MAR' 4 i(W5 PERMIT CENTER jbZ)j5m**095 , z w JU. UO Cl) 0 CO J � Co u,_ W O LL _. � = W z� �O. W W 2 5.. U ck O cn ,3 H WW LL 0!. tl! Z. U =; O Z of s , ' Fd a s I .I 9, s 3 STRUCTURAL CONCEPTS 801 Manzanita Way, Vancouver, WA PROJECT DESCRIPTION: Lateral Analysis This design is for lateral analysis for shear due to wind or earthquake as shown on the attached sketches calculations and referenced drawings ONLY at 4413 S. 146 Tukwila, WA 98168 This structure is described as DNE story, with composition roof. No elements not shown specifically in the attached calculations are covered by this design. This design does not cover any other walls, foundations or the structure except as shown on drawings referenced above and covered in the attached calculations. No verification of any element not shown in calculations or sketch's is intended. No dimensional and/or conflict checks are made on these drawings. These calculations and drawings reference drawings by DESIGN NORTHWEST. A digital copy of new drawings only is on file in the Engineers office. Trusses are designed by others. No truss engineering has been supplied to Structural Concepts. Following pages show general configuration of structure, any changes to this structure in the drawings submitted for permit must be approved by engineer. Foundations other than shear wall footings are designed by others. Slope of lot is not shown on design drawing -- no topo drawings provided.. Site visit has not been made therefore : Wind 110 three second gust exposure B - -- ASCE 7 -02 Seismic Design Category D2 zip 98168 Soil Bearing — 1500 psf assumed Frost Depth 12" Snow 25 psf - -- ground 30 NOTE: If during construction or plans review other issues need clarification or design the engineer shall be contacted. JOB # 2528 BY: L. PETTIT DATE: 03/15/05 FOR: KAUR PAGE Z �_- z �W �D JU UO � C0 J 1... CO W W O WQ �D = H O Z~ W U� :O N W H U u. O. .. Z W U =. 0 �— Z v f SCALE IX-IV - I - / 0 11 b q -4 V- A 4 SCALE IX-IV :NOTICE: IF THE * DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. - 7 - 1 T.// , .tom• .� �`}.Es �.. �r H K L A 1ST FLOOR 13M SF 2M! FLOOR 1376 SF NOTICE: IF THE DOCUMENT IN THIS FRAM OF THE CL D THIS NOTICE IT IS DUE TO THE QUALITY �f 00 7 11 WATER- HEATER aD .tom• .� �`}.Es �.. �r H K L A 1ST FLOOR 13M SF 2M! FLOOR 1376 SF NOTICE: IF THE DOCUMENT IN THIS FRAM OF THE CL D THIS NOTICE IT IS DUE TO THE QUALITY �f /2-cr LF NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. N1 I � I I /2-cr LF NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. N1 1 SCALE u NOTICE: IF THE DOCUMENT IN THIS FFRAM IS LESS THE CLEAR !H AN THIS NOTICE IT IS DUE TO THE QUALITY i i 2ND FRAMING PLAN SCALE 1/8"=l'-O" : NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ,z-,7 70 SCALE 1/8"=l'-O" NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. theta 36.9 9:12 MEAN ROOF height h 23 ft length 59 ft width 42 ft f 4 R {i ysy .yyl MR ENCLOSED ZONES HORIZONTAL VERTICAL OVERHANG WIND LOADING PER ASCE 7 -02 LMP 3/14/2005 MAIN WIND FORCE RESISTING SYSTEM METHOD 1 EXP GAMMA B C D MEAN ROOF HT ---- 15 1 1.21 1.47 - 20 1 1.29 1.55 25 1 1.35 1.61 30 1 1.4 1.66 35 1.05 1.45 1.7 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 BASIC ROOF WIND ANGLE SLOPE ANGLE 85 0 -5 10 15 4:12 18.43 20 5:12 22.6 25 25 6:12 26.6 1 30-45 30 1 30-45 30 c 7:12 30.25 theta 36.9 9:12 MEAN ROOF height h 23 ft length 59 ft width 42 ft f 4 R {i ysy .yyl MR ENCLOSED ZONES HORIZONTAL VERTICAL OVERHANG LEAST MINIMUM a a 2a 9.2 5.9 2.36 11.8 4.2 1.68 FT 8.4 3 FT 6 USE 8.5' AND 4.5' USE 10 PSF MIN LAT NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ---- - - - - -- ---------- ---------- ---------- ---------- LEAST MINIMUM a a 2a 9.2 5.9 2.36 11.8 4.2 1.68 FT 8.4 3 FT 6 USE 8.5' AND 4.5' USE 10 PSF MIN LAT NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. r NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR MENT THIS NOTICE IT 1S DUE TO THE QUALITY OF . --,� a 'THA NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. N T1 1 • ' WIND LOADS 14.4 475.2 rooflevel 35 10 350 s . A 33 3/14/2005 475.2 FLEXIBLE DIAPHRAGEM LOAD TO WALLS 10 350 K C D 117 10.4 1216.8 ' FIRST WALL 10 AREA WIND PSF FORCE 80 LINE 2842 FT2 PSF LB 0 R1 /R2 92 10.4 956.8 A 80 rooflevel 1152 j B 0 10 a; C A 28 14.4 403.2 `ry 10 B 32 10 320 1984 C. 48 10.4 499.2 '! D 78 10 780 ' ?: GARAGE FRONT TOTAL 2002.4 0 14.4 0 FIRST FIRST 0 10 0 A 75 14.4 A 96 14.4 1382.4 2808 B B 0 10 0 0 10 C 116 10.4 1206.4 0 D 0 10 0 a' 10 0 TOTAL 2588.8 2808 TOTAL 1080 4591.2 T1 33 14.4 475.2 rooflevel 35 10 350 s . A 33 14.4 475.2 B 35 10 350 K C D 117 10.4 1216.8 ' FIRST 80 10 800 A 80 TOTAL 2842 s 0 10 0 FIRST 92 10.4 956.8 A 80 14.4 1152 j B 0 10 0 C 80 10.4 832 D 0 10 0 TOTAL 1984 4826 R3 rooflevel A 33 14.4 475.2 B 35 10 350 C 39 10.4 405.6 D 78 10 780 A 0 TOTAL 2010.8 FIRST 40 14.4 576 A 80 14.4 1152 B 0 10 0 C 92 10.4 956.8 D 0 10 0 D 0 TOTAL 2108.8 D 0 10 4119.6 T3 rooflevel 33 33 14.4 475.2 30 35 10 350 117 39 10.4 405.6 D 78 10 780 A 0 TOTAL 2010.8 FIRST 40 14.4 576 A 33 14.4 475.2 B 30 10 300 C 120 10.4 1248 D 0 10 0 D 0 TOTAL 2023.2 D 0 10 4034 T2 TV rooflevel FIRST A 0 14.4 0 A 40 14.4 576 B 0 10 0 B 0 10 0 C 0 10.4 0 C 80 10.4 832 D 0 10 0 D 0 10 0 TOTAL 0 TOTAL 1408 6234 FIRST GARAGE FRONT A 0 14.4 0 FIRST B 0 10 0 A 75 14.4 1080 C 270 10.4 2808 B 0 10 0 D 0 10 0 C 0 10.4 0 TOTAL 2808 D 0 10 0 2808 TOTAL 1080 1080 Z �_-- Z UO � D U W. J = H N U. WO J. LL j. S2 CY LU Z� I- O Z I- 5 O N. W W' 2 �U LL ~O: llJ Z U N, O Z z Z UJI D 0 _3 0 , 0" UJ J D tL w 12 �, . I 9-5 U- < CO) D. I Z 0 z t-- LLJ LLj D 0 0, :0 .0 W W X LL O I Z. H z KAUR Date and Time: 3/14/2005 10:12:54 AM MCE Parameters - Conterminous 48 States Zip Code - 98168 Central Latitude 47.488839 Central Longitude = -122.29991 MCE MAP VALUES Short Period Map Value - Ss = 140.6% g 1.0 sec Period Map Value - S1 = 48.5% g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 140.6% g Soil Factor for Site Class D - Fa = 1.00 Residential Site Value = 2/3 x Fa x Ss = 93.7% g Residential Seismic Design Category = D2 z Z UJI D 0 _3 0 , 0" UJ J D tL w 12 �, . I 9-5 U- < CO) D. I Z 0 z t-- LLJ LLj D 0 0, :0 .0 W W X LL O I Z. H z a SEISMICRESIDENTIAL EQUIVALENT LATERAL FORCE PROCEDURE KAUR 3/14/2005 TABLE SEISMIC USE GROUP 1 9.1.3 1 1 9.1A. Ss 140.6 MCE MAP VALUES S1 48.5 SOIL STIFF SOIL 'SITE CLASS D 9.4.1.2 Fa 1 9.4.1.2.4a MCE Fv 1.7 9.4.1.2.4b TABLE PAGE 130 SMS 140.6 9.4.1.2.4 -1 SM1 82.45 9.4.1.2.4 -2 SDS 93.73333 9.4.1.2.5 -1 RESIDENTIAL SD1 54.96667 R ill= IBC 9.5.2.2 TABLE PLYWOOD SHEAR WALLS P 133 SEISMIC DESIGN CATEGORY D1 9.4.2.1a TABLE Cs 0.144205 V = 0.1442051 W 9.5.5.2.1 -1 SEISMIC Ct 0.02 all others 9.5.5.3.2 x 0.75 9.5.5.3.2 R 6.5 9.5.2.2 hn 23 MID POINT OF ROOF bearing wall N 2 STORIES APPROX . T 0.210052 9.5.5.3.2 -1 Ta 0.2 APPROXIMATE T <0.7 Ft = 0 Cs 0.402587 9.5.5.2.1 -2 ALTERNATIVE V= 0.144 * W 9.5.5.2 -1 BASE SHEAR EQUIVALENT LATERAL V= 1.250 * 0.144205128 = 0.180266 9.5.4.1 SIMPLIFIED ANALYSIS LOAD SOURCE AND CALCULATIONS Roof AREA wUsgft wt 2604 2370 20 47400 ' EXT wall Length ht Area w /sgft wt trib to roof 168 4.25 714 12 8568 Int. Wall trib to roof 120 4.25 510 8 4080 ROOFLEVEL Weight total sf 25.336709 FLOOR AREA wt/sqft wt 1670 12 20040 Ext Wall Length ht Area w /sgft wt trib to FLOOR 175 9 1575 12 18900 Int. Wall t0b to floor 115 9 1035 8 8280 DECK AREA wUsgft wt 0 40 0 USE Z- Z i� Z Q W W� L) 0, N 0' W= CO L W O N d F W Z F.. F- O Z 1-- U O� O F-: W W` F H tL -O .• Z W L) O Z FLOORLEVEL Weight total psf 28.275449 USE V= 0.180 " W = 19335.745 TOTAL WEIGHT 107268 LEVEL wx hx wx'hx wx' hx / Fpx N -S FpX N -S FpX E -W FpX E -W sum (wi "hi) wx wx lb ft lb-ft % lb lb ROOF 60048 23 1381104 0.754827856 14595.159 0.243058 FLOOR 47220 9.5 448590 0.245172144 4740.586 0.100394 SUM 107268 1829694 100.00% 19335.745 0.180256 ROOF AREA FORCE PSF 2370 14595.16 6.1582948 FLOOR 1670 4740.5B6 2.8386742 00 G Z QQ ,H Z! WD. J U U O; CO (0 LILI J = h- N LL ' 1 0 . J LL Q �W Z F- a z UJ Do o Co o � W W L L W Z. U =: O ~. Z T1 KAUR I 3/14/2005 T2 ROOF i -; COMPARISON OF WIND AND SEISMIC ROOF FLOOR TV ROOF GARAGE WIND 2808 SEISMIC SEISMIC 857.1429 2808 857.1429 2011 0.714286 7297.5 GRID 3240 LOAD 1200 857.1429 5251 - >t 6069.643 1410 14595 854 — 640 ---- 1080 R1 /R2 ROOF 2002 14595 7297.5 5212.5 `5 FLOOR 2588 2371 1185.5 846.7857 4590 6059.286 a: R3 ROOF 2011 14595 7297.5 5212.5 FLOOR 2110 2371 1185.5 846.7857 4121 6059.286 ht R4 4741 2370.5 1693.214 T1 ROOF I FLOOR T2 ROOF i FLOOR T3 ROOF FLOOR TV ROOF GARAGE 0 2842 14595 7297.5 5212.5 1984 4741 2370.5 1693.214 4826 6905.714 0 14595 0 0 2808 2400 1200 857.1429 2808 857.1429 2011 14595 7297.5 5212.5 3240 2400 1200 857.1429 5251 6069.643 1410 14595 854 — 640 ---- 1080 14595 915 —663o67-14— 14-- z Q � 2 JU UO N J = N LL. W OE U. = CY �w z� �- O z F- w LLJ D O N. w LL 0 —O ul z. 2 = O f— z I LATERAL ANALYSIS RESIDENTIAL ORIGINAL Today 3/14/05. Client KAUR JOB DESCRIPTION RESIDENTIAL LATERAL Location: TUKWILA WASHINGTON See Structural Drawings For Locations of Wall Panels and Detailing Panel Type: CDX Plywood or Equivalent rated OSB WALL FLOOR Roof Level LENGTH ROOF/ WALL PANELS WALL OVER FWIDTH FLOOR WALL DESIG SHEAR THIS WA SHEAR PANEL HT TURNIN LOAD LOAD LBS FT PLF LENGTH FT FT -LBS PSF PLF R1 1R2 U 5213 18 11 289.6111 3 8 6950.67 3 5 64 R2 -L 847 6060 16 378.75 2 9 6817.5 3 10 64 R3 U 5213 31 168.1613 6 8 8071.74 3 5 64 R3-L 847 6060 22 275.4545 2.5 9 6197.73 3 10 64 R4 -L 1694 1694 16.5 102.6667 16.5 9 15246 3 10 64 T1U 5213 30 173.7667 30 8 41704 3 5 64 T1 -L 1693 6906 25 276.24 5 9 12430.8 3 10 64 PERFORATED SEE BELOW T2U 0 17 0 3 8 0 3 5 64 T2 -1- 2808 2808 18 156 18 9 25272 3 10 64 T3U 5213 19 274.3684 19 8 41704 3 5 64 T3 -L 900 6113 19 321.7368 19 9 55017 3 10 64 TV 1410 1410.00 8 176.25 1 9 1586.25 3 5 64 GAR 1080 1080.00 6 180 2 9 3240 3 5 64 RESIST TENSION TURNING FT-LBS 355.5 2198.39 2198.39 B /2C 188 3314.75 5513.14/6 v/ 1422 1108.29 1108.29 A/2C 293.75 2361.59 3469.88 B/4 12795.8 148.5 148.5 A14 35550 205.133 205.133 A/2C 1175 2251.16 2456.296/4 355.5 -118.5 -118.5 15228 558 439.5 A14 14259.5 1444.45 1444.45 B /2C 16967 2002.63 3447.08 13/4 39.5 1546.75 1546.75 158 1541 1541 C/4 PERFORATED WALL Max ht from table Total LENGTH Percent win /door Wall door/wall% Ttop T1 V LENGTH full ht pa b/L height Co v T Ttotal 6906 30.5 25.5 0.836066 6 9 0.66667 0.83 326.293 2936.64 205 3141.64 614 uplift uniform = 326.293 PLF anchors at 4' V Page 1 D L # Z C" 1. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. "1 i� l� y Sheetl LATERAL ANALYSIS RESIDENTIAL ORIGINAL Today 3/14/05. Client KAUR JOB DESCRIPTION RESIDENTIAL LATERAL Location: TUKWILA WASHINGTON See Structural Drawings For Locations of Wall Panels and Detailing Panel Type: CDX Plywood or Equivalent rated OSB WALL FLOOR Roof Level LENGTH ROOF/ WALL PANELS WALL OVER FWIDTH FLOOR WALL DESIG SHEAR THIS WA SHEAR PANEL HT TURNIN LOAD LOAD LBS FT PLF LENGTH FT FT -LBS PSF PLF R1 1R2 U 5213 18 11 289.6111 3 8 6950.67 3 5 64 R2 -L 847 6060 16 378.75 2 9 6817.5 3 10 64 R3 U 5213 31 168.1613 6 8 8071.74 3 5 64 R3-L 847 6060 22 275.4545 2.5 9 6197.73 3 10 64 R4 -L 1694 1694 16.5 102.6667 16.5 9 15246 3 10 64 T1U 5213 30 173.7667 30 8 41704 3 5 64 T1 -L 1693 6906 25 276.24 5 9 12430.8 3 10 64 PERFORATED SEE BELOW T2U 0 17 0 3 8 0 3 5 64 T2 -1- 2808 2808 18 156 18 9 25272 3 10 64 T3U 5213 19 274.3684 19 8 41704 3 5 64 T3 -L 900 6113 19 321.7368 19 9 55017 3 10 64 TV 1410 1410.00 8 176.25 1 9 1586.25 3 5 64 GAR 1080 1080.00 6 180 2 9 3240 3 5 64 RESIST TENSION TURNING FT-LBS 355.5 2198.39 2198.39 B /2C 188 3314.75 5513.14/6 v/ 1422 1108.29 1108.29 A/2C 293.75 2361.59 3469.88 B/4 12795.8 148.5 148.5 A14 35550 205.133 205.133 A/2C 1175 2251.16 2456.296/4 355.5 -118.5 -118.5 15228 558 439.5 A14 14259.5 1444.45 1444.45 B /2C 16967 2002.63 3447.08 13/4 39.5 1546.75 1546.75 158 1541 1541 C/4 PERFORATED WALL Max ht from table Total LENGTH Percent win /door Wall door/wall% Ttop T1 V LENGTH full ht pa b/L height Co v T Ttotal 6906 30.5 25.5 0.836066 6 9 0.66667 0.83 326.293 2936.64 205 3141.64 614 uplift uniform = 326.293 PLF anchors at 4' V Page 1 D L # Z C" 1. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. "1 i� l� EDGE & SILL DBL SD DBL-SD STRUCTURAL 1 PLYWOOD 4 4 3.5 3 4 3 3 B C D E F G E 349 380 435 490 760 980 550. 2X 4X 4X 4X 4X 4X 4X Nail 8d AT 6 A 260 2X 10A HD10A TIZAt 11-` 4 5 � �• Page 1 4X 9430 10 HDC10 NO SILL 9665 7/8 DIA 11 HHDQ11 11445 1" DIA 14 HHDQ14 14700 1" DIA NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.- 3CMST12X10' 84X 9235 HDQ8 -SDS3 SSTB28 W/ 16" GAP 8325 10100 100 -16D &AX W/ 16" GAP 10D at 1.75" o.c. PHD6 SSTB28 2 CMST 14 X 8' 6490 5860 10100 2A CMST 14 X 7' 5290 2B CMST 14 X 6' 4090 5 4X E..� CMST 14 X 5' 2890 PHD5 SSTB24 2D MST 14 X 4' 1690 4685 5175 �E; NISTC6663 4440 2F MSTC48133 3930 W/ 16" GAP 8d at 2" o.c. 1 CS16 X 6' 1563 -: 4 PHD2• SSTB16 1A CS16 X 5' 1200 DBL2X 1B CS16 X 6' 840 3610 4420 TIZAt 11-` 4 5 � �• Page 1 4X 9430 10 HDC10 NO SILL 9665 7/8 DIA 11 HHDQ11 11445 1" DIA 14 HHDQ14 14700 1" DIA NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.- NOTICE: IF THE DOCUMENT IN THIS FRAME IS F THE CLEAR - NTA N. THIS NOTICE IT IS DUE TO THE QUALITY O PROVIDE 4X BLO( AND CMST S STRAP 2' -0" Mil BEAM AND 2' -0' ON DBL TOP f C4i NOTICE: IF THE DOCUMENT HE QUALITY OF THE DOCU THIS NOTICE IT IS DUE TO MapQuest: Maps j V a A Send _ Back to Map 4413 S 146th St Tukwila WA 98168-4444 US .................................... ......... I ............................................ Page 1 of I iffl J FNAVTEO 133MEW11-.r.igL resgryRd,-Vs.e...S-LlbjeCt to I Map Legend This map is Informational only, No representation is made or warranty given as to its content. User assumes all risk of use. MapQuest and its suppliers assume no responsibility for any loss or delay resulting from such use. litip://NvNvw.iiiapqLleSt.cotii/iiiaps/pi 3/14/2005 r. 'AM Z W 2 D C.)0 Cf) 0 U) W W U_ W 2� 9 _j U_ < Co D W Z 1— 0 z V.- UJI UJ CO 0 Dl__ WW H C. ) U_ Z CO 0 z ,.I COMPANY PROJECT W STRUCTURAL CONCEPTS � Mar. 15, 2005 08:52:37 Design Check Calculation Sheet Sizer 2004 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? D Dead Full UDL 390.0 No S Snow Full UDL 925.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : w v 4�' �;inl�','r :.. "` `'F ,.. t , `'�;,G•.p,i.,�• ,�� . r ,�w :qti �!' ^'s:" Rr; t:t >'t$ +' ( +�'�: ';-•;,,,ya: .�„ +;' ^.,,•�- •,�; M ,,..:: r .r -. ..;•, d *'m Y`ij,)a >i' i r 1r� lu �: ;�•Z t' Y. S)�4�'''C'•7 3 Dead 1322 1322 Live 1599 1599 Total 2915 2915 Bearing: LC number 2 2 Len 1.0 1.0 �t '�,.� t V l + 1 1• �'''f { 4 , .. F lR, • • $ `F •`Y` �+•tS' R��r.�a '`�. � , �� S �+ y � ;,r;�y �. �. y + tr a1'. a ,..; a k r�l"' .a: -�i�rr +�, .r� = �t�,' t •t. ^ ' , ,7'd'i. �((N��`- y Yr •• f`; �. xz��i ';•7�'u'i}2y�+.1.�"w�y%'r.;��+ 3�.�t, �uayr�y.�t s ,. ''4(: �'Si;T "��'•` f` i � �'�`•'" '�:fi N"y" ,{'fir S ^I`tl '.r��:�'a �t'�y�x'a:�; � i'T� y ..xwe' 1: F i:�''r f .-i7" ,:t. v . n �. � ':S�.,�r..•M' L .�a' Y ' rrh; », > 'F • l, 'S •� i. 71F. n�:ei'w �«,�. � t ''t Y,u�. : .A .t' , 7• 4i t' ^:G . T� ,i 'y1:� �' �'..Fz',��: �`.1 � %' e1tx.X.e:t ,u.:;�s�l�'. � °''. ,�+� :�...,.z h•. c...e. .:y�';. � :lr:'.���. �gg, ,r .ray t3 �.�' � H".�r ,.;��:4'!`:. �r:.N; ' +� ? °r"a: a�•S, "�9�:'b�;' �.',� �^ ('� ,:.. �., "r4�r "'•%.cxa;.'�n.d�a.�, ,'rr.. ;�,�,, t Y+.•, .a a..�'.. ��''�'�. u _'�';." .�.. N. ..ti�. 3 r,'Ij•, �?;'n `.+ h.J!";, �a ;:X +- �ir i?n. "ivA?�^aaMy„r �?t: � Timber -soft, D.Fir -L, No.2, 6x10" Self Weight of 12.41 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion Anal Value Desi Value Anal Shear fv = 66 Fv' = 195 fv /Fv' = 0.34 Bending( +) fb = 793 Fb' = 1006 fb /Fb' = 0.79 Live Aefl'n 0.06 = <L/999 0.25 = L/360 0.24 Total Defl'n 0.13 = L/677 0.38 = L/240 0.35 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 5466 lbs -ft Shear : LC# 2 = D +S, V = 2915, V design = 2300 lbs Deflection: LC# 2 = D +S EI= 510.84e06 lb -in2 Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. z to 0 C0 W ~w Q � Q JU 0 (n LL W 0 LL LL = W Z� F- O Z I- W W U� O N. O f- W H� LL O ..Z W U= O Z LL LL = W Z� F- O Z I- W W U� O N. O f- W H� LL O ..Z W U= O Z COMPANY PROJECT © STRUCTURAL CONCEPTS Wood Works Mar. 15, 2005 08 :52:17 G waw.ur ron woon nuirev Design Check Calculation Sheet Sizer 2004 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Pattern Start End Start End Load? D Dead Full UDL 340.0 No S Snow Full UDL 425.0 No MAXIMUM REACTIONS Qbs) and BEARING LENGTHS (in): +S+YF�4k, n �' Ly- a,�• *.. �o } - ' .:� . f ,y.��, ;k t °" ^FE`ta':c.E. t " ,�,• �?!� �tE Haan ' Y 'tr� ` A -fe ; W uu;tf +f�V Ktt�2' S l}H!:� 4'irl F 'NI• -��?. E. �1.�ny. k1. .i!, .;�, 1 vl.. a y a, ♦£• it,1. >e`1.!`. .i '�Y w+!�n4. ' r:�e- ° 'i7Li:5j4.:.E "F y .Ss��f�� } t�.�. .i;:a�• f:`'� ri+ ' P -;i ' � 2c r: -' ti? ' ` �:1 NS+{,' �: ` Sr'^ S"� �` � � ^'� ` } '� � - : ..FS 4 . �' .�.}, .L � '!'.: �, r :.1 L1" '. ��� • , '�'1. 5};'�Ytt.tt E. j�,F. � T�A{ :.tr ���,....i�i.,.'.�i � ,��'.;4 >� � 3'4��. '� 4�5, �� � �.�;.. ..i:A:;•.,.w,..:T- ...•t. ���� t "� 5r )I�!� }� 1',' 1F. n..- i.. �: �. i, �: ral�ii.: f,, {.t.�.,.'}�i.8t.,,,t:.:..,..,i ..�'x.e.i��i�..c.f.P..i7; a ,,.r.`kf,:�;'';u,�,?.. ^• Fr .w.'.;'.•.fli.�a�e::;t:'.,..,Y 7 Dead 962 962 Live 1169 1169 Total 2131 2131 Bearing: LC number 2 2 Len 1.0 1.0 Timber -soft, D.Fir -L, No.2, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion - Anal y sis Value Desi Value Anal Shear fv = 60 Fv' = 195 fv /Fv' = 0.31 Bending( +) fb = 682 Fb' = 862 fb /Fb' = 0.79 Live Defl'n 0.03 = <L/999 0.18 = L/360 0.19 Total Defl'n 0.08 = L/848 0.28 L/240 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 750 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 2930 lbs -ft Shear : LC# 2 = D +S, V = 2131, V design = 1646 lbs Deflection: LC# 2 = D +S EI= 251.36e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I'= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. nx,�hw�p,; .x.naF••, 1 �4 Z !~ W JU 0 cf) CO CO Ll. W O G = W Z f.. i-- O Z t- U� O N D H W Lll (~ H �O ..Z W U= O Z i I i COMPANY PROJECT 12) ® STRUCTURAL CONCEPTS Wood Works Mar. 15, 2005 08:56:30 Design Check Calculation Sheet Sizer 2004 LOADS ( tbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? D Dead Full UDL 120.0 No L Live Full UDL 980.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Y� a�i�t•'i LI�"�''y�F j .}. ^a�ry ..y"r e � � � +, 3t eiy� �t��'"�". � r � fi' a xN� did r..�.,' ro 4rn� i`�'�r- .;yyF.z "10;� � •, �' ?:� § .; + "r 1 ti�'`.� ;hr: s'�,�it. i� �`,jl� `� ,- ` � 'S �cC"` i�:�`: *`' y y ��' 7 ,} .YAn. �.1'y�� ". .�5 w,�.7��u ��'.. 's��: /�E N}:•!Y ...m S..r� �,'1iTgr;•'lit.. �y�}..�e'fr' ij' I. :'..?w .D. •' r' kx{pr ,.»,. ,. i .� �.., `��.:. {' -^i�•l ,k),„ � }} �o ,, �i` y +'' ]. 7' - : GB.a• �rz x M :X� t::. � 4� - :ar:'�., ��` " r . Q . � .CG... i'.':�YRc.:.4�':7 .a° ��<.�',. t^.:+. 4 • <•.�r,..'�: ; t tu'9 tia'�Yrh�l�. } ^�T��£:t'�:.F.c�,i�ra�'�.'. .i�`i'��.7°y!r:,'�'t- '�'i,.n a��;-�:i'[A?r' .ttil 1 ilk: -•'k. ^5 -e„ Dead 997 497 Timber -soft, D.Fir -L, No.2, 6x10" Self Weight of 12.41 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 4306 lbs -ft Shear : LC# 2 = D +L, V = 2297, V design = 1812 lbs Deflection: LC# 2 = D +L EI= 510.84e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Live 1800 1800 Total 2297 2297 Bearing: LC number 2 2 Len Criterion Anal Value Desi Value Anal Shear fv = 52 Fv' = 170 fv /Fv' = 0.31 Bending( +) fb = 625 Fb' = 875 fb /Fb' = 0.71 Live Defl'n 0.07 = <L/999 0.25 = L/360 0.27 1.0 L/951 1.0 Criterion Anal Value Desi Value Anal Shear fv = 52 Fv' = 170 fv /Fv' = 0.31 Bending( +) fb = 625 Fb' = 875 fb /Fb' = 0.71 Live Defl'n 0.07 = <L/999 0.25 = L/360 0.27 Total Defl'n 0.09 = L/951 0.38 = L/240 0.25 z � W ,J U U0 N J = W LL W0 �. W Z F t- O Z F- �p O N W � O W Z co O z Fj j i i t Job Truss Truss Type Qty Ply 00 QE03354 CJ01 ROOF TRUSS 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:40 2005 Page 1 - 2.0.11 4.5.11 10.8 -0 13 -3.1 i 2.0 -11 4.5 -11 6.2.5 2 -7.1 E scsk - tv. 0 4.24 12 ct C e A , 13 -3 -1 13.3 -1 Plate Offsets MY): : B:0 -2 -8 Ede LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.04 C -D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.07 C -D >988 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb /size) B= 332/0 -8 -8, C= 42710 -1 -8, D= 466 /Mechanical Max Horz B= 167(load case 3) Max UpliftB=- 69(load case 3), C=- 100(load case 3), D=- 175(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 129/65, C- D=- 83/85, D- E = -71/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) B 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 at joint(s) C. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 ib uplift at joint B, 100 lb uplift at joint C and 175 lb uplift at joint D. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 8) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard REVIEWED FOR RECEIVED CODE COMPLIANCE CITY OF TUKWILA A000MIFID MAR 2 4 ' /.W5 MAY 19 2005 PERMIT CENTER i Of kwila BUILDING DIVISION i , Z ',A Z Q W WD 10 UO J = H M W WO 5— �. VJ J �W Z� I- O Z F— W 2 � U a 0— , 0 i—. W UJ �— IUD^ LL O . Z' W U= O I— Z F� I N A _r. } Job Truss Truss Type Qty Ply 00 dE03354 CJ02 ROOF TRUSS 2 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:50:41 2005 Page 1 - 2.0.11 - -T 4.3.11 7.10.0 2 -0 -11 4.3.11 3.6 -5 c sew.+:is. c B v A 7 -10 -0 7 -10.0 Plate Offsets X Y : B:0 -2 -8 Ed e LOADING (pso SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRiP TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.01 B -C >999 240 M1120 220/195 TCDL 15.0 Lumber Increase 1.15 BC 0.00 Vert(TL) 0.02 B -C >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003iTP12002 (Matrix) Weight: 20 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puriins. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb /size) B= 24910 -8 -8, C= 542/0 -1 -8 Max Horz B= 118(load case 3) Max UpliftB=- 41 (load case 3), C=- 210(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B =0/53, B- C=- 92/85, C- D = -96/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Bearing at joint(s) B considers parallel to grain value using ANSIITPI 1 angle'to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint B and 210 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z Z. W. U. 0 NO W= J f... CO LL 111 L 9 :3 N �. W Z F.- H O. W I— L 5 U� .O N 0 Ir— WW LL O W U= O ~, Z ��+�'.�- � „:..tt..✓'.>t- a:.::.t; ...- tt.::.au4.' .t.:.. �t�.:Rl«cr:::.si.�uw, 'c.:+t.iN. i. ;t r ✓,1 `S . �3 't c 'i z 1 Job Truss Truss Type Qty Ply 00 OE03354 CJ03 ROOF TRUSS 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:412005 Page 1 F - - 2.0.11 11.3.0 — _ _, 16.2.12 20 -2.12 24.2.12 W o 2.0.11 11 -3.0 4 -11.12 4.0.0 4.0 -0 u 0A-4 F E 0 C 4.z4F3 B A 24-4.0 24-4.0 Plate Offsets X B:0 -3 -10 Ed e LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.35 B -D >394 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.66 B -D >207 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 G n/a n/a BCDL 10.0 Code IRC2003frP12002 (Matrix) Weight: 47 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb /size) B= 580/0 -8 -8, D= 792/0 -1 -8, E= 195/0 -5 -8, F= 395/0 -5 -8, G= 14910 -5 -8 Max Horz B= 266(load case 3) Max UpliftB=- 98(load case 3), D=- 216(load case 3), E=- 60(load case 3), F=- 110(load case 3), G=- 47(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 214/0, C -D =- 198/214, D -E =- 109/12, E -F =- 74/66, F -G =- 66/30, G -H= -910 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Bearing at joints) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint B, 216 lb uplift at joint D, 60 lb uplift at joint E, 110 lb uplift at joint F and 47 lb uplift at joint G. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, E, F, G. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP11. LOAD CASE(S) Standard Z IH i U . IX C W C= 30 0 O (n o . J H Co IL WO }} J. J I , l ^ _ F LU Z I-- O Z 1-- U� co , O O F-- WW H LL O iJJ Z H = O Z { i Job Truss Truss Type Qty Ply 00 QE03354 CJ04 ROOF TRUSS 3 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:50:42 2005 Page 1 •2�0 11 11 -3.0 16.2.12 20.2 -12 24.2.12 24n1 r 2.0.11 11 -3.0 .4 -11 -12 4.0 -0 4.0.0 u 0+1.4 J �GN • 1: /6.q . F I I I E D c 4,24 rrf B -- — 24-4 -0 - 1— 24-4.0 Plate Offsets X Y : B:0 -3 -10 Ed e LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.35 B -D >394 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.66 B -D >207 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 G n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 471b LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied, BOT CHORD Rigid ceiling directly applied. REACTIONS (lb /size) B= 581/0 -8 -8, D= 792/0 -1 -8, E= 195/0 -5 -8, F= 395/0 -5 -8, G= 14910 -5 -8 Max Horz B= 266(load case 3) Max UpliftB=- 98 (load case 3), D=- 216(load case 3), E=- 60(load case 3), F=- 110(load case 3), G=- 47(load case 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 214/0, C -D =- 198/214, D -E =- 109/12, E -F =- 74/66, F -G =- 66/30, G- H = -9/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33, 2) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Bearing at joint(s) B considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint B, 216 lb uplift at joint D, 60 Ib uplift at joint E, 110 lb uplift'at joint F and 47 lb uplift at joint G. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, E, F, G. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z L Z r '~ W JU UO to 0 W= t0 LL- WO Q. CO Z O W Z 1- O Z I--. 25 U0 O � 0 Ir- =U F- I•= u' O --Z W ID O ~. Z Job -- Truss Truss Type Qty Ply 00 t' OE03354 CJ05 ROOF TRUSS 2 1 Job Reference optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:42 2005 Page 1 I •2.0.11 B -6.9 12.2.12 16 2.0.11 8.6.9 3.8 -3 0.6 -10 �eiN • 1:2e, D c 4.24 u 9 4 a A 12 -9.6 12-9.6 Plate Offsets X Y : B:0-3 -10 =-d ge LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates increase 1.15 TC 0.53 Vert(LL) -0.10 B -C >988 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.20 B -C >520 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003(fP12002 (Matrix) Weight: 29 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E ' TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb /size) B= 486/0 -8 -8, C= 574/0 -1 -8, D= 127/0.5 -8 Max Horz B= 155(load case 3) Max UpliftB=- 111(load case 3), C=- 156(load case 3), D=- 48(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 109/119, C -D =- 72/21, D- E = -21/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint B, 156 lb uplift at joint C and 48 lb uplift at joint D. l5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard t � Z ,F— W . �U UO NO W= I I. to LL WO N_ Q to ry i V �W Z F-- 1-- O Z 1•^ UJ 5 : U� �O co � H WW 11. O W Z co H � Z .1; r.; f, 1 i I z� s i i i t.. 0 QE03354 GE01 BMC WEST, Tacoma WA A GABLE 11 I 1 6.100 s Sep 1 LOADING (psf) SPACING 2-0 -0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.19 TCDL 15.0 Lumber Increase 1.15 BC 0.05 BCLL 0.0 Rep Stress Incr NO WB 0.03 BCDL 10.0 Code IRC2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud REACTIONS (lb /size) F= 71/4 -6 -0, B= 276/4 -6 -0, G= 205/4 -6 -0 Max Horz B=71 (load case 4) Max UpliftF=- 16(load case 4), B=- 68(load case 5), G=-21 (load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B =0151, B -C =- 65/32, C -D =- 35/16, D -E =- 16/19, E -F= -11/7 BOT CHORD B -G =- 13/15, F- G= -13/15 WEBS C -G =- 149/38, D- F= -57/24 fifE DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.00 A n/r 120 M1120 185/148 Vert(TL) -0.01 A n/r 90 Horz(TL) 0.00 F n/a n/a Weight: 19 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4 -6 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3:Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 MiTek "Standard Gable End Detail" 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1 -4 -0 oc. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint F, 68 lb uplift at joint B and 21 lb uplift at joint G. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard sow. - IM Z 11� '~ W . C . UO LLI U W = H W LL, W o 9-j IL = a. W. � Z I- W 11 11 1 �O U O � W W H � �O W CO) H �. o Z 1 -6.0 4.6.0 e Job ' Truss Truss Type Qty Ply 0 0 QE03354 GR01 CAL. HIP 1 3 J ob Re ference o ptional) BMC WEST, Tacoma WA 6100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:50:43 2005 Page 1 2.0 -12 26.43.1.7, 7.7 -4 { 11.7 -9 15.8 -9 16 -2 -12 18.10 -0 ; 1 2.0.12 0.5.80 -7.3 4.5.13 4.0.5 4 -1.0 0 -6.3 2.7.4 Sege • 1:30. 5.00(13 g K L 0 O A F My W M N J O P 0 R I S H T u 0 V 2-0.12 2 -6-4 7 -7-4 11.7 -9 _ 16.2.12 18.10 -0 2-0 -12 0.5 =8 5 -1.0 4 -0 -5 4.7 -3 2.7 -4 Plate Offsets X Y: [A:0-5-13,0.2-121, [B:0-5-3,0-2-81, [C:0-3-8,0-1-81, [F:0-5-1,0-2-4], G:0 -3 -8 0 -3 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.44 H -1 >506 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -1.05 H -1 >209 180 M1118H 151/147 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.18 F n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 322 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E "Except` TOP CHORD Structural wood sheathing directly applied or 4 -6 -8 oc purlins. T2 2 X 6 DF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 6 LSL Truss Grade WEBS 2 X 4 HF Stud *Except* W5 2 X 6 HF No.2, W3 2 X 4 HF 165OF 1.5E W4 2 X 4 HF 165OF 1.5E WEDGE Left: 2 X 6 HF No.2, Right: 2 X 4 HF Stud REACTIONS (lb /size) A= 8904/0 -5 -8, F= 8355/0 -5 -8 Max Horz A= 14(load case 5) Max UpliftA=- 1010(load case 3), F=- 858(load case 3) Max GravA= 9043(load case 7), F= 8355(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =- 21158/2412, B -K =- 17758/2050, K -L =- 17758/2050, C -L =- 1775812050, C -D =- 3250413768, D -E =- 16378/1743, E -F =- 19021/2006 BOT CHORD A -M =- 2181/19228, M -N =- 2181/19228, J -N =- 2181/19228, J -0 =- 3749/32504, O -P =- 3749/32504, P -Q =- 3749/32504, Q -R =- 3749/32504, I -R =- 3749/32504, I -S =- 3425/30890, H -S =- 3425/30890, H -T =- 3425/30890, T -U =- 3425/30890, G -U =- 3425/30890, G- V=- 1814/17273, F -V =- 1814/17273 WEBS B -J =- 782/7641, C -J =- 15131/1763, C -I =- 253/3181, D -I =- 345/1681, D -H =- 298/3237, D -G =- 14985/1755, E -G =- 734/7288 NOTES 1) 3 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 6 - 2 rows at 0.9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -4 -0 oc. Webs connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc, 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1010 lb uplift at joint A and 858 lb uplift at joint F. 10) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Con tinued on page 2 Z Imo. — W W JU UO O J = F-' CQ IL W O . IL Q to = a F W Z� 1— O W ~ W U O� 0 l— Ww 1-- FU-- — U. O Z W CO) O Z •k .�#.7M�YYPYh .x•39" �a �..,.::...,_�__. T I i Job Truss Truss Type Qty Ply 0 0 8E03354 ' GR01 CAL. HIP 1 3 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:50:43 2005 Page 2 NOTES 11) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3971b down and 931b up at 2 -9.0, 701b down and 221b up at 4 -0-12, and 1501b down and 501b up at 6 -0 -12, and 2991b down and 941b up at 7 -7 -4 on top chord, and 16841b down and 1671b up at 1 -5 -4, 181b down at 2 -0 -12, 16841b down and 1671b up at 3 -5-4, 181b down at 4.0 -12, 16841b down and 1671b up at 5- 5- 4,181b down at 6 -0-12, 16841b down and 167Ib up at 7 -5 -4, 991b down and 321b up at 7 -7-4, 15811b down and 161 lb up at 9.5 -4, 1581 lb down and 1611b up at 11.5 -4, 15621b down and 1521b up at 13 -5 -4, and 15611b down and 141 lb up at 15 -5 -4, and 15601b down and 1291b up at 17 -5 -4 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A- B = -80, B- E = -80, E- F = -80, A -F = -20 Concentrated Loads (lb) Vert: B=- 347(F) C =- 249(8)1=- 1783(F= -1684, B = -99) H =- 1581(F) K= -20(B) L =- 100(8) M=- 1684(F) N = -9(B) O=- 1684(F) P = -9(B) Q=- 1684(F) R = -9(B) S=- 1581(F) T=- 1562(F) U=- 1561(F) V =- 1560(F) Z if W ` � W� JU 0 0 . CO 0 W = H CO N_ W O. LL Q d = W Z � Z O. W 5 Ua O N. � tr = U � ..z U co, O Z Job • Truss Truss Type Qty Ply 00 OE03354 GRO2 CAL. HIP 1 1 Job Reference (optional BMC WEST, Tacoma WA 6,100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:44 2005 Page 1 1 2.6 -12 2.10.16 5 -7.0 1 8.3.1 8 -74 9 -1.4 11.2.0 , _ 12.8 -0 , f 2.6 -12 0.4.3 2.8.1 2 -8.1 0.4.3 0.6.0 2.0 -12 1.6 -0 6eW - 1:201 D M C N D 6.00 12 E F� Li F : A I� 0 O K P J 0 1 N 1-4.8 2-6 -12 5.7 -0 8 -7-4 9.1-4 , 11.2-0 1.4.8 1.24 3 -0.4 3.04 0 -6.0 2.0 -12 Plate Offsets (X ,Y A:0 -4 -12 0 -1 -8 [D:0-6-0,0-0-151, [F:0-1-12,0-0-2 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.05 J -K >999 240 M1120 1851148 TCDL 15.0 Lumber Increase 1.15 BC 0,88 Vert(TL) -0.11 J -K >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.03 F n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 42 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5 -0.8 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) A= 317 /Mechanical, F= 1106/0 -5.8, L= 871/0 -5 -8 Max Horz A=- 42(load case 6) Max UpliftA=- 79(load case 5), F=- 307(load case 6), L=- 230(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =- 1178/323, B -M =- 1918/502, C -M =- 1918/502, C -N =- 1918/502, D -N =- 1918/502, D -E =- 1350/379, E -F =- 1596/425, F -G =0/53 BOT CHORD A -L =- 273/1010, L -O =- 273/1010, K -O =- 273/1010, K -P =- 294/1073, J -P =- 294/1073, J -Q =- 445/1675, 1 -Q =- 445/1675, H -I =- 440/1689, F -H =- 346/1328 WEBS B -K =- 5381178, B -J =- 2191945, C -J =- 327/98, D -J =- 46/290, D -1= 0/112, E-H=- 150/52 1, D -H =- 667/200 NOTES 1 }Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint A, 307 lb uplift at joint F and 230 lb uplift at joint L. 8) This truss is designed in accordance with the 2003 international Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4621b down and 2031b up at 2 -8 -8, 161b down and 21 lb up at 4 -0 -12, 771b down and 421b up at 5 -7 -0, and 161b down and 21 lb up at 7 -1 -4, and 4621b down and 2031b up at 8 -3 -12 on top chord, and 141b down at 2 -0 -12, 141b down at 4 -0 -12, 141b down at 5 -7 -0, and 141b down at 7 -1-4, and 131b down at 9 -1 -4 on bottom chord. The design /selection of such special connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pit) Vert: A- B = -80, B- D = -80, D- G = -80, A -F = -20 Concentrated Loads (lb) Vert: B=- 462(F) D=- 462(F) J = -7(B) C= -77(B) H = -7(B) M = -16(B) N= -16(B) 0 = -7(B) P = -7(B) Q = -7(B) Z 2 H' 1~ W W � . JU 0 CO O W= I— 00 LL W O LL Q =a W Z F H O Z F— W LLI Up U O �. O I- WW U_ LL F" O .. Z W U= O Z i. 1 Z 2 H' 1~ W W � . JU 0 CO O W= I— 00 LL W O LL Q =a W Z F H O Z F— W LLI Up U O �. O I- WW U_ LL F" O .. Z W U= O Z U r�. a• Job Truss Truss Type Qty Ply 00 OE03354 GR03 JACK 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek industries, Inc. Wed Mar 23 11:50:44 2005 Page 1 .1.6.0 2.0.7 3 -2.8 1.6.0 2.0 -7 D 1 -2.1 ser.. co. 6.0013 e A E D i — 2.0.7 3.2 -8 2.0.7 1 -2 -1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP .TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 B -D >999 240 M1120 185/148 TCDL 15.0 Lumber increase 1.15 BC 0.08 Vert(TL) -0.01 B -D >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 9 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -7 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing. REACTIONS (Ib /size) C =65 /Mechanical, 6= 306/0 -5 -8, D =29 /Mechanical Max Horz B= 53(load case 5) Max UpliftC=- 31 (load case 6), B=- 86(load case 5) Max Grav C= 65(load case 1), B= 306(load case 1), D= 58(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B- C = -71/5 BOT CHORD B- E = -010, D -E =0 10 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint C and 86 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 781b down and 261b up at 1 -9 -11 on top chord, and 11b up at 2 -0 -12 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A- C = -80, B -D = -20 Concentrated Loads (lb) Vert: C= -78(F) E =1(F) Z ~ W J U' 0 N O W =. �W WW O. LL. LL- UJI T N i Z H O Z h-: W W � Q U N o 11-- WW H H O. llJ Z F- _ O Z AN 1" I' Z ~ W J U' 0 N O W =. �W WW O. LL. LL- UJI T N i Z H O Z h-: W W � Q U N o 11-- WW H H O. llJ Z F- _ O Z 'r i i r Job Truss Truss Type Qty Ply 00 QE03354 GR03A JACK 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:44 2005 Page 1 1.6.12 3 -2 -8 7.5 -7 1.6.12 1.7 -12 4 -2.15 c sew • +:x+. I$ , S.00 +x Li c e A F E 1.6 -12 I 3-2.8- - 1 -6 -12 1.7 -12 LOADING (psf) SPACING 2 -0.0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) 0.01 F >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.03 F >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -2 -8 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) A= 298/0 -5 -8, D= 636 /Mechanical, E= 119 /Mechanical, C= 329/0 -5 -8 Max Horz A=1101 (load case 5) Max UpliftA=- 23(load case 3), D=- 230(load case 5), E=- 26(load case 5), C=-101 (load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B= -92/0, B -C =- 91/66, C- D= -61/61 BOT CHORD A -F =010, E -F =0/0 WEBS B -F =- 34/101 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint A, 230 lb uplift at joint D, 26 lb uplift at joint E and 101 ib uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP11. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4661b down and 175Ib up at 7 -6 -8 on top chord, and 2971b down and 851b up at 1 -6 -12 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 9) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A- D = -80, A -E = -20 Concentrated Loads (lb) Vert! D=- 466(5) F=- 297(8) Z W UO Cl) 0 J � to LL- W O J U_ Q N. _ W Z F.. Z �. W 25 U CO O f— WW �U U- O _ Z W O F.. Z 4 f i 4 % --- QE03354 , IGR038 (JACK s 23 11:50:45 2005 •1.6.0 2.0.7 3.0.0 1.6.0 2 ;0 -7 0.11.9 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 B -D >999 240 TCDL 15.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 B -D >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IP,C2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E REACTIONS (lb /size) C =16 /Mechanical, 13= 304/0 -5 -8, D =27 /Mechanical Max Horz 13= 53(load case 5) Max UpliftC=- 14(load case 6), 13=- 86(load case 5) Max Grav C= 16(load case 1), 13= 304(load case 1), D= 53(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B- C = -71/5 BOT CHORD B- E = -010, D- E = -010 S - PLATES GRIP M1120 185/148 Weight: 8 lb BRACING TOP CHORD Structural wood sheathing directly applied or 2 -0 -7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint C and 86 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291b down and 81b up at 1 -9 -11 on top chord, and 1 l up at 2 -0 -12 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pif) Vert: A- C = -80, B -D = -20 Concentrated Loads (lb) . Vert: C= -29(B) E =1(B) Z �~ W WQ UJ W � UO NO W = J CO LL WO LLQ co a = W Z� F- O Z F- �5 U� OT � N- WW �O Lll Z U =. O Z 2 -0 -7 3.0 -0 'i :i ?.t t, a a i i Job Truss Truss Type Qty Ply 00 ' QE03354 H01 CAL. HIP 1 1 — 6 - MC Job Reference (optional WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:50 2005 Page 1 1 - 1 -6-0 1 4.11.5 9.6.12 9 -10,15 17.3.0 24.7.1 240 29 -6 -11 34.6 -0 1.6.0 4.11.5 4.7.7 0 -4.3 74 -1 74-1 0.4.3 4.7.7 4 -11 -5 sir.. Lcu. E f 6.00 ME D N 6 I "A 1 0 M L K J 22_2 9 -6 -12 17 -3 -0 24 -11 -4 34 -6 -0 } 12 2.0.00 -2 -12 7-4 -0 7 -8-4 7 -8-4 9.6.12 Plate Offsets X Y : [1:0-10 -0,0-0-10 1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.18 I -J' >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.54 I -J >717 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.12 1 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 139 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -6 -14 oc puriins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2 X 4 HF Stud 6 -0 -0 oc bracing: B -N. REACTIONS (lb /size) 1= 1578/0 -5 -8, N= 1969/0 -5 -8 Max Horz N= 84(load case 5) Max Upliftl=- 111(load case 6), N=- 211(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B =0/51, B -C =- 213/484, C.D =- 180/472, D -E =- 2150/201, E -F =- 2717/282, F -G =- 2717/282, G -H =- 2619/231, H -I =- 2919/232 BOT CHORD B -N =- 388/231, M -N =- 124/1264, L -M =- 161/1898, K -L =- 146/2301, J -K =- 146/2301, I -J =- 173/2529 WEBS D -M =- 88/705, E -M =- 167/87, E -L =- 144/1040, F -L =- 643/157, G -L =- 120/639, G -J =- 6/406, H -J =- 252/127, D -N =- 2314/260, C -N =- 225/54 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint I and 211 lb uplift at joint N. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z I" Z �W QQ M JU 0 U) 0 to W J = (n u„ Uj O L L V. �W Z = H O Z F-- M 5 U ON 0 H WW F- ILL �. —0 Z W O Z J - Truss Truss Type Qty Ply 00 QE03354 H02 CAL. HIP 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:50 2005 Page 1 ,-1-6-0, 5.11.5 , 11.6.12 11 -19-15 17 -3A 22 -7 -1 22TIa 4 28.6 -11 34.0.8 1-8.0 5.11 -5 5 -7.7 0 -4 -3 5.4.1 5 -4.1 0.4 -3 5.7.7 5.5.13 . sew. t:se U E ' e.osr3 a H y°IA M L K J 1 2-0. 02_2112 11 -6 -12 17 -3.0 22 -11-4 28 -6 -11 34.0 -6 r i 2-0-00-2-12 9.4 -0 5 -8 -4 5 -8-4 5 -7 -7 5.5 -13 Plate Offsets X [B:0-2-10,0-1-8 LOADING (psf) SPACING 2 -0 -0 CSI OEFL in (toe) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.16 M -N >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.44 M -N >877 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.12 H n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 146 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -9 -13 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 1 2 X 4 HF Stud 6 -0 -0 oc bracing: B -N. WEDGE WEBS 1 Row at midpt C -N Right: 2 X 4 HF Stud REACTIONS (lb /size) N= 1937/0 -5 -8, H= 1580 /Mechanical Max Horz N= 96(load case 5) Max UpliftN=- 220(load case 5), H=- 123(load case 6) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/51, B -C =- 255/552, C -D =- 2170/160, D -E =- 2210/190, E -F =- 2210/190, F -G =- 2362/177, G -H =- 2890/213 BOT CHORD B -N =- 402/284, M -N =- 135/1695, L -M =- 114/1870, K -L =- 84/2040, J -K =- 84/2040, 1 -J =- 139/2445, H -1 =- 139/2445 WEBS C -M =- 42/321, D -M= 0/228, D -L =- 97/600, E -L =- 451/114, F -L =- 81/404, F -J =- 25/383, G -J =- 464/131, G -1= 0/235, C -N =- 2656/390 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category Ii; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint N and 123 lb uplift at joint H. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I ZZ L i r �~ W I 2 . JU 0 ND Uj W LL c WO C L ui = W H Z I..- F— O W 5 O CO C3 !-- W Ill L) LL O .Z W P H Z 4 Rb Truss Truss Type Qty Ply 00 OE03354 H03 CAL. HIP 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:50:51 2005 Page 1 6.11 -5 13 -6.12 13.1Q -15 20.7.1 20x114 27. 6.11 34.0.8 1 -6.0 6.11.5 6.7.7 0.4.3 6.8.2 04.3 6 -7.7 6.5.13 Scale D e.aa � F 0 e L K J I H 2.0.02.2 7 -9 -7 13.6 -12 20 -114 27.6.11 34 -0.8 2- 0.00 -2 -12 5-0.11 5 -9.5 74.8 6.7 -7 6 -5 -13 , Plate Offsets X Y : [B:0-3-14,0-1-12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.11 1 >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.33 I -K >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.13 G n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 144 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -7 -0 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2 X 4 HF Stud 6 -0 -0 oc bracing: B -M. WEDGE WEBS 1 Row at midpt D -1, C -M Right: 2 X 4 HF Stud REACTIONS (lb /size) M= 1937/0 -5 -8, G= 1581 /Mechanical Max Horz M= 107(load case 5) Max UpliftM=- 233(load case 5), G=- 135(load case 6) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/51, B -C =- 204/597, C -D =- 2080/149, D -E =- 1866/194, E -F =- 2190/181, F -G =- 2863/235 BOT CHORD B -M =- 424/245, L -M =- 146/1844, K -L =- 135/1862, J -K =- 67/1770, 1 -J =- 67/1770, H -I =- 150/2417, G -H =- 150/2417 WEBS C -L= 0/206, C -K =- 146/91, D -K =- 2/323, D -I =- 92/300, E -I =- 8/422, F -I =- 625/160, F -H= 0/279, C -M =- 2776/347 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 lb uplift at joint M and 135 lb uplift at joint G. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z W � JU U U 0 CO UJI J = N LL W O �a _ (Y H W Z = k— F— O Z f— U ON 0 F— : W LL H. Z W L) O Z ��, ..>, �.:.:, . :; ✓rw•:..:.:...,,:�.u:.;;N.�;: n�w�.r;s.z.. w. la: ti% ,.:. i. u: d�t;, w:. a. d,w,.,n.u.:..�:a : :fi +Ski.+�w 'rs��i , is i i Jab Truss Truss Type Qty Ply 00 QE03354 H04 CAL. HIP 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11 :50:51 2005 Page 1 -1.6.0 , 7-11-5 16.6.12 15 -1Q-15 18.7 -1 18,ta -4 26.6 -11 34 -0.8 1.6-0 7.11.5 7.7.7 0 -4.3 2.8.2 0.4-3 7.7 -7 7 -5.13 sea. - 1.66 D C f D L K J 1 H 2 -0-02 -2112 8 -9 -7 15-6 -12 18 -11.4 26.6 -11 34 -0.8 2- 0.00 -2 -12 6-6 -11 6.9.5 3.4.8 7.7 -7 7.5 -13 Plate Offsets X Y : B:Ed a 0.0 -2 LOADING (psf) SPACING •2 -0 -0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.12 G -H >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.36 G -H >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.89 Horz(TL) 0.13 G n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 150 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -2 -10 oc purling. BOT CHORD 2 X 4 HF 165OF 1,5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: WEBS 2 X 4 HF Stud 6 -0 -0 oc bracing: B -M. WEDGE WEBS 1 Row at midpt C -K, D -1, F -I, C -M Right: 2 X 4 HF Stud REACTIONS (lb /size) M= 1936/0 -5 -8, G= 1582/Mechanical Max Horz M= 119(load case 5) Max UpliftM=- 244(load case 5), G=- 146(load case 6) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/51, B -C =- 195/584, C -D =- 1949/180, D -E =- 1658/206, E -F =- 1992/189, F -G =- 2836/251 BOT CHORD B -M =- 393/242, L -M =- 176/1927, K -L =- 164/1950, J -K =- 64/1623, 1 -J =- 64/1623, H -I =- 156/2389, G -H =- 156/2389 WEBS C -L= 0/277, C -K= 421/111, D -K =- 29/325, D -I =- 169/312, E -1= 47/436, F -I =- 831/184, F -H= 0/344, C -M =- 2785/361 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:,ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244 lb uplift at joint M and 146 lb uplift at joint G. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and . referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I i i 4 Z W I QQ Y 2 5 L) U N co UJI J � CO U W O U- _ d �W Z F- 0 Z F- LU U� O N � f•- WW 3:U -O .Z W U F- 3: Z Jpb Truss Truss Type Qty Ply 00 QE03354 H05 CAL. HIP 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 2311:50:52 2005 Page 1 . -1-6-0. 4.11.5 9.6.12 9.10x15 17.3.0 24.7.1 24 11 4 29.6 -11 34.6.0 36.0.0 1.6.0 4.11 -5 4 -7.7 0 -4.3 7 -4.1 7.4.1 0.4.3 4 -7.7 4.11.5 1.6.0 scw. 1.e1. ° E e0O C ° 9 H 3 A M L K 9.6.12 17.3.0 24.11 -4 _ 34.6 -0 9.6-12 7.84 7 -8-4 9 -6 -12 Plate Offsets X Y): [B:0-10-4.0-0-141,[H:0-10-4.0-0-14 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.20 L >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.54 B -M >753 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horc(TL) 0.19 H n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 136 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -7 -11 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpt E -M, E -J REACTIONS (lb /size) B= 1840/0 -5 -8, H= 1840/0 -5 -8 Max Horz B=- 75(load case 6) Max UpiiftB=- 168(load case 5), H=- 168(load case 6) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0/53, B -C =- 31511240, C -D =- 2862/241, D -E =- 2512/234, E -F =- 2512/234, F -G =- 2862/241, G -H =- 3151/240, H -1 =0/53 BOT CHORD B -M =- 207/2709, L -M =- 250/3136, K -L =- 250/3136, J -K =- 250/3136, H -J =- 171/2709 WEBS C -M =- 211/115, D -M =- 1/661, E -M =- 869/139, E -L= 0/273, E -J =- 869/139, F -J =- 1/661, G -J =- 211/115 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint B and 168 lb uplift at joint H. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z ~ W W JU 00, J = H CO V C WO U- Q U) _ d �W Z F--- 1-- O Z Ir— W W � 0• U 0. 0 S 0 H WW — 0 W Z N Z Job Truss Truss Type Qty Piy 00 QE03354 H06 CAL. HIP 1 1 Job Reference (optional) BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:52 2005 Page 1� 5 -11 -5 11.6.12 11.10 -15 17.3.0 22 -7 -1 22,11 -4 28.6 -11 34-6-0 i 36-0-0 1 1.6-0 5 -11 -5 5.7.7 0.4.3 5-4 -1 5 -4.1 0 -4 -3 5.7 -7 5 -11.5 1.6.0 Scale 141. � E s.00 frf c a g H g Id � 0 N M L K J 5.11 -5 i 11.6 -12 17.3 -0 22 -114 28. 6.11 34.6-0 5 -11 -5 5.7 -7 5 -84 5 -8.4 5.7 -7 5 -11 -5 Plate Offsets X [B:0-10-4,0-0-141, [H:0-104,0-0-14 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.16 M >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.41 M -N >996 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.17 H n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 146 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -7 -2 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) B= 1840/0 -5 -8, H= 1840/0 -5 -8 Max Horz B=- 87(load case 6) Max UpliftB=- 182(load case 5), H=- 182(load case 6) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 3187/210, C -D =- 2634/186, D -E =- 2547/199, E -F =- 2547/199, F -G =- 2634/186, G -H =- 3187/211, H -1 =0/53 BOT CHORD B -O =- 195/2730, N -O =- 195/2730, M -N =- 122/2285, L -M =- 79/2285, K -L =- 79/2285, J -K =- 108/2730, H -J =- 108/2730 WEBS C -0= 0/238, C -N =- 509/121, D -N =- 24/394, D -M =- 86/531, E -M= 451/114, F -M =- 86/531, F -K =- 24/394, G -K =- 509/122, G -J =0/238 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf, BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 lb uplift at joint B and 182 lb uplift at joint H. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z ~ W JI U UO fn 0 � _ L I. (f) LL, W G La CJ) = F- W Z F-- F— O Z H 5, U O N 0 I— WW F— �' t — 0 Z W U= O Z AIM Job Truss Truss Type Qty Ply 00 OE03354 H07 CAL. HIP 1 1 Job Reference ( optional ) BMC WEST, Tacoma WA 6100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 2311:50:52 2005 Page 1 ' - 1 -6 -0, 6 -11.5 13.6.12 13.1Q -15 20.7.1 20,114 27 -6 -11 34.6 -0 ,36 -0.0, 1.6.0 6.11.5 6 -7 -7 0.4.3 6.8.2 0.4.3 6 -7 -7 6.11 -5 1.6.0 suN • �.e�. 0 5.00{T2 � F e o O A H M L K J I 6.11 -5 13.6 -12 20 -11-4 27.6.11 34.6 -0 6 -11 -5 6-7 -7 74-8 6 -7 -7 6 -11 -5 Plate Offsets (X ,Y B:0 -1 0 -4 0 -0 -14 [G:0-10-4.0-0-14 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.15 J -L >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.44 J -L >936 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.17 G n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 140 lb LUMBER ' BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -3 -14 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpt D -J REACTIONS (lb /size) B= 1840/0 -5 -8, G= 1840/0 -5 -8 Max Horz B=- 99(load case 6) Max UpiiftB=- 195(load case 5), G=- 195(load case 6) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 3148/236, C -D =- 2450/188, D -E =- 2100/201, E -F =- 24511188, F -G =- 3148/236, G -H =0/53 BOT CHORD B -M =- 222/2687, L -M =- 222/2687, K -L =- 86/2099, J -K =- 86/2099, 1 -J =- 123/2687, G -I =- 123/2687 WEBS C -M= 0/281, C -L =- 664/153, D -L =- 29/499, D -J =- 216/217, E -J =- 19/499, F -J =- 663/153, F -1 =0/281 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint B and 195 lb uplift at joint G. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z �~ W JU UO ( 0 0 U) LL WO r J LL Q C0 = F^ W Z 1— O W ~ W U� O N 0 H W Z. W U =. O Z �f s) Job Truss Type Qty Ply 00 QE03354 Truss CAL. HIP 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11 :50:53 2005 Page 1 7 -11.5 15.8.12 16. 10 -15 18.7.1 181114 26.6 -11 34.6.0 3"-0 ---, , 1 -8.0 7 -11.5 7.7.7 0.4.3 2.8.2 0-4.3 7 -7.7 7.11.5 1.6 -0 sew . Lai. 0 a.00 12 C F e o 3 A H M L K J 1 7.11 -5 15.6.12 18 -11-4 26 -6 -11 34.6 -0 7.11.5 7.7.7 34.8 7 -7 -7 7 -11.5 Plate Offsets (X ,Y [B:0-10-4,0-0-141,[G:0-104,0-0-14 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.15 L >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.43 L -M >951 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.17 G n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 145 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -10 -0 oc puriins. BOT CHORQ 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpt C -L, D -J, F -J REACTIONS (lb /size) B= 1840/0 -5 -8, G= 1840/0 -5 -8 Max Horz B=- 111(load case 6) Max UpiiftB=- 206(load case 5), G=- 206(load case 6) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 3113/254, C -D =- 2243/198, D -E =- 1885/215, E -F =- 2245/198, F -G =- 3112/255, G -H =0/53 BOT CHORD B -M =- 243/2649, L -M =- 243/2649, K -L =- 84/1883, J -K =- 84/1883, 1 -J =- 132/2648, G -I =- 132/2648 WEBS C -M= 0/348, C -L =- 868/178, D -L =- 501498, D -J =- 250/258, E -J =- 59/527, F -J =- 865/179, F -1 =0/347 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint B and 206 lb uplift at joint G. 7) This truss is designed In accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z J— Z W. QQ � JU 0 N J = CO LL W O U-. Q (o d F.. W Z I.— ir- O Z F- W U O 0 F- W W H 0, LL O.. Z W N H F. O Z r f it i a i i i Job Truss Truss Type Qty Ply 00 QE03354 H09 CAL. HIP 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:50:53 2005 Page 1 I A-6.0 , 7 -6.12 7.10,15 11.6.0 15.1 -1 15.5 23.0.0 24-§:2 1 -6.0 7 -6.12 0-4 -3 3.7.1 3.7.1 0 -4.3 7.6.12 1.6.0 Dew - 1:12. o e.00ff e F a J I H , 7 -6 -12 15 -5-4 23.0 -0 7 -6 -12 7 -10.8 7.6.12 Plate Offsets X Y : [B:04-12,0-1-81, [F:0-4-12,0-1-8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.09 B -J >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.28 B -J >983 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.07 F n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 81 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4 -1 -5 oc puriins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) B= 1265/0 -5 -8, F= 1265/0 -5 -8 Max Horz B= 63(load case 5) Max UpliftB=- 139(load case 5), F=- 139(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B =0/53, B -C =- 1923/119, C -D =- 1599/133, D -E =- 1599/133, E -F =- 1923/119, F -G =0/53 BOT CHORD B -J =- 81/1608, I -J =- 95/1652, H -I =- 95/1652, F -H =- 53/1608 WEBS C -J =- 3/339, D- J=- 253/79, D -H =- 253/79, E- H= -3/339 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; . cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint B and 139 lb uplift at joint F. 7) This truss Is designed In accordance with the 2003 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z W J U. UO N 1121 C0 U.1 W = H CO U. W O L J U— Q. cl) = W Z F-., F— O W F— �p U O CO W W FU H U_ O: W Z U CO O E— Z r Job Tru QE03354 J02 BMC WEST, Tacoma WA JACK A 1 I 1 100 s Sea 17 2004 2.0.0 a 2;R 2 -0.0 0 -0-7 eoofif 'd d LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) I /dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 A >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 A -C >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 5 l LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) A= 97/0 -5 -8, 13= 78/Mechanical, C =19 /Mechanical Max Horz A= 28(load case 5) Max UpliftA=- 5(load case 5), B=- 26(load case 5) Max GravA= 97(load case 1), B= 78(load case 1), C= 39(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A- B= -29/29 BOT CHORD A -C =0/0 scr.. NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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, requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint A and 26 lb uplift at joint B. 6) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I Z t}" Z 0: �v. UO CO 0 J = I - CO LL W O OC u- Q = d: �W Z F- F- O Z F—, U.1 Uj U 0.' O N o f--. W W �U U- 0. -O .• Z U= 0 �.. Z , 2 -0.0 2:ft QE03354 J02A I JACK 12 1 1 s A -1.8 2.0.0 c 2 O 7 1 -8.0 2-0.0 0.0 -7 11 Uw- REACTIONS (lb /size) C =29 /Mechanical, B= 270/0 -5 -8, D =19 /Mechanical Max Horz B= 56(load case 5) Max UpliftC=- 8(load case 4), B=- 75(load case 5) Max Grav C= 29(load case 1), B =270(load case 1), D= 39(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0/52, B- C = -60/6 BOT CHORD B -D =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint C and 75 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. LOAD CASE(S) Standard Z '~QQ W WD JU UO CO a' W J � CO U c W O G IL Q co a� t✓: � Z F— F— O Z I— W �j UO O- O H : W W Z O. Z W CO O Z 2 -0.0 0.0 -7 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 B >999 240 M1120 1851148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B -D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003rrP12002 (Matrix) Weight: 7 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc puriins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C =29 /Mechanical, B= 270/0 -5 -8, D =19 /Mechanical Max Horz B= 56(load case 5) Max UpliftC=- 8(load case 4), B=- 75(load case 5) Max Grav C= 29(load case 1), B =270(load case 1), D= 39(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0/52, B- C = -60/6 BOT CHORD B -D =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint C and 75 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. LOAD CASE(S) Standard Z '~QQ W WD JU UO CO a' W J � CO U c W O G IL Q co a� t✓: � Z F— F— O Z I— W �j UO O- O H : W W Z O. Z W CO O Z i +. zi ; 1 t r, 7 i Job Truss Truss Type Qty Ply 00 OE03354 J02B JACK 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:54 2005 Page 1 l -1.6.0 i 2.0.0 c 2,0 7 1.6 -0 2 -0.0 0.0.7 sew • �:o. 6.00 +2 B A D 2 -0-0 2.0- 2.0 -0 0.04 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 B >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B -D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 7 l LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C =29 /Mechanical, B= 270/0 -5 -8, D =19 /Mechanical Max Horz B= 56(load case 5) Max UpliRC=- 8(load case 4), B=- 75(load case 5) Max Grav C= 29(load case 1), B= 270(load case 1), D= 39(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/52, B- C = -60/6 BOT CHORD B -D =0 /0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint C and 75 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 7 4 Z W W 0 JU UO ND W= J F., U.. W O �- U— Q co Z F- H O Z F-- W 5 U� O� � F- WW �U U. ~O Z W U= O F- Z QE03354 I J02C I JACK 11 I 1 00S -1.6.0 2-0-0 1.6.0 2.0.0 2.0 -7 0 A scr. LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 B >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code fRC2003/TP12002 (Matrix) Weight: 10 lb LUMBER BRACING . TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D =74 /Mechanical, B= 270/0 -5 -8, E =19 /Mechanical, C= 100/0 -5 -8 Max Horz B=81 (load case 5) Max UpliftD=- 24(load case 5), B=- 62(load case 5), C=- 27(load case 5) Max Grav D= 74(load case 1), B= 270(load case 1), E= 39(load case 2), C= 100(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -13=0/52, B- C= -59/5, C- D= -27/27 BOT CHORD B -E =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable and zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint D, 62 lb uplift at joint B and 27 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at jolnt(s) C. 7) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z '~ W J U' 0 CO o J = I— N IL WO } J. U-. Q co ry i V F— W Z 1-- Z0 U.11 Uj U� O� Oh WW U �o .. Z W U= Z 2.0-0 ti. 1 Z '~ W J U' 0 CO o J = I— N IL WO } J. U-. Q co ry i V F— W Z 1-- Z0 U.11 Uj U� O� Oh WW U �o .. Z W U= Z 2.0-0 Job Truss Truss Type Qty Ply 00 QE03354 J02D JACK 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:54 2005 Page 1 -1 -6.0 2-0-0 1 -6.0 2.0.0 4 -0.7 c e.00 u c e � E 2-0-0 2.0.0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 B >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS. (lb /size) D= 154 /Mechanical, B= 270/0 -5 -8, E =19 /Mechanical, C= 180/0 -5 -8 Max Horz B= 108(load case 5) Max UpliftD=- 50(load case 5), B=- 47(ioad case 5), C=- 54(load case 5) Max GravD= 154(load case 1), B= 270(load case 1), E= 39(load case 2), C= 180(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0/52, B- C= -68/5, C- D= -55/55 BOT CHORD B -E =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category fl; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint D, 47 lb uplift at joint B and 54 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z = Z ' ~ 4 W W =. JU 0 N W= J F- N u-. W O U. �. �W F- O Z F-: UJ W U� U o I--. WW 2 �O LLI Z co O Z OE03354 I J02E I JACK 12 S •1.6 -0 2.0-0 c 2,Q 1.6 -0 2.0.0 0.0.7 A LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 B >999 240 M1120 1851148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B -D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003lTP12002 (Matrix) Weight: 7 l LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc puriins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C =29 /Mechanical, B= 270/0 -5 -8, D =19 /Mechanical Max Horz B= 56(load case 5) Max UpliftC=- 8(load case 4), B=- 75(load case 5) Max Grav C= 29(load case 1), B= 270(load case 1), D= 39(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/52, B -C= -60/6 BOT CHORD B -D =0/0 scr.. I NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint C and 75 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP1 1. LOAD CASE(S) Standard 1:50:54 Z iz. W . .� U UO ND J = H CO W W 00� J LL- Q T tn /y •• i V �W r Z L = I I- O Z F- W �p .01 CO .0 i-- W U -O. •Z W 5 C H F- O Z 2 -0.0 2,4 QE03354 I J02F I JACK 12 1 1 s -1 -6.0 2.0.0 4.0.7 1 -6.0 2.0.0 2.0.7 0 A SU4 . LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 B - >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc purllns. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D =74 /Mechanical, B= 270/0 -5 -8, E =19 /Mechanical, C= 100/0 -5 -8 Max Horz B=81 (load case 5) Max UpliftD=- 24(load case 5), B=- 62(load case 5), C=- 27(load case 5) Max Grav D= 74(load case 1), 13= 270(load case 1), E= 39(load case 2), C= 100(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/52, B- C= -59/5, C- D= -27/27 BOT CHORD 8-E =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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. y 3) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint D, 62 lb uplift at joint B and 27 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. LOAD CASE(S) Standard ?t: �i Z i l„-, Z (y- 2 JU 0 CO 0 J H Co LL WO } J 11- Q to �y Z (✓ �W Z� F— O Z 1-- W LLJ U� O C W W; U �O LLI Z CO O Z 2.0.0 Job Truss QE03354 J02G BMC WEST, Tacoma WA A LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loo) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 B >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D= 154 /Mechanical, B= 270/0 -5 -8, E =19 /Mechanical, C= 180/0 -5 -8 Max Horz B= 108(load case 5) Max UpliftD=- 50(load case 5), 13= 47(load case 5), C=- 54(load case 5) Max Grav D= 154(load case 1), B= 270(load case 1), E= 39(load case 2), C= 180(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0/52, B- C= -68/5, C- D= -55/55 BOT CHORD B -E =0/0 sews NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint D, 47 lb uplift at . joint B and 54 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 2 1 1 6.100 s Sao 17 2004 -1.6.0 2.0.0 6 -0.7 , I 1.6.0 2.0.0 4.0.7 Z JU UO U0 W= J F- tn O U. W� � Q J L1 ^ J CO ry � i' Z F-, F— O W F—. 5 U� O N 0 h- .W W H !6O . Z . W U= O Z 2.0.0 , Job Truss QE03354 J02H BMC WEST, Tacoma WA A 1 s-r.. LOADING (psQ SPACING 2 -0 -0 CSI DEFL in (loc) I /def) Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 B >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL . 10.0 Code IRC2003ITP12002 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D =74 /Mechanical, B= 27010 -5 -8, E =19 /Mechanical, C= 100/0 -5 -8 Max Horz B=81 (load case 5) Max UpliftD=- 24(load case 5), B=- 62(ioad case 5), C=- 27(load case 5) Max Grav D= 74(load case 1), B= 270(load case 1), E= 39(load case 2), C= 100(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/52, B- C= -59/5, C- D= -27/27 BOT CHORD B -E =0 10 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category Ii; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint D, 62 lb uplift at joint Band 27 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joints) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard JACK 11 1 1 00 s Sep 1 -1.6.0 I 2.0.0 4.0.7 1 -6.0 2.0 -0 2.0.7 c Z JU UO 0) C3 CO W W =. IL WO J LL CO F— O. Z H W LLJ UC3 O� 0 f— W W. LL O Z. ~ H O Z 2.0 -0 Job True QE03354 J021 BMC WEST, Tacoma WA JACK I1 I 1 s -1 -6.0 2.0.0 6.0.7 1.6.0 2.0.0 4.0.7 0 0.00 rF2 C 8 A LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 B >999 240 M1120 1851148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D= 154 /Mechanical, B= 270/0 -5 -8, E =19 /Mechanical, C= 180/0 -5 -8 Max Horz B= 108(load case 5) Max UpliftD=- 50(load case 5), 13= 47(load case 5), C=- 54(load case 5) Max GravD= 154(load case 1), B= 270(load case 1), E= 39(load case 2), C= 180(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0/52, B- C= -68/5, C- D= -55/55 BOT CHORD B -E =0/0 xw. NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical . 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint D, 47 lb uplift at joint B and 54 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ar 23 11: Z � Z �¢ W WD JU 0 UU. CO J � Co U.. W O U. Q �� V. �W Z F- O Z i— �5 U� O N W W• U 0' .Z W CO FU-- ; O Z 2 -0-0 Job Truss Truss Type Qty Ply 00 OE03354 J02J JACK 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:50:55 2005 Page 1 2 -0.0 c 2tiQ- 1.6 -0 2.0 -0 0.0.7 8a W • 1.9. em i a - g � D 2 -0.0 2.4. 2 -0-0 0 -0-7 LOADING (psf) SPACING 2 -0.0 CSI DEFL in (loo) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 B >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B -D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 H orz(TL) - 0.00 C n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 7 l LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C =29 /Mechanical, B= 270/0 -5 -8, D =19 /Mechanical Max Horn B= 56(load case 5) Max UpliftC =- 8(load case 4), B=- 75(load case 5) Max Grav C =29(load case 1), 13= 270(load case 1), D= 39(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/52, B- C = -60/6 BOT CHORD B -D =0 /0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 noncwncurrent with any other live loads. 3) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at Joint C and 75 lb uplift at Joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard j Z ,I'• Z �W �U 0 N 0: J = 1•" CO O LL W C i F.• W Z HO Z I•-- W UL3 O� 0 F- UJ = U I— H U' O .• Z W U =. O F- Z ry S. i i ,Job Truss Truss Type Qty Ply 00 QE03354 J02K JACK 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:55 2005 Page 1 , .1.6.0 2.0 -0_ 4 -0.7 , 1.6.0 2.0 -0 2 -0.7 0 0.00 u B � E , 2.0.0 2 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 B >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Strictural wood sheathing directly applied or 2 -M oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D =74 /Mechanical, B= 270/0 -5 -8, E =19 /Mechanical, C= 100/0 -5 -8 Max Horz B=81 (load case 5) Max UpliftD=- 24(load case 5), B=- 62(load case 5), C=- 27(load case 5) Max Grav D= 74(load case 1), B= 270(load case 1), E= 39(load case 2), C= 100(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/52, B- C= -59/5, C- D= -27127 BOT CHORD B -E =0 10 NOTES 1) Wind: ASCE 7 -98; 85mph, h =25ft; TCDL= 4.2psf; BCDL= 3.0psf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint D, 62 lb uplift at joint B and 27 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss Is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1. LOAD CASE(S) Standard iSw�ti�.r..' >t::. ..:!:.a✓:...1...:. �. ',. Y:. .tb;:+.�. lw::.:.�f '�Y�. iww�,l�x.., .t ^F Srw Yi(ii1'GJ+ . .tiu 4a j z i= Z �aa W WD JU 0 NO W= W O J U— Q V W z �_^ H O z E-- W W U� O (D o �-. WW F F- 6 O, Cd z H H O z OE03354 IJ02L JACK 6.100s Sep 17 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 B >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B -D >999 180 BCLL 0.0 Rep Stress incr YES WB 0.00 Horc(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 7 l LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0.0 oc bracing. REACTIONS (lb /size) C =29 /Mechanical, 13= 270/0 -5 -8, D =19 /Mechanical Max Horz 8= 56(load case 5) Max UpliftC=- 8(load case 4), B=- 75(load case 5) Max Grav C= 29(load case 1), 13= 270(load case 1), D= 39(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/52, B- C = -60/6 BOT CHORD B -D =0 /0 Saw - NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint C and 75 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/ TPI.1. LOAD CASE(S) Standard -1.6 -0 2.0.0 c 24 1.6-0 2.0.0 0.0.7 Z ~ W W� J U. UO Cl) W_ h CO) U. WO J LL Q U) hW Zh h O Z h. W � p' O �, �h_ W hH !L- 0 , .• Z W U =. O� Z 2 -0-0 2,07 a j Job Truss Truss Type Qty Ply 00 QE03354 J02M JACK 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:50:56 2005 Page 1 - 1.6 - 0 2.0.0 f— -- 4.0.7 1.6.0 2.0 -0 2 -0.7 n d Dad • 1:14. d QOOi7t C • B A E . zo0 r - 2-0.0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 B >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 115 BC 0.03 Vert(TL) -0.00 B -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D =74 /Mechanical, B= 27010 -5-8, E =19 /Mechanical, C= 10010 -5 -8 Max Horz B=811 (load case 5) Max UpliftD=- 24(load case 5), B=- 62(load case 5), C=- 27(load case 5) Max Grav D= 74(load case 1), B= 270(load case 1), E= 39(load case 2), C= 100(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/52, B- C= -59/5, C- D= -27/27 BOT CHORD B -E =0 /0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint D, 62 lb uplift at joint B and 27 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 9. r', r7M aft a ^ .ycn•a�'raervn•.,.... 1 Z W C Y. G WU UO to W= CO U UJ O. U. ( = 1- O . Z i-; W �5 U� CO O —, � I--- W LIJ. LL O W Z: H = O Z r QE b Tru: 03354 J03 A 1 I 1 00 s SOD 1 I •1.8.0 I 3.2.8 4.0.7 1.6.0 3.2 -8 0.94 5 C - i LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.00 B -E >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 B -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -2 -8 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D =33 /Mechanical, B= 321/0 -5 -8, E =29 /Mechanical, C= 10010 -5 -8 Max Horz B=81 (load case 5) Max UpliftD=- 11(load case 5), B=- 72(load case 5), C=- 29(load case 5) Max Grav D= 33(load case 1), 13=321 (load case 1), E= 58(load case 2), C= 100(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 75/22, C- D= -12/12 BOT CHORD B -E =0/0 s.w - NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint D, 72 lb uplift at joint B and 29 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 2311 Z W q � W � JU UO Cl) 0 J = H to IL W O L W T o � . Z O Z F— 2 j. U C1 0- . 01-- W LL J f— u. O' LIJ Z . CO O Z QE03354 IJ03A (JACK I1 I 1 6.100s -1.6.0 3 -2.8 6.0-7 1 -6.0 3 -2.8 2.9 -15 SC64 - LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.00 B -E >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 B -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3.2 -8 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D =113 /Mechanical, B= 321/0 -5 -8, E =29 /Mechanical, C= 180/0 -5-8 Max Horz B= 108(load case 5) Max Upl==- 37(load case 5), B=- 56(load case 5), C=- 57(load case 5) Max Grav D= 113(load case 1), 13= 321(load case 1), E =58(load case 2), C= 180(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0/53, B -C =- 75/22, C- D= -40/40 BOT CHORD B -E =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category Ii; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint D, 56 lb uplift at joint B and 57 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI.1. LOAD CASE(S) Standard Z 1 Z W =. JU 0 CO U. to W J N Co U WO co J Cy = W Z �- F- O. Z I— 5 UO O D F- W Uj -- O lL Z U X; O Z r 3.2.8 - ' Job Truss Truss Type Qty Ply 00 , QE03354 J038 JACK 1 1 Job Reference (optional BMC WEST, Tacoma WA 6100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:50:56 2005 Page 1 , -1.6.0 2.0 -7 3-0.0 1-6-0 — - - -- — 2.0.7 — C 0.11.9 sc•M • 1A, 60of f ' 9 A p 2 -0.7 3 -0-0 2.0.7 0.11.9 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.00 B -D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 B -D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 8 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -7 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) C = -13 /Mechanical, B= 30410 -5 -8, D =27 /Mechanical Max Horz B= 53(load case 5) Max UpliftC=- 13(load case 1), B=- 86(load case 5) Max Grav C= 12(load case 5), 13= 304(load case 1), D= 54(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0/53, B- C = -71/5 BOT CHORD B -D =0 /0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category It Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint C and 86 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 international Residential Code sections R502.11.1 and R80210.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard j 'Itlx 4 Z ~ W � JU UO CO 0 W� NW WO 9 U- a, fn s �W 1- Z !— W U O N ❑ F- WW HU O tll Z O Z i �z Y� i f d 5 i V OE03354 IJ03C I JACK I1 I 1 , Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 1 — -1.6.0 -- 3.0.0 -- ' -- 4.0.7 1 1 -6.0 3.0.0 1 -0 -70 A 2005 SaM- LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.00 B -E >999 240 M1120 185/148 TCDL 15.0 Lumber increase 1.15 BC 0.06 Vert(TL) -0.01 B -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 H orz (TL) - 0.00 D n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D =41 /Mechanical, B= 314/0 -5 -8, E =27 /Mechanical, C= 9610 -5 -8 Max Hom B=81 (load case 5) Max UpliflD=- 13(load case 5), B=- 71(load case 5), C=- 28(load case 5) Max Grav D=41 (load case 1), 13= 314(load case 1), E= 54(load case 2), C= 96(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 73/17, C- D= -15/15 BOT CHORD B -E =010 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint D, 71 lb uplift at joint Band 28 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z Z r , Z JU UO. CO 0 co W J H Co LL WO LL Q co W F Z O �5 UC3 O N W F— F— U- O .. Z U co O Z I 3.0.0 , 1 . tt a i i REACTIONS (lb /size) D =41 /Mechanical, B= 314/0 -5 -8, E =27 /Mechanical, C= 96/0 -5-8 Max Horz B=81 (load case 5) Max UpliftD=- 13(load case 5), B=-71 (load case 5), C=- 28(load case 5) Max Grav D=41 (load case 1), B= 314(load case 1), E= 54(load case 2), C= 96(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 73/17, C- D= -15/15 BOT CHORD B -E =0 10 S.A. - NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf, BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint D, 71 lb uplift at joint B and 28 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss Is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 1: ( Job QE03354 BMC WEST, To A 1 I 1 a .1.6.0 3.0 -0 4 -0 -7 1.6.0 3.0 -0 1.0 -7D C LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.00. B -E >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 B -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 H orz(T L) -0.00 D n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 1:50:57 2005 ZZ lZ W JU U0 Co 0 CO U.1 J� CO LL WO LL ^ Q T N J i tY �.. W .i. Z F- O Z 1-- U O� 0 F- W LI] H F- LL .. Z W U_ N. b FF- O Z Job Truss QE03354 J03E BMC WEST, Tacoma WA JACK 11 1 1 s -1.6.0 3.0.0 - -- 5.6 -11 , 1.6.0 3.0.0 2.6 -11 0 I� A sow LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.00 B -E >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 B -E '>999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -0 -0 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) D= 102/Mechanical, 13= 31410 -5 -8, E =27 /Mechanical, C= 157/0.5 -8 Max Horz B= 102(load case 5) Max UpliftD=- 33(load case 5), B=- 59(load case 5), C=- 49(load case 5) Max Grav D= 102(load case 1), B= 314(load case 1), E= 54(load case 2), C= 157(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 73/17, C- D= -37/37 BOT CHORD B -E =0 10 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category it Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint D, 59 lb uplift at joint B and 49 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard i 1' 1 z '- lit �U U O (n o J = N_ O LL W J . U- Q C ry I V W Z f... Z Off. W . 2 5 U t7. O� W uJ ~ 1 6 0 ll Z t co O~ Z 3.0.0_ f � Job Trui QE03354 J08 BMC WEST, Tacoma WA A JACK 6.100 s Sea 17 Inc. Wed Mar 23 11;50;57 2005 Pag 8uk- LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.06 B -D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 115 BC 0.28 Vert(TL) -0.15 B -D >461 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0,00 C nla n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4 -0-7 oc purlins. 1 BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. z REACTIONS (lb /size) C= 110 /Mechanical, B= 372/0 -5 -8, D =57 /Mechanical i Max Horz B=81 (load case 5) j Max UpliftC=- 33(load case 5), B=- 70(load case 5) Max Grav C= 110(load case 1), B= 372(load case 1), D= 114(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B =0/53, B- C= -84/39 BOT CHORD B -D =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf, BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint C and 70 lb uplift at joint B. 6) This truss Is designed in accordance with the 2003 International Residential Code sections R502,11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0 i Z �W JU 0 to Q W2 J I.— U) U WO J LL Q co �W Z Z O0 2 � U O �. 0 F--. WW H —0 1 U.1 Z CO O Z I -1.6.0 4.0.7 6.0.0 1.6.0 4 -0.7 a 1.11.9 QE03354 IJ06A JACK s A -1.6.0 6 -0.0 6-0 1.6.0 6.0.0 0.0.7 Uwe - LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.06 B -D >999 240 M1120 185/148 TCDL 15.0 Lumber increase 1.15 BC 0.28 Vert(TL) -0.15 B -D >461 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins. .BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) C= 202/Mechanical, 13= 440/0 -5 -8, D =57 /Mechanical Max Horz B= 108(load case 5) Max UpliftC=- 65(load case 5), B=- 77(load case 5) Max Grav C= 202(load case 1), 6= 440(load case 1), D= 114(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A-13=0/53,13-C=-114/73 BOT CHORD B -D =0 10 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint C and 77 lb uplift at joint B. 6) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z iF- Z, JU U O to 0 : W= J F-- N LL W O I1- Q N �.. W. Z H O Z F— W LLJ �p U O� WW H H 6 O .Z W U =. O Z 6 -0 -0 6 -0 r Job QE03354 , -1-6.0 i 6-0-0 8 -0 -7 1.6.0 6.0.0 2 -0 -7 I A w LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Ve rt (LL) -0.06 B -E >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.28 Ve rt(TL) -0.15 B -E >461 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 22 lb seat LUMBER BRACING TOP CHORD 2 X 4 DF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) D=81 /Mechanical, B= 43910 -5 -8, E =57 /Mechanical, C= 282/0 -5 -8 Max Horz B= 136(load case 5) Max UpliftD=- 26(load case 5), 13=-62(load case 5), C=- 92(load case 5) Max Grav D=81 (load case 1), B= 439(load case 1), E= 114(load case 2), C= 282(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0153, B- C=- 113/73, C- D= -29/29 BOT CHORD B -E =0 /0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category It; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint D, 62 lb uplift at joint B and 92 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0 J068 IJACK I1 I 1 , Tacoma WA 5.100s S Z J.— Z' w w W —10, UO N J = I.— CO W W 6L Q (n ry V }. W Z Z� W ILI DO U ON o =U F— F— LL O W Z O Z , 6 -0.0 QE03354 1 J06 JACK 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:50:58 ii. SC& LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.06 B -E >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.15 B -E >461 180 BCLL '0.0 Rep Stress Incr YES WB 0.00 Horc(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 21 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6.0 -0 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D= 123 /Mechanical, B= 439/0 -5 -8, E =57 /Mechanical, C= 323/0 -5 -8 i Max Horz B= 150(load case 5) j Max UpliftD=- 40(load case 5), B=- 54(load case 5), C=- 106(load case 5) Max Grav D= 123(load case 1), B= 439(load case 1), E= 114(load case 2), C= 323(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B- C=- 113/73, C- D= -44/44 BOT CHORD B -E =0 /0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint D, 54 lb uplift at joint B and 106 lb uplift at joint C. 6) Beveled plate or shim required to provide full. bearing surface with truss chord at joint(s) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 1. 1 -1-6-0 6-0.0 9.1.0 1 -6.0 6.0 -0 3.1 -0 _ Z I" Z � W . W J U 0 Cl) W= J H CO LL . WO L L cd = W F- _ ZF- F- O Z I~ LLI W U ,o 1--. W H� LL O LLI Z' U =. 0 11-- Z 1 6 -0 -0 �a +z a 3 Y f QE03354 IJ06D JACK S -1 -6.0 4 -0 -7 6.0.0 1 -6 -0 4.0.7 c 1 -11.9 A LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL • 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.06 B -D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.15 B -D >461 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4 -0 -7 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0.0 oc bracing. REACTIONS (lb /size) C= 110 /Mechanical, B= 372/0 -5 -8, D =57 /Mechanical Max Horz B=81 (load case 5) Max UpliftC=- 33(load case 5), B=- 70(load case 5) Max Grav C= 110(load case 1), B= 372(load case 1), D= 114(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0/53, B -C= -84/39 BOT CHORD B -D =0/0 scw - NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint C and 70 lb uplift at joint B. 6) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard VM,•R`i1 MM' >q[ .M1 ;k�M srMM4uwv �4 Z Z W J U' 0 C l) o C0 W J =' H CO U. W O J LL Q c = a: _'. Z� i- O W �j U� O� o W 2 �U u. 0, • Z: W U (1) H H: O Z 4 -0 -7 6 -0.0 JACK 11 I 1 s sc.N A 5 5 T 1 f LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.06 B -D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.15 B -D >461 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6.0 -0 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (ib /size) C= 202/Mechantcal, B= 44010 -5.8, 0=57 /Mechanical Max Horz B= 108(load case 5) Max UpliftC=- 65(load case 5), B=- 77(load case 5) Max GravC= 202(load case 1), B= 440(load case 1), D= 114(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B- C=- 114/73 BOT CHORD B -D =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft: TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint C and 77 lb uplift at joint B. 6) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ter r 6 -0.0 6 -0 Z '~ W U 0. co O W= �U WO IL Q C0 _ = a. �W Z I.. ZO W U� ^ . 0 — D F- WW F U H �O .Z W co O Z 6-0-0 4 -7 r 6-0.0 0 -0.7 Job Truss Truss Type Qty Ply 00 QE03354 J06F JACK 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:58 -1.6 -0 6.0.0 8 -0.7 1.6 -0 6.0.0 2.0 -7 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.06 B -E >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.15 B -E >461 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) D =81 /Mechanical, B= 439/0 -5 -8, E =57 /Mechanical, C= 282/0 -5 -8 Max Horz B= 136(load case 5) Max UpliftD=- 26(load case 5), B=- 62(load case 5), C=- 92(load case 5) Max Grav D=81 (load case 1), B= 439(load case 1), E= 114(load case 2), C= 282(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD. A -B =0/53, B- C=- 113/73, C- D= -29/29 BOT CHORD B -E =0/0 scw: NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint D, 62 lb uplift at joint B and 92 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard j ai .•�, ,.�:. ,.�:�::, :_�::,,.»�., ,�, A�..: .,�.:� ..0 �.� .,�f Z Z W WD JU UO N LU J F. V) U— WO L L U D F — W T. Z F- 1- O Z H �5 U� O �. D F— W 2 F— H u. O 111 Z U_N O �. Z 6 -0.0 Job Truss Truss Type Qty Ply 00 QE03354 J07 MONO TRUSS 2 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:59 2005 Page 1 i— -1.6.0 4.0.7 6,0.0 1.6 -0 4 -0.7 3.11 -9 C S.00 l 8 A 0 4-0-7 8-M 4 -0.7 3 -11 -9 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0,20 B -D >468 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 B -D >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4 -0 -7 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C= 110 /Mechanical, B= 392/0 -5 -8, D =77 /Mechanical Max Horz B=81 (load case 5) Max UpliftC=- 33(load case 5), B=- 64(load case 5) Max Grav C= 11 0(load case 1), B= 392(load case 1), D= 154(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C= -84/39 BOT CHORD B -D =0 /0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint C and 64 lb uplift at joint B. 6) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I Z W ' . .r U U N 0 J � �U W O U- Q Z �W Z � i— O Z F— 2 5 U ON 0 I— W LLI S O .• Z W U= O ~: Z i �i ;F ry s F I I i ,Job Truss Truss Type Oily Ply 00 QE03354 J07A MONO TRUSS 2 1 Job Reference (optional BMC WEST, Tacoma WA 6,100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:50:59 2005 Page 1 -1 -6.0 6.0.7 , 8.0-0 1.6.0 6.0.7 D 1.11.9 noo u e A D 6 -0 -7 8 -0-0 6 -0 -7 1 -11 -9 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.20 B -D >468 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 B -D >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C We n/a BCDL 10.0 Code IRC2003(rP12002 (Matrix) Weight: 19 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C= 202/Mechanical, B= 460/0 -5.8, D =77 /Mechanical Max Horz B= 108(load case 5) Max UpliftC=- 65(load case 5), B=-71 (load case 5) Max GravC= 202(load case 1), B= 460(load case 1), D= 154(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B- C=- 114/73 BOT CHORD B -10=0 10 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category It; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint C and 71 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z '~ W I 2 JU 0 0 W W =' J I--.: LL W O LL Q to _. = a I— _ Z I.. Z O. 5. 0 . 0- 0 I_„- W W HU H �O !ll Z U= O �- Z QE03354 J07B I MONO TRUSS 2 s 1-6.0 8.0.0 8.0 1 -6.0 8.0.0 0 -0.7 A LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 Ve rt(LL) -0.20 B -D >468 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.51 Ve rt(TL) -0.49 B -D >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins. ROT CHORD 2 X,4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C= 287 /Mechanical, B= 534/0 -5 -8, D =77 /Mechanical Max Horz 13= 136(load case 5) Max UpliftC=- 93(load case 5), 13=-81(load case 5) Max Grav C= 287(load case 1), 8= 534(load case 1), D= 154(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B =0/53, B- C=- 1471105 BOT CHORD B -D =0/0 sow: NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint C and 81 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �: w�eetvrxrx�: Z q � W JU UO fn 0 W =. CO U- W O. J U- co n. 0 W ZI-- !— O W F- 5 U� O -_ W UJ LL O . Z . W 0 C0 H X. O Z Job Truss Truss Type Qly QE03354 J07C MONO TRUSS Ply TJob 2 feren ce (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:50:59 2005 Page 1 i .1.6.0 B -0 -0 10.0.7 1.6.0 8 -0.0 2.0.7 D scw. 1:m. C e.00rif e A E 8.0 -0 8.0.0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.20 B -E >468 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 B -E >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 DF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) D =81 /Mechanical, B= 533/0 -5 -8, E= 77 /fechanical, C= 367/0 -5 -8 Max Horz B= 164(load case 5) Max UpliftD=- 26(load case 5), B=- 66(load case 5), C=- 120(load case 5) Max GravD= 81(load case 1), 6= 533(load case 1), E= 154(load case 2), C= 367(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B- C=- 147/104, C- D= -29/29 BOT CHORD B -E =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint D, 66 lb uplift at joint B and 120 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard•ANSI/TPI 1. LOAD CASE(S) Standard _ _. �� 1 :.tw.f4::N.x:Jk..�:::�;:�Cti�n a.V.'siS.Di.+a:��s.s m+A' ?ar: •:1 :H«tii::w3 • WvNWUI�SCLl' C S:t�frl�+ if uiA A?rw <rf Z �W JU UO Cl) 0 CO LLI J � S2 LL W O LL Q Z V F. T W i Z �.. H O. Z H W 5 U� ON C F- WW U H — u. O �Z U= O Z r. . i :s i Job T'u s Truss Type Qty Ply 0 0 ti QE03354 MONO TRUSS 2 1 Job Refere (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:51 :00 2005 Page 1 � .1-6-0 r 8'0'0 - -- - - - -- - — 12.0.7 1.6.0 8.0.0 4.0.7 c 9er. • tsa. e 6.00 rf Dig a E F 8 -0 -0 8.0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.20 B -E >468 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 B -E >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0.0 oc bracing. REACTIONS (lb /size) D= 161 /Mechanical, 13= 533/0 -5 -8, E= 77IMechanicai, C= 447/0 -5 -8 Max Horz B=191 (load case 5) Max UpliftD=- 53(load case 5), B=-51 (load case 5), C=- 147(load case 5) Max Grav D=161 (load case 1), B= 533(load case 1), E= 154(load case 2), C= 447(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 147/104, C- D= -58/58 BOT CHORD B -E =0 /0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires-plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint D, 51 lb uplift at joint B and 147 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joints) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z }^ W � .J U UO CO 0 J F=— N U. WO J U_ co :3 2 F- W Z = f" Z Off, W U ON 0 I-- W LL H tl. O .Z W N O Z t Job Truss Truss Type Qty Ply 00 , OE03354 J07E MONO TRUSS 2 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek industries, Inc. Wed Mar 2311:51:00 2005 Page 1 .1.6 -0 1 - - -0.0 -- 12.0A 1 1.6 -0 8.0.0 4.0.0 2 -0 -7 E 0 tr.00(ri c e ' F 8.0 -0__ 8.0.0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.20 B -F >468 240 MI120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 B -F >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 DF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) E =81 /Mechanical, B= 533/0 -5 -8, F =77 /Mechanical, C= 44610 -5 -8, D= 241/0 -5 -8 Max Horz B= 219(load case 5) Max UpliftE=- 26(load case 5), B=- 37(load case 5), C=- 147(load case 5), D=- 79(load case 5) Max Grav E= 81(load case 1), B= 533(load case 1), F= 154(load case 2), C= 446(load case 1), D= 241(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 166/104, C -D =- 68/57, D- E= -29/29 BOT CHORD B -F =010 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint E, 37 lb uplift at joint B, 147 lb uplift at joint C and 79 ib uplift at joint D. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard rtara+ 1 Z t> W W D JU 0 0, U) W = J � CO U_ W } O r . 9:3 U- Q C W Z i>•— ZO W LU U� 0 �. D H WW 0 : W Z 0 CO. 0 Z J07F MONO TRUSS 6,100 s Sep 17 2004 MITek Industries, Inc. LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.20 B -G >468 240 MII20 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 B -G >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 F n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 36 lb LUMBER BRACING TOP CHORD 2 X 4 DF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puriins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -M oc bracing. REACTIONS (lb /size) F= 161/Mechanical, B= 533/0 -5 -8, G =77 /Mechanical; C= 446/0 -5-8, E= 321/0 -5 -8 Max Horz B= 246(load case 5) Max UpliftF=- 53(load case 5), B=- 23(load case 5), C=- 147(load case 5), E=- 105(load case 5) Max Grav F=1161 (load case 1), 13= 533(load case 1), G= 154(load case 2), C= 446(load case 1), E=321 (load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0/53, B -C =- 197/104, C -D= -9910, D -E =- 93/57, E -F= -58/58 BOT CHORD B -G =0/0 scA - NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint F, 23 lb uplift at joint B, 147 lb uplift at joint C and 105 lb uplift at joint E. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, E. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1. LOAD CASE(S) Standard ���: y :� ,���. ....., a;�,.; :,�.wa�.. _o:.,,.�,•, ,. ,.,vim >..�.,. ,.�a.,�:.:� ...w....... -1-6.0 8.0.0 12.0 -0 16.0.7 1.6.0 8 -0.0 4.0.0 4.0.7 Z lZ . Q � Q JU UO Cl) 0 J :r CO IL W O �J U Q CO = �W Z I... 11- Z F-- 2 j. U0 ON 0 I—. WW F— FU--. O W Z U CO O H- Z e -0.0 r : Job Truss Truss Type Qty Ply 00 QE03354 J07G MONO TRUSS 2 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:51:00 2005 Page 1 1 1-0 00 6 -0 -7 _,_ _ 8.0.0 1 -6.0 6.0 -7 a 1.11.9 scr. • u�u. e.00r+y a � o 6-0 -7 8.0-0 6.0.7 1.11.9 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) Vdefi Vd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.20 B -D >468 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 B -D >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a We BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 19 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0.0 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing. REACTIONS (lb /size) C= 202/Mechanical, B= 460/0 -5 -8, D =77 /Mechanical Max Harz B= 108(load case 5) Max UpliftC=- 65(load case 5), B=-71 (load case 5) Max Grav C= 202(load case 1), B= 460(load case 1), D= 154(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0153, B- C=- 114/73 BOT CHORD B -D =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint C and 71 lb uplift at joint B. 6) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z ,Ir W Q � Q 2 . JU UO fn o . W= J � LL WO Q� U. Q _ CY, �W Z F- Z O. W W U� O F- W W � cJ O Z• W Z 0 i.. i �i { �S i' t 4 l i f i 0 QE03354 IJ07H I MONO TRUSS 12 1 1 , Ia WA 6,100 s Sep 17 •1.6.0 B -0.0 8 -0 1.6 -0 8 -0.0 0 -0-1 7 I LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.20 B -D >468 240 TCDL 15.0 lumbar Increase 1.15 BC 0.51 Vert(TL) -0.49 B -D >187 180 BCLL 0.0 Rep Stress Incr YES WB . 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 DF 2100F 1.8E BOT CHORD 2 X 4 HF 1650F 1.5E REACTIONS (lb /size) C= 287 /Mechanical, B= 534/0 -5 -8, D =77 /Mechanical Max Horz B= 136(load case 5) Max UpliftC=- 93(load case 5), B=-81 (load case 5) Max Grav C= 287(load case 1), B= 534(load case 1), D= 154(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 147/105 BOT CHORD 13-13=010 PLATES GRIP M1120 185/148 Weight: 24 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. scow: NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint C and 81 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and 8802,10.2 and referenced standard ANSIRPI 1. LOAD CASE(S) Standard ..... v ......,� _... a'1.:... ......._ .. ...., ...�. -. ... - � . 4 : -x -.+ .,.....L:.. Lj{ ...,.. ,- (....... tiA.lw.awVL::. .+SJ. ur::iLiu` :'l -i.S• +u..l.4uivuw.�>e ..;w. 23 11:51:00 I Z } Z J tJ UO CO) o W= J � N L W O. 9 L L N T_ 0/•y i V I^ W . Z I... F- O W 5 U� ON. D H WW F- F LL O: Z W CO O 2 8 -M 8 -0 .Job % Truss Truss Type Qty Ply 00 QE03354 J071 MONO TRUSS 2 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:51:012005 Page 1 .1.6.0 8.0 -0 10 -0.7 1.6.0 8.0.0 2.0.7 0 C e.00 2 a . A E 8.0.0 i 8.0.0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.20 B -E >468 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 B -E >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 DF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puriins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D=81 /Mechanical, 8= 53310 -5 -8, E =77 /Mechanical, C= 367/0 -5-8 Max Horz B= 164(load case 5) Max UpliftD=- 26 (load case 5), B=- 66(load case 5), C=- 120(load case 5) Max Grav D= 81(load case 1), B= 533(load case 1), E= 154(load case 2), C= 367(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 147/104, C- D= -29/29 BOT CHORD B -E =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint D, 66 lb uplift at joint B and 120 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z ;= Z IY W D J U. 0 N 0 C0 UJ J H (1) U W O F } — 9-J' LL- Q c ) i C W Z F.... ! O Z H 5 U� ON 0 I-- W W O •. Z W CO O Z C, Job Truss Truss Type Qty Ply 00 QE03354 J07J MONO TRUSS 2 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 a Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:51:01 2005 Page 1 -1 -6.0 8.0.0 12.0.7 1.6.0 8.0.0 4.0.7 ° ll euN • 1:17. C a 0 iz B E 8.0.0 B -0.0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.20 B -E >468 240 MII20 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 B -E >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 DF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) D= 161 /Mechanical, B= 533/0 -5 -8, E =77 /Mechanical, C= 447/0 -5 -8 Max Horz B= 191(load case 5) Max UpliftD=- 53(load case 5), B=-51 (load case 5), C=- 147(load case 5) Max Grav D=1 61 (load case 1), B= 533(load case 1,), E= 154(load case 2), C= 447(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B- C=- 147/104, C -D= -58/58 BOT CHORD B -E =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category Ii; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint D, 51 lb uplift at joint B and 147 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 7) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z J— W IX W� J Ui UO, N co LU J = CO U W LL a r d = W F— O Z F- LU L) O S o F- UJI LU HU u- O Z W CO 0 N O Z r.� F +l ;i i Job Truss Truss Type Qty Ply 00 QE03354 J07K MONO TRUSS 2 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 a Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:5101 2005 Page 1 .1.6 -0 1 8.0.0 12.0.0 14 -0.7 1.6.0 8.0.0 4 -0.0 2.0.7 acWs 1: 30. 0 6.0013 a A F 8.0.0 8.0.0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.20 B -F >468 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 Be 0.51 Vert(TL) -0.49 B -F >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Code IRC2003JTP12002 (Matrix) — Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -M oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) E =81 /Mechanical, B= 533/0 -5 -8, F =77 /Mechanical, C= 446/0 -5 -8, D= 241/0 -5 -8 Max Horz B= 219(load case 5) Max UpliftE=- 26(load case 5), B=- 37(toad case 5), C=- 147(load case 5), D=- 79(load case 5) Max GravE= 81(load case 1), 8= 533(load case 1), F= I54(load case 2), C= 446(load case 1), D=241 (load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 166/104, C -D =- 68/57, D -E= -29/29 SOT CHORD B -F =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf, BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint E, 37 lb uplift at joint B, 147 lb uplift at joint C and 79 lb uplift at joint D. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 7) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z 1" Z U.J 7— JU 00 (0 0. CO LU� J H N LL W O J U- co c = W H ZF H- O Z F-, 25 U0 co o LU = U. IL O Z' LU L) . }'- Z Job TJO Truss Type Qty Ply 00 QE03354 , MONO TRUSS 2 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 2311:51:01 2005 Page 1 - 1.6 -0 8.0.0 — _ 12.0 -0 16 -0-7 1 -6.0 8.0.0 4.0.0 4 -0.7 F ae W • t:u. e.00rff ' E D C a o 8.0-0 8 -0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.20 B -G >468 240 MI120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 B -G >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 F n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 36 lb LUMBER BRACING TOP CHORD 2 X 4 DF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) F= 161 /Mechanical, B= 533/0 -5 -8, G =77 /Mechanical, C= 446/0 -5-8, E= 321/0 -5 -8 Max Horz B= 246(load case 5) Max UpliftF=- 53(load case 5), B=- 23(load case 5), C=- 147(load case 5), E=- 105(load case 5) Max Grav F=161 (load case 1), B= 533(load case 1), G= 154(load case 2), C= 446(load case 1), E=321 (load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 197/104, C -D= -99/0, D -E =- 93/57, E -F= -58/58 SOT CHORD B -G =010 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint F, 23 lb uplift at joint B, 147 lb uplift at joint C and 105 lb uplift at joint E. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, E. 7) This truss Is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ZZ Z. i W. C. UO (n o co UJI J = U) LL W O J 5- ?. N lY. = W Z F - Z O0 . W U� O N a F- =U L1 O -• Z W U= O Z Job Truss Truss Type Qty Ply 00 QE03354 J07M MONO TRUSS i i Job Referen (op tional ) BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:51:02 2005 Page 1 -1.6.0 , 8-0-0 _ , 16.0 -0 ,17-2 -11, 1.6 -0 8.0.0 4.0 -0 4 -0.0 1.2 -Ij ew. - 1:45. eoorff p �� E 0 e A H I 8.0.0— — 1 8.0.0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.20 B -H >468 240 M1120 185/148 TCDL 15.0 Lumber increase 1.15 BC 0.51 Vert(TL) -0.49 B -H >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 G n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E 'Except' TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins. T1 2 X 4 DF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. BOT CHORD 2 X 4 HF 1650F 1.5E REACTIONS (lb /size) G =49 /Mechanical, B= 533%0 -5-8, H =77 /Mechanical, C= 446/0 -5-8, E= 320/0 -5 -8, F= 209/0 -5 -8 Max Horz B= 262(load case 5) Max UpliftG=- 16(load case 5), B=- 14(load case 5), C=- 148(load case 5), E=- 104(load case 5), F=- 68(load case 5) Max GravG= 49(load case 1), B= 533(load case 1), H= 154(load case 2), C= 446(load case 1), E= 320(load case 1), F= 209(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 215/104, C -D =- 117/0, D -E =- 110/57, E -F =- 57!57, F -G= -18/18 BOT CHORD B -H =0 /0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf, BCDL= 3.Opsf Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint G, 14 lb uplift at joint B, 148 lb uplift at joint C, 104 lb uplift at joint E and 68 lb uplift at joint F. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, E. F. 7) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z Z W U. U O: N 0 W W J � CO LL W 0 J LL Q N CY W Z F— Z O W U CO 0 F^ W U1 -O .• Z W U N H H. Z f ., r ;1 i Job Ttii QE03354 J08 — 9 ' m - C WEST, Tacoma WA 1.8.0 6.00(2 B LOADING (psf) SPACING. ' 2 -0 -0 TCLL 25.0 Plates Increase 1.15 TCDL 15.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E MONO TRUSS 12 1 I Job Reference (optional) 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:51 :02 2005 Page 1 4.0.7 8 -0 -0 4.0.7 3 -11 -9 0 4.0 -7 8 -0.0 4.0 -7 3 -11 -9 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TC 0.22 Vert(LL) -0.20 B -D >468 240 M1120 185/148 BC 0.51 Vert(TL) -0.49 B -D >187 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) Weight: 17 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4 -0 -7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C= 110/Mechanical, B= 392/0 -5 -8, D =77 /Mechanical Max Horz B=81 (load case 5) Max UpliftC=- 33(load case 5), B=- 64(load case 5) Max GravC= 110(load case 1), B= 392(load case 1), D= 154(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0/53, B- C= -84/39 BOT CHORD B -D =0/0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint C and 64 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z Z a , W .J U UO Cl) C3. CO W J = H CO LL WO U Q CO = d 0 Z F— W Dp U O CO � H W W'. LL O .. Z W U= O Z Job Truss Truss Type Qty Ply 00 QE03354 J08A MONO TRUSS 1 1 Job Reference (optional EMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11 :51:02 2005 Page 1 8.0 -0 12.0.0 I 18.0 -0 17.2 -111 1.6.0 8.0.0 4.0.0 4.0.0 1.2 -'Ij ecW • 1:16. e.o6R'F 0 F ' E D e e A J 1 8.0-0 8 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.01 1 -J >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.02 I -J >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code IRC20031TP12002 (Matrix) Weight: 41 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -M oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) H =49 /Mechanical, B= 538/0 -5 -8, 1= 235 /Mechanical, D= 284/0 -5 -8, F= 320/0 -5 -8, G= 209/0 -5-8 Max Horz B= 262(load case 5) Max UpliftH=- 16(load case 5), B=- 16(load case 5), 1=- 30(load case 5), D=- 92(load case 5), F=- 104(load case 5), G=- 68(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 524/0, C -D =- 174/42, D -E =- 117/0, E -F =- 106/57, F -G =- 57/57, G -H= -18/18 BOT CHORD B- J=- 77/396, I -J =- 77/396 WEBS C- J= 0/190, C -I =- 444/87 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category Ii; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint H,16 lb uplift at joint B, 30 lb uplift at joint I, 92 lb uplift at joint D, 104 lb uplift at joint F and 68 lb uplift at joint G. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, F, G. 7) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I Z 1� Z W J JU 0 to 0 W= J � CO O W }. �J U— Q 3: F- _ LLI Z� F- O Z F- W W U� ON 0 1•-. WW F �. IL O Z W CO O Z 4 I 3 7 i 7 Job Truss Truss Type Qty Ply 00 OE03354 M01 MONO TRUSS 10 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 a Sep 17 2004 MITek Industries, Inc, Wed Mar 23 11:51:02 2005 Page 1 -1.6.0 • 7.6 -0 1.6.0 7.6 -0 eka. • t:u. e.00 I e A — 7-6 7 -6-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.14 B -D >614 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.34 B -D >246 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 21 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C= 265 /Mechanical, 8= 50710 -5 -8, 0= 7010 -5 -8 Max Hors B= 129(load case 5) Max UpliftC=- 86(load case 5), B=- 80(load case 5) Max Grav C= 265(load case 1), 6= 507(load case 1), D= 141(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 138/96 BOT CHORD B -D =0 10 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint C and 80 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI[TPI 1. LOAD CASE(S) Standard 1 - : i Z W � JU U O Cl) C3 C0 W W = F-' CO U_ WO 6L Q CO h V.- � \ W . // Z f-- I— O Z 1•-' W LLJ Dp U 'O N H WW F- u. O . --Z W U= O Z "i c} ;2 Job Truss Truss Type Qty Ply 00 QE03354 T01 COMMON 2 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:51:03 2005 Page 1 , -1.8.0 , 6.1 -5 11 -8.3 1 17 -3.0 22.9.13 28.4.11 34.6.0 , 1.6.0 6 -1.5 5.6.13 5.6 -13 5 -6.13 5 -6.13 6 -1 -5 sew. • 1:671 f e 00 i E 0 0 � H e HI I A M l N J 2-0-02-? 10 -1 -15 17 -3 -0 26 -0 -5 34.3 -8 34 -o ' 2-0-00-2-12 7 -11 -3 7 -1 -1 8 -9 -5 8 -3 -3 0 -2 -8 Plate Offsets X YY [B:0-8-0.0-0-61,[1:0-10-0,0-0-10 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.13 J -L >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.43 J -L >908 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.13 1 n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 145 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -6 -8 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: WEBS 2 X 4 HF Stud 6 -0 -0 oc bracing: B -N. WEBS 1 Row at midpt G -L, C -N REACTIONS (lb /size) 1= 1601/0 -3 -0, N= 1957/0 -5 -8 Max Horz N= I30(load case 5) Max Upliftl=- 155(load case 6), N =- 253(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/51, B -C =- 235/593, C -D =- 2168/170, D -E =- 2064/190, E -F =- 1785/215, F -G =- 1784/200, G -H =- 2703/285, H -I =- 2985/293 BOT CHORD B -N= -436/269, M -N =- 193/1751, L -M =- 143/1830, K -L =- 91/2034, J -K =- 91/2034, 1 -J =- 210/2589 WEBS C -M= 0/169, E -M= 0/201, E -L =- 521/131, F -L =- 101/1053, G -L =- 783/179, G -J= -06/605, H -J =- 425/139, C -N =- 27451418 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint I and 253 lb uplift at joint N. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z ;H W Q � C J U 00, U CO UJI J H N U_ W O. L Q C �W Z = H 1- O W f- W �a U O N. :0 E— W W U -O ..Z W U O Z Job Truss Truss Type Qty Ply 00 QE03354 T02 COMMON 5 1 Job Referenc (optional) BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 2311:51:03 2005 Page 1 6.1.5 11.8.3 17.3.0 22.9.13 284.11 34.6 -0 1.6 -0 6.1.5 5.6.13 5.6 -13 5.6.13 5.6 -13 6.1.5 &dM • 1:67. F 8,00 lif E 0 � H 1 e A M L K J 8 -10.12 17 -3.0 25 -7-4 34 -3 -8 344 1 8 -10 -12 84.4 8-4-4 8.84 0 -2 -8 Plate Offsets KY : [B:0-10-4.0-0-141,11:0-104,0-0-14 LOADING (psf) SPACING 2 -0 -0• CSI DEFL in (loc) Vdafl Ltd PLATES GRIP' TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.16 L >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.49 I -J >841 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 139 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-4 -7 oc pudins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpt E -L, G -L REACTIONS (lb /size) 1= 1704/0 -3 -0, B= 1849/0 -5 -8 Max Horz 8= 130(load case 5) Max Uplifti=- 161 (load case 6), B=- 214(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 3162/287, C -D =- 2837/260, D -E =- 2733/272, E -F =- 2012/225, F -G =- 2012/222, G -H =- 2882/288, H -I =- 3200/306 BOT CHORD B -M =- 304/2712, L -M =- 195/2223, K -L =- 109/2240, J -K =- 109/2240, I -J =- 222/2781 WEBS C -M =- 3951130, E -M= 45/523, E -L =- 763/171, F -L =- 112/1254, G -L =- 787/177, G -J =- 59/567, H -J =- 436/141 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint I and 214 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. LOAD CASE(S) Standard Z �~ W JU UO U) 0. co U.11 J � CO LL, W O LL L C W H Z �.- F- O Z f- � f) �0 U O� 0 H WW Ir- U tL O .. Z U � H = b H Z Job Truss Truss Type Qty Ply 00 QE03354 T03 COMMON 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Mar 23 11:51:04 2005 Page 1 1 .1-6-0. 6 -1.5 11 -8.3 17.3.0 22.9.13 28 -4 -11 34.6.0 PH I 1.8-0 6.1 -5 5.6 -13 5.6 -13 5 -6.13 5.6 -13 6.1 -5 1 -6.0 aew. t:e0. F e 00 t"i'F E U O N e � KI O N M L 8 -10 -12 17.3-0 25.74 34 -6-0 8 -10 -12 8.44 84-4 8-10 -12 Plate Offsets MY): : B:0 -10-4 0 -0 -14 J:0 -10-4 0 -0 -14 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.15 N >999 240 M1120 185/148 TCDL 1510 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.44 N -0 >921 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.16 J n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 141 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -6 -10 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpt E -N, G -N REACTIONS (lb /size) B= 1840/0 -5 -8, J= 1840/0 -5 -8 Max Horz B=- 122(load case 6) Max UpliftB=- 213(load case 5), J=- 213(load case 6) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 3143/286, C -D =- 2818/259, D -E =- 2714/271, E -F =- 1993/221, F -G =- 1993/221, G -H =- 2714/271, H -I =- 2818/259, 1 -J =- 3143/286, J -K =0/53 BOT CHORD B -O =- 295/2695, N -O =- 186/2206, M -N =- 99/2206, L -M =- 99/2206, J -L =- 173/2695 WEBS C -O =- 395/130, E -0 =45/523, E -N =- 763/171, F -N =- 108/1239, G -N =- 763/171, G -L =- 45/523, I -L =- 395/130 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable and zone; cantilever left and right exposed ; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint B and 213 lb uplift at joint J. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard Z '~ W 1.1.. C L JU UO to 0 J = I.- CO LL W IL a CO i C1 W. 11- Z 1-- W W U� ON C3 H WW LL — 0 .Z W U Z, O Z f Z '~ W 1.1.. C L JU UO to 0 J = I.- CO LL W IL a CO i C1 W. 11- Z 1-- W W U� ON C3 H WW LL — 0 .Z W U Z, O Z Job Truss Truss Type Qty . Ply 00 OE03354 GR04 CAL. HIP 1 2 Job Referenc (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:46 2005 Page 1 I -1.6.0 3.11.5 7.6.12 7 -1005 124.14 17 -3-0 i— 22 -1 -2 26.7.1 26 114 3� 0.6.11 32.5 -4 , 34.6 -0 ,36 -0.0 1.6.0 3.11.5 3.7.7 0.4.3 4 -5.15 4.10.2 4.10 -2 4.5.15 0.4.3 3 -7.7 1.10 -9 2 -0.12 1.6.0 axw • t:e1. D W x E Y 2 F AA AB a AC AO E e.00ra C K AF AO T AH AI AJs AK AL R O AM AN P AO AP ADD AR N M 2.0- 02.2,12 7-6 -12 124.14 1 17 -3 -0 1 22 -1 -2 ,_ _ ___ 26 -114 , 30.6 -11 32 -54 i 2.0- 00.2 -12 54-0 4 -10 -2 4 -10 -2 4 -10 -2 4 -10 -2 3 -7.7 1 -10 -9 2 -0 -12 Plate Offsets X H:0 -5 -1 1 Ed a [K:0-5-6,0-3-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.32 P -R >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.75 P -R >515 180 M1118H 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.20 K n/a n/a BCDL 10.0 Code iRC2003ITP12002 (Matrix) Weight: 313 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -11 -2 oc purlins. BOT CHORD 2 X 4 DF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2 X 4 HF Stud 6 -0 -0 oc bracing: B -U. WEDGE Right: 2 X 4 HF Stud REACTIONS (lb /size) U= 5099/0 -5 -8, K= 4535/0 -5 -8 Max Horz U=- 63(load case 6) Max UpliftU=- 1165(load case 5), K=- 995(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -13=0/51, B -C =- 198/483, C -D =- 7168/1663, D -V =- 9888/2358, V -W =- 9888/2358, W -X =- 9888/2358, E -X =- 9888/2358 , E- Y=- 9888/2358, Y -Z =- 9888/2358, F- Z=- 9888/2358, F- AA=- 10602/2504, AA -AB =- 10602/2504, G- AB=- 10602/2504, G- AC=- 10602/2504, AC- AD=- 10602/2504, AD- AE=- 10602/2504, H -AE =- 10602/2504, H -I =- 8764%1998, I -J =- 8451/1847, J- K=- 8655/1859, K -L =0/53 BOT CHORD B- U=- 386/228, U -AF =- 874/3780, AF -AG =- 874/3780, T- AG=- 87413780, T -AH =- 149716522, AH -AI =- 149716522, AI -AJ =- 1497/6522, S -AJ =- 1497/6522, S -AK =- 2688/11467, AK -AL =- 2688/11467, R -AL =- 2688/11467, Q -R =- 2688/11467, Q -AM =- 2688/11467, AM -AN =- 2688/11467, P -AN =- 2688/11467, P -AO =- 1765/7971, AO -AP =- 176517971, AP- AQ=- 1765/7971, O -AQ =- 1765/7971, O- AR=- 1568/7465, N -AR =- 1568/7465, M -N =- 156817465, K- M=- 1568/7465 WEBS C -T =- 722/3028, D -T =- 1141/364, D -S =- 1074/4332, E -S =- 1243/394, F -S =- 2014/500, F -R= 0/566, F -P =- 1154/323, G -P =- 1227/389, H -P =- 882/3442, H -0= 45/406, 1.0 =- 270/736, I -N =- 131/123, C -U =- 6321/1496, J -M =- 48/280 NOTES 1) 2 -ply truss to be connected together with 10d Common(. 148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -7 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1165 lb uplift at joint U and 995 lb uplift at joint K. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 Z ~ W tY �, JU U CO C W G L (n CY = W }— _ Z� HO Z !— LU 5 U :O CO .0 F-. WW �U U _ O .. Z W U= O Z Job Truss Truss Type Qty Ply 00 QE03354 GR04 CAL. HIP 1 2 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:46 2005 Page 2 NOTES 11) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7121b down and 2091b up at 7 -8 -8, 2071b down and 861b up at 8 -0 -12, 2871b down and 1131b up at 10 -0 -12, 3671b down and 1391b up at 12 -0 -12, 3661b down and 1391b up at 14 -0 -12, 3661b down and 1401b up at 16 -0 -12, 3661b down and 1401b up at 17 -3 -0, 3661b down and 1401b up at 18 -5 -4, 3661b down and 1391b up at 20 -5 -4, 3671b down and 1391b up at 22 -54, 2871b down and 1131b up at 24 -54, and 2071b down and 861b up at 26 -5 -4, and 7121b down and 2091b up at 26 -9 -8 on top chord, and 1181b down and 421b up at 2 -0 -12, 1141b down at 4 -0 -12, 1141b down at 6 -0 -12, 1141b down at 8 -0 -12, 1141b down at 10 -0 -12, 1141b down at 12 -0 -12, 1141b down at 14 -0 -12, 1141b down at 16 -0 -12, 1141b down at 17 -3 -0, 1141b down at 18 -5-4, 1141b down at 20.5 -4, 1141b down at 22-5-4,1141b down at 24-5-4,1141b down at 26 -5-4, 1141b down at 28 -5 -4, and 1141b down at 30 -5 -4, and 1121b down at 32 -5 -4 on bottom chord. The design /selection of such special connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1. 15, Plate Increase= 1.15 Uniform Loads (plf) Vert: A- D = -80, D- H = -80, H- L = -80, B -K = -20 Concentrated Loads (Ib) Vert: D=- 712(B) H =- 712(8) R= -57(F) F=- 366(F) N= -57(F) U= -59(F) M= -56(F) V=- 207(F) W=- 287(F) X=- 367(F) Y=- 366(F) Z=- 366(F) AA=- 366(F) AB=- 366(F) AC=- 367(F) AD=- 287(F) AE=- 207(F) AF= -57(F) AG= -57(F) AH= -57(F) AI= -57(F) AJ= -57(F) AK= -57(F) AL= -57(F) AM= -57(F) AN= -57(F) AO= -57(F) AP= -57(F) AQ= -57(F) AR= -57(F) Z =Z W WI .J U U Q. W =" N LL. W O J. LL. Q co) d.. = W Z F- F- O; Z F- W �Q O N. WW �' O iLl Z U =; O Z S Job Truss Truss Type qty Ply 00 QE03354 GR05 CAL. HIP 1 2 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50;47 2005 Page 1 ,-1 - 2.0.12 3 -11.5 , 7-6 -12 7 -1005 12 -4.14 17 -3.0 22 -1.2 26 -7 -1 26,11.4 30.6.11 32.5 -4 , 34.6 -0 ,36.0.0, 1.6.0 2.0.12 1 -10 -9 3.7.7 0-4.3 4.5.15 4 -10 -2 4.10.2 4.5 -15 0.4 -3 3.7.7 1.10.9 2.0.12 1 -6 -0 scow 141. E Y Z F M AB O AC AO H AE AF AO S.00rrf -- D J C K 5 L �A M W V AH U AI AJ TAK AL AM S R AN AO O AP AO ARP AS O N X 2.012 3 -11 =5 T 7 -6-12 1 12.4 -14 17 -3 -0 22 -1 -2 1 26 -11 -4 1 30.6.11 1 32 -5-4 34-6 -0 2 -0 -12 1 -10 -9 3-7.7 4.10.2 4.10.2 4 -10 -2 4.10 -2 3.7 -7 1 -10 -9 2 -0.12 Plate Offsets X Y : 6:0 -0 -7 Ede E:0 -2 -15 Ede 1:0 -2 -15 Ed a [K:0-0-0,0-0-01, L:0 -0 -7 Ed e LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.39 S >999 240 M1120 185/148 TCDL 15.0 • Lumber Increase 1.15 BC 0.76 Vert(TL) -0.93 Q -S >439 180 M1118H 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.25 L n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 311 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3 -7 -9 oc purlins. BOT CHORD 2 X 4 DF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) B= 4811/0 -5 -8, L= 4811/0 -5 -8 Max Horz B= 63(load case 5) Max Up11flB=- 1039(load case 5), L=- 1039(load case 6) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 9223/1950, C -D =- 9009/1937, D -E =- 9374/2096, E -X =- 11500/2650, X -Y =- 11500/2650, Y -Z =- 11500/2650, F -Z =- 11500/2650, F- AA=- 11500/2650, AA -AB =- 11500/2650, G -AB =- 11500/2650, G -AC =- 11500/2650, AC -AD =- 11500/2650, H -AD =- 11500/2650, H -AE =- 11500/2650, AE -AF =- 11500/2650, AF -AG =- 11500/2650, I -AG =- 11500/2650, I -J =- 9374/2096, J -K =- 9009/1937, K -L =- 9223/1950, L -M =0/53 BOT CHORD B -W =- 1706/7959, V -W =- 170617959, V -AH =- 1706/7959, U -AH =- 170617959, U -AI =- 1883/8527, AI -AJ =- 1883/8527, AJ -AK =- 1883/8527, T -AK =- 1883/8527, T -AL =- 2899/12726, AL -AM =- 2899/12726, S- AM=- 2899/12726, R -S =- 2899/12726, R -AN =- 2899/12726, AN -AO =- 2899/12726, Q -AO =- 2899/12726, Q -AP =- 1855/8527, AP -AQ =- 1855/8527, AQ -AR =- 1855/8527, P -AR =- 1855/8527, P- AS=- 1648/7959, O- AS=- 164817959, N -O =- 1648/7959, L- N=- 1648/7959 WEBS D -V =- 153/108, D -U =- 281/806, E -U =- 70/389, E -T =- 955/3875, F -T =- 1223/389, G -T =- 1608/400, G -S =- 12/624, G -Q =- 1608/400, H -Q =- 1223/389, I -Q =- 955/3875, I -P =- 70/389, J -P =- 281/806, J -0 =- 153/108, C -W =- 52/301, K -N =- 52/301 NOTES 1) 2 -ply truss to be connected together with 10d Common(. I 48"x3") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -7 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row 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 (8) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind; ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 2x4 M1120 unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1039 lb uplift at joint B and 1039 lb uplift at joint L. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 'aiHau bur. Z ~ N W Id. L J U. UO 0 W= I" CO LL WO 9-J La t'A � F. W Z H O Z F- W W U O� 0 1- W W F- lt. O Z W co H O =. ~ Z Job Truss Truss Type Qty Ply 00 OE03354 GR05 CAL. HIP 1 2 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:47 2005 Page 2 NOTES 12) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7121b down and 2091b up at 7 -8.8, 2071b down and 861b up at 8.0 -12, 2871b down and 1131b up at 10 -0 -12, 3671b down and 1391b up at 12 -0 -12, 3661b down and 1391b up at 14 -0 -12, 3661b down and 1401b up at 16 -0 -12, 2041b down and 851b up at 17 -3 -0, 3661b down and 1401b up at 18 -5 -4, 3661b down and 1391b up at 20 -5 -4, 3671b down and 1391b up at 22 -5 -4, 2871b down and 1131b up at 24 -5-4, and 2071b down and 861b up at 26 -5 -4, and 7121b down and 2091b up at 26.9 -8 on top chord, and 1121b down at 2 -0 -12, 1141b down at 4 -0 -12, 1141b down at 6.0 -12, 1 14l down at 8-0-12,1141b down at 10-0-12,1141b down at 12 -0 -12, 1 14l down at 14 -0 -12, 1141b down at 16 -0 -12, 2151b down and 361b up at 17 -3 -0, 1141b down at 18 -5 -4, 1141b down at 20 -5 -4, 1141b down at 22 -5 -4, 1141b down at 24 -5-4, 1141b down at 26 -5 -4, 1141b down at 28 -5 -4, and 1141b down at 30 -5-4, and 1121b down at 32 -5 -4 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A- E = -80, E- 1 = -80, 1- M = -80, B -L = -20 Concentrated Loads (lb) Vert: E=- 712(F) 1=- 712(F) V= -57(B) S=- 215(B) G=- 204(B) 0= -57(B) W= -56(B) N= -56(B) X =- 207(8) Y =- 287(8) Z=- 367(B) AA=- 366(B) AB=- 366(B) AC=- 366(8) AD =- 366(8) AE=- 367(8) AF=- 287(B) AG=- 207(B) AH= -57(B) AI= -57(B) AJ= -57(B) AK= -57(B) AL= -57(B) AM= -57(B) AN= -57(B) AO= -57(B) AP= -57(B) AQ= -57(B) AR= -57(B) AS= -57(B) Z �W J U: U co O D` W =. H N U. W O. IL Q. N� = C� W Z lr. 1--0 Z !— 5 U � O U) WW U 0' Z W U CO) O ~ . .Z Job Truss Truss Type Qty Ply 00 QE03354 GR06 CAL. HIP 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:48 2005 Page 1 - 1 -6 - 2.0.12 5.6 -12 5 -10115 9 -6 -4 1 13.5 -12 17 -1.1 17 -5r4 20 -11-4 23.0.0 24.6.0 I 1 -6.0 2.0 -12 3 -6 -0 0.4.3 3 -7.5 3 -11 -8 3.7.5 04-3 3.6.0 2.0.12 1.6 -0 sir.• �:u. D E a T U F V a.00rt� N C a ' y A O W P % Y O 2 M AB N M AC L AD N 2 -0 -12 5.6 -12 9 -6 -4 13.5 -12 + 17 -5.4 20.11.4 23 -0.0 2 -0.12 3-6.0 3 -11 -8 3 -11 -8 3 -11.8 3.6.0 2 - -12 Plate Offsets X Y: B:Ed a 0 - -2 [G:0-3-0,0- I:Ed a 0 -0 -2 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.19 N -0 >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.49 N -0 >557 180 M1118H 151/147 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.15 1 n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 89 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -5 -12 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 7 -11 -11 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) B= 2002/0 -5 -8, 1= 2003/0 -5 -8 Max Horz B= 52(load case 5) Max UpliftB=- 370(load case 5), 1=- 370(load case 6) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C =- 3592/610, C -D =- 3461/619, D -R =- 4356/851, E -R =- 4356/851, E -S =- 4356/851, S -T =- 4356/851, T -U =- 4356/851, F -U =- 4356/851, F -V =- 3034/568, G -V =- 3034/568, G -H =- 3462/618, H -I =- 3595/610, I -J =0/53 BOT CHORD B -Q =- 533/3087, Q -W =- 533/3087, P -W =- 533/3087, P -X =- 535/3081, X -Y =- 535/3081, 0-Y =- 535/3081, O -Z =- 808/4356, Z -AA =- 808/4356, AA -AB =- 808/4356 , N- AB=-808/4356, M -N =- 80814356, M -AC =- 808/4356, L -AC =- 808/4356, L -AD =- 513/3088, K -AD =- 513/3088, 1 -0- 513/3088 WEBS D -P= 0/286, D -O =- 387/1663, E -0 =- 760/235, F -0 =- 40/42, F -N= 0/329, F -L =- 1703/398, G -L =- 173/1048, C -Q =- 24/205, H -K =- 25/207 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370 lb uplift at joint B and 370 lb uplift at joint I. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 471b down and 41 lb up at 5 -8.8, 1221b down and 581b up at 6 -0 -12, 2431b down and 981b up at 10 -0 -12, 2431b down and 981b up at 11 -6.0, 2431b down and 981b up at 12 -11-4, and 122tb down and 581b up at 16 -11 -4, and 471b down and 411b up at 17 -3 -8 on top chord, and 731b down at 2 -0 -12, 74Ib down at 4 -0 -12, 74Ib down at 6 -0 -12, 74Ib down at 8 -0 -12, 74Ib down at 10 -0 -12, 74Ib down at 11 -6 -0, 74Ib down at 12 -11 -4, 74Ib down at 14 -11 -4, 74Ib down at 16 -11-4, and 74Ib down at 18 -11-4, and 731b down at 20 -11-4 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pif) Vert: A- D = -80, D- G = -80, G- J = -80, B -I = -20 Concentrated Loads (lb) Vert: D= -47(F) G= -47(F) M= -37(B) Q= -37(B) K= -37(B) R =- 122(8) S =- 243(8) T =- 243(8) U =- 243(8) V=- 122(B) W= -37(8) X= -37(B) Y= -37(B) Z= -37(B) AA= -37(B) AB= -37(B) AC= -37(B) AD= -37(B) i � Z Z �WW QQ G JU UO C l) ❑ CO LLI Co LL c W O G LL Q = �W Z IF- O W F^ W 2 ❑. U 0 00 ❑ F— W t1J U LL 0 .Z W U= O Z Job Truss Truss Type Qty Ply 00 QE03354 GROSA JACK 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 2311:50:48 2005 Page 1 -1 -6.0 2.0 -7 6.0.0 , 1.6.0 2.0 -7 3.11.9 scwc 1'•1 C 1 e.00 ff D E F D 1 -1.12 2 -0.7 6 -0 -0 1.1 -12 0 -10 -12 3.11 -9 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.06 B -D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.15 B -D >467 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -7 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C =16 /Mechanical, B= 334/0 -5 -8, D =57 /Mechanical Max Horz B= 53(load case 5) Max UpliftC=- 14(load case 6), B=- 77(load case 5) Max GravC= 16(load case 1), B= 334(load case 1), D= 113(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP'CHORD A -13=0/53, B- C = -71/5 BOT CHORD B- E =0 10, E- F =0/0, D -F =0 /0 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed: MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint C and 77 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPl 1. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291b down and 81b up at 1.9 -11 on top chord, and 1 l up at 2 -0 -12, and 1 l up at 4 -0 -12 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pit) Vert: A- C = -80, B -D = -20 Concentrated Loads (lb) Vert: C= -29(F) E =1(F) F =1(F) i �4 Z - Z �W QQ �2 JU UO W= i �— CO U- . WO iL Q c o Z) = a I— W Z I— �-- O Z H- U� 0 - � F— W lL O Z W U= O H-- Z i 1 i Job Truss Truss Type Qty Ply 00 QE03354 GR06B JACK 1 1 Job Reference (optional) BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:49 2005 Page 1 i— -1 -6.0 2.0 -7 6.0.0 1.6.0 2.0 -7 3.11.9 oar.: t'•1 C e.00(r3' li E F o 1 -1 -12 2-0 -7 6.0.0 1 -1 -12 0 -10 -12 3 -11 -9 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.06 B -D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.15 B -D >467 1S0 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -7 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C =16 /Mechanical, B= 334/0 -5 -8, D =57 /Mechanical Max Horz B= 53(load case 5) Max UpliftC=- 14(load case 6), B=- 77(load case 5) Max GravC= 16(load case 1), B= 334(load case 1), D= 113(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B -C= -71/5 BOT CHORD B -E =010, E -F =010, D -F =0 10 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint C and 77 lb uplift at joint B. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1,1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291b down and 81b up at 1 -9 -11 on top chord, and 11b up at 2 -0 -12, and 1 l up at 4 -0 -12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1. 15, Plate Increase= 1.15 Uniform Loads (plf) Vert: A- C = -80, B -D = -20 Concentrated Loads (lb) Vert: C= -29(B) E =1(B) F =1(B) Z .- Z �W �0 0 0 CO 0 W = H CO W WO 7 9 -1 LL < N _. _ d �- W Z H H O Z I- W LIJ U� O - � F- W a O Z.. W co O Z Job Truss Truss Type Qty Ply 00 1 Q503354 GR07 MONO TRUSS 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:49 2005 Page 1 A-6.0 2.0 -7 6.0.0 1.6.0 2 -0.7 5 -11.9 • ScW • 1:16. C e A 1 -1-12 2.0 -7 1.1 -12 0.10 -12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.07 B -D >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.17 B -D >442 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 19 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -7 oc pudins. BOT CHORD 2 X 6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C= 152/Mechanical, B= 321/8 -0 -0, D= 79/8 -0 -0 Max Horz B= 54(load case 5) Max UpliftC=- 41 (load case 4), B=- 58(load case 5), D=- 36(load case 4) Max Grav C= 152(load case 1), B= 321(load case 1), D= 158(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/56, B- C = -52/3 BOT CHORD B- E =0/0, E- F =0 /0, F- G =0/0, D -G =0 /0 NOTES 1) Wind: ASCE 7 -98; 85mph-, h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint C, 58 lb uplift at joint B and 36 lb uplift at joint D. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291b down and 81b up at 1 -9 -11, and 1001b down and 271b up at 4 -0 -12, and 1801b down and 541b up at 6 -0 -12 on top chord, and 1 l up at 2 -0 -12, and 11b up at 4 -0 -12, and 11b up at 6 -0 -12 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A- C = -80, B -D = -20 Concentrated Loads (lb) Vert: C=- 129(B) E =1(B) F =1(B) G =1(B) .. ....,..., «�.... _ , .........«..a..J.. ....... iw ..Y.'.•w:�.[...:.u.: ...•d:a�..ueJ.M.:'Ct:..+.. ;1Jt..�y.. «u.a:Yi.,- .,.nt,ur: � N««..V.v.�• Dui ,. Z I r ;}--' W 0: JU UQ Cl) C0 W W = CO U_ . WO U. Q C0 = ryry V. �W Z = F— � Z I-- W Uj U� O N 0 1-- W11 H� u. O --Z W U =` 'O h Z Job Truss Truss Type Qty Ply 0 0 QE03354 GROG MONO TRUSS 2 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:49 2005 Page 1 -1.8.0 2.0 -7 8 -0.0 1.6 -0 2.0.7 5.11.9 SaW • 1:16. C 0.00IlT _ B E F O O 1 -1 -12 2-0 -7 8.0-0__ _ —' – 1 -1 -12 0.10 -12 5-11-9 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc} I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.19 B -D >475 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.49 B -D >19O 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0 -7 oc puriins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C= 116 /Mechanical, B= 353/0 -5 -8, D =76 /Mechanical Max Horz B= 53(ioad case 5) Max UpliftC=- 40(load case 6), B=-71 (load case 5) Max Grav C= 116(load case 1), B= 353(load case 1), D= 152(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -13=0/53, B- C = -71/5 BOT CHORD B- E = -O /0, E- F =0/0, F- G =0/0, D- G = -010 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL =4.2psf; BCDL= 3.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical 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 requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at Joint C and 71 Ib uplift at joint B. 6) This truss Is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291b down and 81b up at 1 -9 -11, and 1001b down and 271b up at 4.0 -12, and 1801b down and 541b up at 6.0 -12 on top chord, and 1Ib up at 2 -0 -12, and 11b up at 4 -0 -12, and 11b up at 6 -0 -12 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pit) Vert: A- C =•80, B -D = -20 Concentrated Loads (lb) Vert: C=- 129(F) E=1 (F) F=1 (F) G=1 (F) A ZZ P Z �W �U 0 0 CO 0 W =. I' CO U_ w O LL Q co z �W Z H 11- Z H 5 � Q O N 0 1.— W W U �O W Z: 0- , O Z ZZ P Z �W �U 0 0 CO 0 W =. I' CO U_ w O LL Q co z �W Z H 11- Z H 5 � Q O N 0 1.— W W U �O W Z: 0- , O Z Job Truss Truss Type Qty Ply 00 i. QE03364 GR08A MONO TRUSS 1 1 Job Reference (optional BMC WEST, Tacoma WA 6.100 s Sep 17 2004 MITek Industries, Inc. Wed Mar 23 11:50:50 2005 Page 1 -- -1 -6.0 1 2.0-7 l B -0.0 1 -6.0 2.0.7 5 -11 -9 sew. tta. c am i a A E F O D 1 -1 -12 2 -0.7 B -0.0 1 -1 -12 0 -10 -12 5 -11 -9 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.19 B -D >475 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.49 B -D >190 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -0-7 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) C= 116 /Mechanical, B= 353/0 -5 -8, D =76 /Mechanical Max Horz B= 53(load case 5) Max UpliftC=- 40(load case 6), B=-71 (load case 5) Max Grav C= 116(load case 1), B= 353(load case 1), D= 152(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/53, B- C = -71/5 BOT CHORD B- E =-O /0, E- F =0/0, F- G =0/0, D- G = -O /O NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 4.2psf; BCDL= 3.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical . 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 requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint C and 71 lb uplift at joint B. 6) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291b down and 81b up at 1 -9 -11, and 1001b down and 271b up at 4 -0 -12 on top chord, and 1 l up at 2 -0 -12, and 1 l up at 4 -0 -12, and 11b up at 6 -0 -12 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plo Vert: A- C = -80, B -D = -20 Concentrated Loads (lb) Vert: C=- 129(B) E =1(B) F =1(5) G =1(B) Z �Z W fY 2 D UO Cl) 0 W= CO W WO 9-j LL Q fn = C� �W Z� H O Z I` W �j U � O N` D C~— WW H� LLI Z CO P . Z i Z �Z W fY 2 D UO Cl) 0 W= CO W WO 9-j LL Q fn = C� �W Z� H O Z I` W �j U � O N` D C~— WW H� LLI Z CO P . Z owe MEMO . � � � � � OEM 0 . � � ƒ 2 / . � .��• � ' t OT CE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR KHAN THIS NOTICE I IS DUE TO THE QUALITY OF THE DOCUMENT CITY OF TUKWILA -- BUILDING DIVISION Prescriptive Approach - Simple Form For the Washington State Energy Code (2003 Edition) Climate Zone 1 .. - ....,��`` Building Department Use Only Permit #: Notes: REVIEWED FOR ci III nrmn DIV15 3 Table 6-1 PRESCRIPTIVE REQUIREMENTS 0" FOR GROUP R OCCUPANCY CLIMATE ZONE 1 fT InlimitPri (mina Ontinn OnIO Option Site Information Lot: Door U- Address: J ,� �` Cit _ - Tiy lL t,> i L�A State: LJG Zip: Contact: Slab On Phone: 1 L / ' 7 ' Phone 2: %of Floor Fax: Overhead" Building Department Use Only Permit #: Notes: REVIEWED FOR ci III nrmn DIV15 3 Table 6-1 PRESCRIPTIVE REQUIREMENTS 0" FOR GROUP R OCCUPANCY CLIMATE ZONE 1 fT InlimitPri (mina Ontinn OnIO Option Glazing Area Glazing U- Factor Door U- Ceiling Vaulted Wall Above Wall Int Wall Exe Floor Slab On %of Floor Vertical Overhead" factor Ceiling Grade Below Below Grade Grade Grade III Unlimited Group R -3 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 Occupancy Onl gee the coae text Tor tootnote reterences This project complies with the following: CITY OF U II KWI!_q ✓ The project is a single family residence or duplex. f ✓ The project is wood frame OR all of the insulation is interior or exterior of the framing. MAR 1 4 �LW5 ✓ All building components meet the requirements listed in Table 6 -1, Option III. ✓ The project will meet all other provisions of the WSEC and VIAQ. PERMIT CENTER The project will take advantage of the following exceptions to the prescriptive option: L3 602.6 Exception 1. One door, that is 24 ft. or less, that does not meet the standards is allowed. Location of the door taking this exception ❑ 602.6 Exception 2. Doors with a U- factor of 0.40 allowed without calculations, Option III only. Location of the door(s) taking this exception - Copyright 2002, WSUCEEP02 -056 Copied by permission from the Washington State University Extension Energy Program D0:5 0's Prescriptive — Simple Form — Climate Zone 1 7126/2004 0 Z ~w �0 0 Q w� CO W WO 2� L_ (0d = w �_ Z F- 1•- O Z 1— w w U O - 0H W H� LL- O W Z U= O Z Washington State Energy Code: 2003 Edition, Prescriptive Worksheet Zone 1 Effective 7/1/04 Conditioned Floor Area Glazing Area Area Weighted Feet U- Factor Vertical Glazing Overhead Glazing Door 602.7.2 Exception, Area X 3 Glazing Area Total Glazing To Floor Area Ratio Glazing Area Total / Conditioned Floor Area 602.7.2 Exception Ratio 602.7.2 Glazing Area Total / Condtt one loot Area, not to exceed 1% i Select One Opflon . e .. TABLE 6 -1 PRESCRIPTIVE REQUIREMENTS" FOR GROUP R OCCUPANCY CLIMATE ZONE 1 See code text for footnote references Copyright 2004 WSUEEP 02 -143 Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 7/28/2004 1 of 3 Z = I '~ W JU UO to 0 J = F- U) LL WO LLQ U� = �W Z H ZO U� ON � F- W W H LL 0 .. Z W U_= ~ H O Z Glazin Glazin U- Factor ° Wall' W allis VVaI;' Slab' Option Area Door Ceiling' Vaulted Above 1110 ext Floors on % of Floor Vertical Overhead " U- Factor Ceiling Grade Below Below Grade Grade Grade I. 12 50 0.35 0.58 0.20 R -38 R -30 R15 R -15 R -10 R -30 R -10 15% 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 I R -10 H. 25 0.40 US 0.20 R -38I R -30i R -21,' R -15 R -10 R -30: R -10 Group R -1 U=0.031 U =0.034 U -0.060 U =0.029 and R -2 Occupancies Only I'. Unlimited 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 Group R -3 and R -4 Occupancies Only Unlimited 0.35 0.58 0.20 R -3S 1 R-30/ R-21 ' R -15 R -10 R -30: R -10 Group R -1 U =0.031 U =0.034 U =0.060 U =0.029 and R -2 Occupancies Only See code text for footnote references Copyright 2004 WSUEEP 02 -143 Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 7/28/2004 1 of 3 Z = I '~ W JU UO to 0 J = F- U) LL WO LLQ U� = �W Z H ZO U� ON � F- W W H LL 0 .. Z W U_= ~ H O Z Washington State Energy Code: 2003 Edition, Prescriptive Worksheet Zone 1 Effective 7/1/04 Exterior Doors Plan Component Door Percent Width Height Glazing Door Door ID Descri tion. Ref. U Glazed Qt. Feet inch Feet inch Area Area UA U I I I I I I I I A I =UXA One Exempt Door, If 24 Square Feet or Less. 1 Sum of Area and UA (do not include exempt door) Area Weighted U = UA/Area Vertical Glazing (Windows, Doors using Exception 602.6 #1) Plan Component Glazing Width Height Glazing ID Description Ref. U Qt. Feet Inch Feet Inch Area UA Sum of Area and UA Area Weighted U = UA/Area Copyright 2004 WSUEEP 02 -143 Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) I A I =UXA 7/28/2004 2 of 3 Z Z ~ W UO CO J H S2 tL WO �? � = W H z� z� �5 �0 U ON 0 I— w W U_F- tL O .. Z W UN �_ O Z U Ltv o gle) X /.10 '5 J!, 10 ID td �( to 1, 4 t - 9 ��� �IIVX io It ti I c r 3/(., o x ro kfF I y ie x q eb I e X G to• I `v I Rio 12 S121 ' 322` Sum of Area and UA Area Weighted U = UA/Area Copyright 2004 WSUEEP 02 -143 Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) I A I =UXA 7/28/2004 2 of 3 Z Z ~ W UO CO J H S2 tL WO �? � = W H z� z� �5 �0 U ON 0 I— w W U_F- tL O .. Z W UN �_ O Z Washington State Energy Code: 2003 Edition, Prescriptive Worksheet Zone 1 Effective 7/1/04 Section 602.7.2 Exception, Plan Component ID .' 1 Description Width Height R Feet Feet Area UA A I =UXA I Sum of Area and UA Area Weighted U = UA/Area Width Height Area Qt. Feet in ' Feet � b Area X3 Sum of Area and Area X3 Copyright 2004 WSUEEP 02 -143 Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 7/28/2004 3 of 3 I' . Z H ~ W � QQ 2 . JU 0 U W - r J H CO u W OO J. LL CO O = w F- _ ZH 1--0 Z F- �j U ON 0 i- W U 6 O ..Z W U= O F- Z verhead Glazing lan 'Component Glazing i . f} V F No 1908 May 11, 2005 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Bhupinder Singh 4411 South 146` Street Tukwila, WA 98168 RE: CORRECTION LETTER #2 Development Permit Application Number D05 -095 Singh Residence — 4413 South 146` Street Dear Bhupinder: This letter is to inform you of corrections that must be addressed before your development permit(s) 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 Department. At this time, the Planning, Public Works and Fire Departments have no comments. Building Department: Allen Johannessen, at (206) 433 -7163, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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, please contact me at (206) 433 -7165. Sincerely, StefaA Spencer Permit Technician encl xc: File No. D05 -095 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431.3670 Fax: 206 - 431 -3665 l� Z ;F Z �w �U U cf) U) J S2 U- W O LLQ U :3 z 0 E -. w Z �O Z f- U� ON o�- w uj u- 0 ill Z co O Z ACS MICRO COM SYSTEMS LTD. Z W UO ATTENTION Uj:r No to w N LL W} O J LL Q = O. �W Z F- H O Z I- 2 5 U O� 0 H 2U O .Z W U = Hx ❑ The next image may be a duplicate of the previous image. z . [�, Please disregard previous image. ❑ Please disregard previous 2 images. ❑ Please disregard previous 3 images. ❑ Other: NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. May 11, 00-1 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Bhupinder Singh 4411 South 146` Street Tukwila, WA 98168 RE: CORRECTION LETTER #2 Development Permit Application Number D05 -095 Singh Residence — 4413 South 146 Street Dear Bhupinder: This letter is to inform you of corrections that must be addressed before your development permits) can be approved. All convection requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time, the Planning, Public Works and Fire Departments have no comments. Building Department: Allen Johannessen, at (206) 433 -7163, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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, please contact me at (206) 433 -7165. Sincerely, Stefa Spencer Permit Technician encl xc: File No. DOS - 095 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Z '~ w u� D JU U M CO w W = H U. W� 9.j LL UD T i --. W Z HO Z �-- M5 D� O� W u O Z W N O Z 3 1" j 3 { I i i Building Division Review Memo Date: May 4, 2005 Project Name: Singh residence Permit #: D05 -095 Plan Review: Allen Johannessen, Plans Examiner M A follow -up Building Division plan review has been conducted on the subject permit applications. Only one item of concern remains. Please address the following comment with revised plans, specifications and /or other applicable documentation. 1. The relative flat lot topography and uncertain soil conditions, requires that additional plan detail show how the footing /crawl space drain system will function to prevent the accumulation of water in the crawl space. This may be accomplished with lot plan cross section that demonstrates the gravity flow will discharge water away from the crawl space, / or a soils report identifies how the soil conditions could otherwise dispersed any footing or crawl space water. Should there be questions concerning the above requirements, contact the Building Division at 206-431 -3670. No further comments at this time. I- • Page 1 NO VIVO z Z �- '~ w u� D UO moo CO W J :r N O w� IL j. � =w z �. �— O w I-- LLI U .0 .0 f- W W. L o ..z w UN O� z April 00 C ity of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Bhupinder Singh 4411 South 146 Street Tukwila, WA 98168 RE: CORRECTION LETTER #1 Development Permit Application Number D05 -095 Singh Residence — 4413 South 146 Street Dear Bhupinder: This letter is to inform you of corrections that must be addressed before your development permits) 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 Department. At this time, the Planning, Public Works and Fire Departments have no comments. Buildins Department: Allen Johannessen, at (206) 433 -7163, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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 Hurst be made in person and will not be accepted through the mail or by a messenker service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefan Spencer Permit Technician encl xc: File No. D05 -095 sks Page I T:\Links\Docs \D05- 095 \D05 -095 - Correction Letter #I.DOC 04/28/05 4:36 p.m. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 _ _ ...i". v_i:a.�ii ni,:. t....w,t,::v�o:..N_,.{«ni:.d,o i.,J::., w;i;%= .n.v.i:ti:.: wur..,ur�o..,..r6t. +. .e,.vw.w•snka.•�r, sa �.:r:: s;,ai w •'� �6� S�3Y:u�+: ' v. .;.r. Z �w JU 00 J X CO u- w 9- LL cod =w z� F- O Z~ w D p. 0 O� .0 E- . w LL O Z W N 0 H. O Z fi Building Division Review Memo Date: April 5, 2005 Project Name: Singh Residence Permit #: D05 -095 Plan Review: Allen Johannessen, Plans Examiner A Building Division plan review has been conducted on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 2436; all sheets shall be the same size). (Drawing and structural calculations sheets shall be original signed wet stamp not copied.) 1 The three wall panels at the garage front are undersized for brace panels Per IRC R602.10.11 exception #1: A minimum 24 -inch wide panel is applied to each side of the building comer and the two 24 -inch -wide panels at the comer shall be attached to framing in accordance with Figure R602.10.5..." 2 Re- design the garage to allow the proper size braced panels for the front of the garage. Be sure to address any structural engineering issues that may affect the change. 3 Changing the size of the garage shall also have an effect on the size of the truss drawings submitted. Make sure to make any necessary changes for the truss package submitted. 4 Sheet 5 indicating the stair detail shall also refer to the requirements for stair tread and risers. Per IRC R311.5.3.1: Riser maximum height is 7 -3/4 inches, R311.5.3.2: Tread minimum depth shall be 10 inches. 5 Revise the site plan that shows the house in relation to the street complete with driveway, walkways and porches. 6 Page 2 shows a nook with French doors exiting outside. Show what is intended for a pad, deck or steps out of those doors. R311.4.3 Landings at doors. There shall be a floor or landing on each side of each exterior door. Exception: Where a stairway of two or fewer risers is located on the exterior side of a door, other than the required exit door, a landing is not required for the exterior side of the door. R311.5.4 Landings for stairways... The width of each landing shall not be less than the stairway served. Every landing shall have a minimum dimension of 36 inches measured in the direction of travel. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. • Page 1 1 Z 3: w �U UO w� CO w w 2� U-a U) D =a I --w z r— 0 Z �- w w o o1-- ww LL O .Z w CO O Z Y. r '1 W • March 30, 2005 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Bhupinder Singh 4411 South 146` Street Tukwila, WA 98168 RE: Letter of Incomplete Application # 1 Development Permit Application D05 -095 4413 South 146 Street — Singh Residence Dear Bhupinder: This letter is to inform you that your application received at the City of Tukwila Permit Center on March 24, 2005, is determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: Public Works Department: Jill Mosqueda, at 206 431 -2449, if you have questions concerning the attached memo. Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete 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 its Person and will not be accepted throttglt the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, t Permit Technician Enclosures File: Permit File No. D05 -095 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206.431 -3665 Z i�- Z D U CO 0. CO W J f=" Dw wO �Q �D = CY �—w Z� H O Z H W 0 O H W Uj. HF LL o. —Z W CO 0 O F-. Z f M 2 1 City of Tuk wila Steven M. Mullet, Mayor Department of Community Development CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Permit #: Project Names: Review #: Date: www.ci.tukwila.wa.us DEVELOPMENT GUIDELINES AND DESIGN AND CONSTR UCTION STANDARDS D05 -095 PRE98 -052 Singh Residence 4413 S 146` St NA 003.24.05 Steve Lancaster, Director The City Of.Tukwila Public Works Department (PW) has the following comments regarding your application for the above permit. 1. This application is incomplete. 2. All plan sheets must be the same size per the Building Department requirements. 3. The site plan must show: • Existing and proposed grade elevations; and • ALL utilities, existing and proposed, regardless of purveyor. • Erosion prevention and sediment control 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Z Z u� D JU UO Cl) U) LLI J =' H N LL W O. J U. N d = W Z� H O. Z F-- LU 5 �p O N. o �- W.W F=- U' L L WZ CO H =' O H Z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -095 • DATE: 05 -13 -05 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 4413 SOUTH 146 STREET Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # Z Revision # after /before permit is issued • - DEP RTMENTS; Buildin Di on (! A Fire Prevention ❑ Planning Division E: Public Works ❑ Structural ❑ Permit Coordinator A DETERMINA N OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05 -17 -05 Complete E Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: i TUES /THURS R UTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documentstrouting slip,doc 2 -28.02 �.C:4 :.: :.i i;,Ly;.w • �. ��: t:. ist �:. tiw::- J� :..::i1.::.'.:::ew.i:.•uiJA..: t.LAi.Ls.tt - �nt.Yws:Nu. ii:llYSi 1%r{ "N Y f'•< ^^ � ••�,$' DUE DATE: 06 -14 -05 Not Approved (attach comments) ❑ z ~ w JU UO N co Uj J = F- LL w LL Q co D = �w z F— o z F+ w �5 U� Oco C3 I— wW F� �6o .• z W CO H H O z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -095 DATE: 04 -29 -05 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 4413 SOUTH 146 STREET Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # 1 Revision # after /before permit is issued DEP RTM NTS: Buil Di sion G 7 Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Z Incomplete ❑ Comments: DUE DATE: 05 -03 -05 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUE5 /THURS RING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldq�f Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Docutnentshouting shp.doc 2 -28.02 ,;j`.i. ::i,..'r� • ii« i::: GfiS. �:. �a�:. i�: i:: wk�,%::,; x:;. �;". �3r7R 'qi;::. " ✓: +'rir.?«.'1�P " k �*�ii� ".`+�a. 1 . - DUE DATE: 05 -31 -05 ❑ Not Approved (attach comments) z ,Z z �w JU UQ CO co W J I—' CO L w 2� J LL ?. co = W ? H- r` O z I— W �5 U� ON 0H w •z W CO OF- z "" COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -095 DATE: 04 -01 -05 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 4413 SOUTH 146 STREET Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # after /before permit is issued DEP ARTMENT 10 . Buitdinj son [ U, Fire Prevention ❑ Planning ivision 9 ❑ Pub 'c rk • Structural El Permit Coordinator G -os DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 04 -05 -05 Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS 7, Please Route tructural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS DUE DATE: 05 -03 -05 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 428 --Or Departments issued corrections: Bldg X Fire ❑ Ping ❑ PW ❑ Staff Initials: Zms PERMIT COORD COPY Documents /routing sllp.doc 2 -28.02 ,.,.i• »rr.:., i19:.�.:li'...;i�.:�<; ; ::i": -s.: ii:u i:. i,. :;l~:�.:r:...:..�1.:ix`.ii[•.i. :ac:...{e::i' r.t;�c4c.f L1 Y� - z 3 z �w �0 UO W = H �w w �_j LL � = w F- _ z� f - O z F_ W w U� ON o h- wW LL O z W U= O~ z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -095 DATE: 03 -24 -05 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 4413S146 TH STREET X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # /before permit is issued ULVAKI MM 1S Building Division 0 Fire Prvention 0 3 'Z� u Planning Jvis � Public Works R , ,� ,4ructural ❑ Permit Coordinator 4 K — DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 03 -29 -05 Complete ❑ Incomplete Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: ' LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: S tS TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: RMi (4 COPY Documents /routing slip.doc 2 -28.02 + DUE DATE: 04 -26 -05 ❑ Not Approved (attach comments) ❑ z �z '~ w JU 00 CO J = �L w J L? cl)d =w z� F- 0 z F— W5 U� O - 0 F— w �O W z co O z DUE DATE: 04 -26 -05 ❑ Not Approved (attach comments) ❑ z �z '~ w JU 00 CO J = �L w J L? cl)d =w z� F- 0 z F— W5 U� O - 0 F— w �O W z co O z City of Tukwila Steven M. Mullet, Mayor 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.tttktivila.wa.its Steve Lancaster, Director REVISION SUBMIT Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 3 Plan Check/Permit Number D05 -095 ❑ 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 SINGH RESIDENCE Project Address 4413 SOUTH 146 STREET Contact Person Bhwinder Singh Phone Number: 4— ,/ Summary of Revision: iz � i 4� 119 o U) 0 n k h,m a cr RECeft !T CENr Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 9 Entered in Permits Plus on .5--l.3 d pplications forms- applications on line evision submittal Created: 8 -13 -2004 Revised: .:....,..�. r.- ti:;: -:,. }lew�.:,s..a.a.,x..;.,:l:: r„k�. t`.:_ ..i.�•ac,:;a•,c�::Lt., +r:,.,st. i:v7 <.i s�i::; a::. uLnda;9;�..:.a+.i:�teSw�.:.iv,. iss�ar4r .� ".Htio .. ;a: +:A. w,: -n..r is n,. ,cr�.v:+,ti:'.r;,.+, nLakl•Lt';. tor.;�;.:n.2. M 0 z ;= Z �w JU 0 N J = I-- CO U_ w �_J LL to � = �w z E- O z I— w w U O� 01•- wW w z tii U= O F ' z f � O ip 1908 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206431 -3665 Web site: http:11www.ci.tukwi1a.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. . • , Date: Lf. 1 67•1 Plan Check/Permit Number: ADDS 09 S ❑ Response to Incomplete Letter # Response to Correction Letter # I ❑ Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: e1, —r�-� �;�i -r � G(L Project Address: 4Lh I sy 14-� t S [ (,� LO 1 L, it Contact Person: 2�) U 1 ;,'1 Phone Number: '2—O 6 at IL - 7S 3 Summary of Revision: -Si ye. o-1 a n n.4 u � ScL S ko LAD i n (;t_N r-, c.-m d - t" r C I TY Of TUKiML APR 2 9 2005 Sheet Number(s): S' 4 "Cloud" or highlight all areas of re Sion including date of revision s Received at the City of Tukwila Permit Center by: ��✓ Entered in Permits Plus on o Lbio 5 pplications orms -app ications on lineVevision submittal Created: 8 -13 -2004 Revised: E. :Cst1F4'�,mzFS Vminr I z J- z �w QQ� JU 00 to 0 W = CO LL WO u- C d =w z� F- O z 1— w w D0 O -. 0 FF- WW M U' LL z C . z City of Tukwila Steven M. Mallet, Mayor Department of Community Development Steve Lancaster Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /wwvv.ci.tukwila.iva.tis 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 Cheek/Permit Number DO5 -095 ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name Singh Residence Project Address 4413 South 146 Street Contact Person Bhupinder Singh Phone Number: 2 b b 3'- S• -�--- Summary of Revision: �('.-ChnA,lelZaCt n U- -r ,( nom. A a 2c 1.� ,G v P. ,( J l K' f �-1 n ci J RECEIVED r•rt�r n� rt itnnrn b PERMIT CENTER Sheet Number(s): •4 La- "Cloud" or highlight all areas of revision including date of revision i ) Received at the City of Tukwila Permit Center by: � J Entered in Permits Plus on _ Ui OS pp ications forms -app ications on line\revision submittal Created: 8 -13 -2004 Revised: z �_— Z � w W� JU UO ND J = H CO 11.. W O 9-J LL a. = Ct �w z X f- t- O z I-- w W U 0— CO: o F- wW LL Z ui CO O z �O 1905 CITY OF TUKWILA '" Permit Center /Building Division Community Development Department 206 -431 -3670 Permit Center Public Works Department: 6300 Southcenter Blvd., Suite 100 206 - 433 -0179 Tukwila, WA 98188 Planning Division: 206 -431 -367 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION Z PERMIT NO.: D Z . STATE OF WASHINGTON) o COUNTY OF KING ) ss Cl) = J CQ LL U.1 O. N i t2 P A t- i n ifl E fz k A o A , states as follows: � [please print] a �D 1. 1 have made application for a building permit from the City of Tukwila, Washington. w z 2. 1 understand that state law requires that all building construction contractors be registered with the State of ~ Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of w O Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW w j 18.27.090. v p 3. 1 understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of o F- Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions = w stated under RCW 18.27.090 applies. LL O 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that w Z after reading the exemptions from the registration requirement of RCW 18.27.090, 1 consider the work authorized v CO under this building permit to be exempt under No. , and will therefore not be performed by a registered P H contractor. Z i I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. APPLICANT Signed and sworn to before me this 2 ls� day of �14 , 20 If be A.DF'ht It r v �OTAq j, 9N C P P UB L`G 2 s i�� �� ..��e 16 .OS •. p 't , Fp'' 4 F WASH \ � \applications\8 -2004 affidavit in lieu of contractor registration a. A- NOTARY PUBLIC in and for thEVState of Washington, Residing at Kin G , County. Name as commissioned: Alice. A Deacy My commission expires: 6-16-O L+ aw'.�.ii,'r:;.1•u: „..'u,d, �, s.:.r �qli.•., . i..•. i.,.... �, a. w+:., rii. .ti «:is� + "s..Uk'4.:��..a5.i.�n hE7. w:' �:+ 'Sb.�.wSr.Hiti'us�SSQ.`ia�•'+�•. %r�': ':tS1 e�`K �kft `'w:a' S: i��u::w,:,�J .i::..C+J : y,�� 18.27.090 Exemptions. This chapter shall not apply to: 1. 2. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county township, irrigation district, reclamation district or other =at or poWcal, corporation or subdivision of 3. Officers of the court when they are acting within the scope of their office; 4. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 5. Any construction, repair or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 6. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of the structure; 7. Any construction, alteration, improvement or repair of personal property, except this chapter shall apply to all mobile, manufactured housing. A mobile /manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 8. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 9. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 10. Any work or operation on one undertaking or project by one or more contractors, the aggregate contract price of which for labor and materials and all other items is less than $500.00, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in all instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into lapplications\8 -2004 affidavit in lieu of contractor registration 1 contracts of amounts less than $500.00 for the purpose of the evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 11. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except then any of the above work is performed by a registered contractor; 12. An owner who contracts for a project with a registered owner; 13. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but his exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 14. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 15. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 16. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 17. Contractors on highway projects who have been prequalified as required by chapter 13 of the Laws of 1961, RCW 47.28.070 with the department of transportation to'* perform highway construction, reconstruction, or maintenance work. Z Z �w QQ JU 00 NO J � WU- w L_ � = w F- _ zF- F- O Z U O- 0 F- w W U- O Z w U= O Z ' .:..Sy..... �:: f)..�.5, 1 �'?+.LLtirkv{e'tn�.�C'1•YS.i1iu • - . City of Tukwila SHORT. PLAT N0. 871 ..r. � •�� �-� 17 I i i I r 00 v A.-P m �6 or �o RECORDING N0. NWl /4 NE1/4 SEC. _2_2_ Twp 23x., R _4_E., W.M. RIW N875540V So 146TH ~- 4 Plan review �proNal is sub' to errors and omis��, � FOUND R£BAR No CAP as SHOWN Any-"- � � jpn d� � 0 SET 5/8' REBAR � CAP. LS 29537 0UU the vloiatlon d an!► adoP�ed or ordinar�oe. t�r!dpt ■ SET 2x2 woov uaE STAKE �opmwdmmcw a- Is Iscim D4 WATER VALVE EB WATER METER 7/s2110 - 0 - PLOWER POLE FlRE EIYDRAMIT cavef ` r ! R/W RIGHT OF WAY f CENTERLINE EP EDGE PAVEMENT x — x FENCE SEPARATE PERMIT REQUIRED FOR: Ekdrkd 0131 POV Vol cxy of Tukwb 0� Bul'11LDM DIVISION GRAPHIC SCALE o is ao 60 IN FEET 1 inch = 30 & VOL,/PAGE I REVIEWED FOR � CODE COMPLIANCE poa�ovp DOS7ING FARE HYDIRANT IS IN � MAY 18 2 EXCESS OF 400 FEET FRQAI LOT 3 AND RIE'REFORE A ARE SP+RMN2ER SYSTEM IS - REQi1NRFD OR A NEW Fes£ C &1 'G kwj1a HYDRANT SHALL BE fiVSTALLED. .. BUILDING DIVISION ; A05 � i I Ro Iq E.S k I D S Y S 23M IMH #W SZ XWv W 98M (4=) 43 1J3' EXISTING FIRE H YDRAA ..... N I I I No dh e s!1 be awe ft the C � � Y� �'C �.• pf�01' O< NOTE: i 1'e ': ;ions will require a new plan submit i and may inc:ude. addRional Dian review fees. i � 02 5 0 0400"0 A lit VOL ro ' � 5 100. I 6 ' j Z ol -0 un+lE L07 FILE C6FV Plemit No. J� {a� LEGEND: . v i vv 40 _7 84.39' I o 20 I SETBACK UNE (Typ)— _ ao s o 00&6 15 , �.. I I N x- 0 0 o I W I 1 5 I 18755'40IV 4 84.38' t ' 1 10 Q I� 20 i 1 1 � I a. a i I 0 1 o z 20.5' o W � . cn W � O A 89 V4 10 vs R= 20.00 1 0 O � 84.37' X 9055 01 .. o N87'55'40" W o R =20.00 --� -- -- -- L= 31. 74 0 44.05 15 0 tu i ! 1 o o� +� 20 o f 1 1 ° 1, 13 I •.. I .� 0 I ; � 15 � I _ W FOUND 0Q28Z� OF P! e :e - k:*s m �A�*Jsa !* Z\* 0 ♦ sir � �L L� � f'�� 0 C; rf�r7 �I doom SHORT PLAT FOR BHUPINDER SINGH DWN. BY BMIGM CHKD. BY AWIGN1 IMENNOWN .SOB NO. 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I,l,1 .1111'lll'lll'lll'1'I I I'' 1 �,1 �1 � t ,�t 111111111111 1�111jt11�1 =t1111�11l11111 1 1,1,1,l,1,1,1,l,1,1,1 'I 1 1 1 1 1 �li 1 1�1�1 1 1�1�1 1 1 1 1 1 ► 1!1!1llrlllfl !llllltrlllt rtl Irllllt11t11 1'I r I . �11111`1�1�111111r 11l111111�1�1�1� � 111111 1 I g i l f111�l�If l�l�l�ll1� I' 1 I .1 life r] Custom Home Plans N tp 10 Ng x a Lr\ I i q*-06 A(�EA K2T FLOOR 1378 SF 2ND FLOOR 157(p 5F I U I AL, 2954 c2F r qd a- •' 'A"' V • vow • COPING" Q =a ==a xv z LLI • CQ co co (Yj cQ • C3 z ul bi 0 z z a 6-8 U2 -7 fa Z-15' vt z IL 2 I r r 4 • _ 3 . . _ 2- 4/0X4/0 5L, I 'q/ UX'F/ U rl -7t.. 4/0X4/0 5L. ewee wR COD COMPLIANCE A PRObEO M 19 2005 ca Of Tukwila U I L D IS 10 N k -Mal • L - 17 e m m 0 to cQ Z, LLJ ao r� �. W • • ce k* %WD z m m s a w 4 9 z 0-• Ac a F v w z A I cv 0 W V 9.. • • U z M E In w x H a 0 z z 0 ul w A z p get p r� �a+�� J� i � >" Fa cwynaGw Q na amm Im r M - s r an mscsa 9eee p ie�w.roo� rp:r: gypsy TT7 <� 17 �=<I z N ��,19 a ua x x 0 �a H x Ea z A 7Q d O N I d x a a x b r s x a x n 0 a co co a Cl) N • b x CA 0 v N d d I v of r � • D 2 ;a C% O z y A A • A � or,.r: -rox NVIJ NOIIVONno=j f low I 4 § 7 - • - -, i 1 1 I .v .1 -. V-w .G - . do .V - . lw" IIW" El q v 4' MIN 12' MAX 5E15MIG 5TRAPIN6 GIRGLIN6 TANK DOTH END5 PLAN 3/16'X3 1/2' LAG 5GREW TYP. FLEXIBLE GA5 L EL,.-Ev I/2' PLYWOOD RI9ER5f / (j) 2X12 9TRIN6ER5 � 5 16' TYPE 'X' SR 161WTION 90URGE 18' OFF FLOOR TYP. STAID DETAIL. yEGTION -A,( 6- 'SGAL.E 3/8' -f'O' WATER HEATER SEISMIC RESTRAINT NOT TO 5GALE ROOF P LAN SGALE i /8' -f' -0e 2ND FKAM I N6 PLAN ow x ALF 1/6 "- 1 '- 0 * e 0 sl REVTE!hIED FOR : ODE COMPLIANCE I a 200 City Of -w- - -I ukovkji ! a . - )'�VT 'A 1 T OF APR 2 200 2 a LLJ m aD i 0 CQ .. O LLJ CQ QD as 4 a w 0 U x 4 x 4 a a x x 0 m z E- 03 H z z U) w 0 aw I ow" Q ns macs xv Z �z v 4' DIA MAX WATER CONNECTIONS n 9, - 10' MIN 1 5TKAPIN6 V05 W MAX J� �J 2X2 DALU5TER5 in I �'- I VERIFY 5TYLE (3) 2XIM2TRIN6ER5 0 ft r 46 0 x0 1' AID 0 2x A n 1• -( 7' I/d Wlt J BAFFLES If-DOWN EQUIV. A GUTTER REVIEVIED FOR CODE COMPLIANCE MAY 1 9 2405 Citt/ Of T ! ` t A i ! _.. =t . •. IN151-1 GRADE I 6 W-L— PL -A+;,K V' SECTION L i..iAL,f f i�C1•_ �. n r 4' LINE TO APPROVED ,STORM SEER —�&Z � +� Y of TW< %.vu FErMfT �E "TER CORRE.,' +ION LTP� �A___ OOPTRlGRT 0 2006 NSIGIf Rf a m m 0 m cv Z /000or 0 m c� x a • • cv m co co In a � 4 3 a w a 0 U z a z 4 J a x x 0 d CU z H of H 0 z z a CA 0 ?f ,-� lv�r 64 � -, � VIA = _v - Z Q U owl IN5UL H P FAINTEC GUTTER q /16 1/2' ON 2X6 MUD 5 ANCHOR B( 1 " -0' FROM 7' EMBE DMI I /4'X3'X3'G, WA5HER5 DOWN c TO 5TC 1 2'XI2` OR EQ 5 E G T 1 N Y s*� eca_e 3ie*• r -c• \,7J "�" - tea--+- ""�►... _ — - - - — - I N r i i' l ATTIC VENTS PER CODE 1/150 MAY DE REDUCED TO 1/300 IF OPENING`S ARE MORE THAN 3' 2 ABOVE SAVE VENT 6 GI EK IN5ULAT10 t , I� II II II 11 I� 11 11 11 R -21 INSULATION 11 IN 11 I, I, II f1 TQ 1 I, II II II I I II II II II II 11 II II II II i� !I I, I I R- INSULATI i II FOR CC)OF r� �t1h 15H GRADE 4' LINE Ti STORM SE G - Y OF 7` K VILA PcRUT CENTER CORRECTION L TR= .419_ W v z W W Q PPRO VED to i 0 0 x a cQ OD w 0 4c w 0 U z d 9 z .-. s .a a x F d� W z A 0 10 • U z �w x F 0 z rin V p z - 9 ? o % ") tip \r j i J4w > N pit aviO., -G5 ':aw cv Q 7 r hLi HEADERS r PROVIDE 4X BLOCKING AND CMST14 STRAP 2'—•0" MIN ON BEAM AND 2' -0" MIN ON DBL TOP PLATE VAD RtIn ABE66 BASE AND EPC CAP MAIN Fl OOR r •• ••- > > 1 • � • -� IL U M A-6 SEE D /S4 6X6 WITH ABE66 BASE AND PC CAP CMST14 2'--" ON DBL TOP PLATE AND 2' ON BEAM ,•- 4X6 WITH ABE46 BASE AND EPC CAP WINDOWS SHOWN ON ELEV -- -- NOT A SHEAR WALL HUC0412 SEE DETAIL A /S3 SECOND FLOOR TO 5' OPEN 6X8 T ' OPEN 6X10 HEADERS SUPPORTING GIRDER TRUSS 6X10 FIRST FLOOR TO 5' OPEN 6X8 TO 7' OPEN 6X10 HEADERS AT FIRST FLOOR SUPPORTING POST FROM SECOND FLOOR 6X1 2 6X8 SINGLE JACK rmmm:ti 6X10 DOUBLE JACK � pity Of Tukw ila �l i.TLl�I� uE �/IStOfV DESIGN OF BEAMS AND POST BY -_ -- OTHERS � MOOR BOLT NI07ES: 5/8' BOLTS REQUN*D WTH A r vam Si1�5 SP PLATE WASHEM (2) PER PACE IVY (1) EHT 1.0m wlT i W EACH END EACH So.L. PLATE 5'—O' O.C. _ SEE XSO ON TAKE HOLDOWN LOCATIONS c"Aft SHr pw PNOIS OF MIC BOLTS IS 4'—O' MIS I M AM 3x SQL PLATES ALL fI1�AlE 3aC FULL LENGTH OF WALLS ,..� SEE DETAIL ON SHM PMI�G;E FOR CTI�1 NTH REQII MAY 19 2005 "wen I -- B —J SEE D /S4 CITY G, vim• , .LA FLOOR Q .RMiT CEA T ER SEE ARUVEGUMM. �O�NGS FOR 11" NOT SHOWN A SHEAR WALL. TNM SEE THE A mjIED OATH HOLDOMI OIr SEE TIDE z I ff 'i 1 � 0 1 U00op pt 3't1 o M co N ln N R"s+on/lsw. I oot. C.� D W W (/) w J Q V J m O L O � O J :D < u") cr- � � QQ caw V) Q � o V- 0 � z U � � O 2 Ld Z W U cr D J It CODE coM�u rva FOR A00on" C 4 1 1. PLYWOOD SHALL. BE FASTENED AT ALL EDGES OF INDIVIDUAL SHEETS AS PER SHEAR WALL SCHED. EDGE NAILING SHALL BE MINIMUM 8d AT 6" O.C. U.N.O. IN TABLE 2. PLYWOOD SHALL BE FASTENED AT ALL INTERMEDIATE STUDS WITH SCHEDULED NAILS AT 12' O.C. U.N.O. ALL MAILS TO BE SAME SIZE AS EDGE NAILING 3. INDIVIDUAL PLYWOOD PIECES SHALL NOT BE LESS THAN 2' -0" IN THE LEAST DIMENSION, NOR LESS THAN 8 SO. FT. IN AREA. 4. SHEAR PANELS SHALL BE APA RATED SHEATHING CONFORMING TO PS--2 EXPOSURE 1 UNLESS REQUIRED TO BE PLYWOOD WHICH SHALL BE PS -1 EXPOSURE 1 5. HOLES IN PANELS ARE NOT PERMITTED UNLESS VERIFIED BY ENGINEER. 6. WHERE PLYWOOD IS APPUED TO BOTH FACES PANEL JOINTS SHALL FALL ON DIFFERENT FRAMING MEMBERS 7. ALL NAILS SHALL BE COMMON MARE NAILS. 8. PRE -DRILL HOLES FOR NAILS WHERE MEMBERS TEND TO SPOT. 9. STAGGER NAILS SPACED 3' OR LESS ON CENTER 10. PROVIDE 4X STUDS AND BLOCKING AT ADJOINING PANEL EDGES WHERE NAILING IS LESS THAN 3" O.C. AND WHERE IOd NAILS ARE USED AT 3" O.C. OR PLYWOOD IS INSALL..ED BOTH SIDES. 11. INSTALL ALL HOLDO'WNS PER MANUFACTURERS REWREMENTS 12. 5 ANCHOR BOLTS TS TO BE SPACED AT 4' O.C. WITHIN 12' EACH END EACH PIECE WITH 7' EMBED W ITH SIMPSON BP 5/8 BEARING PLATE -- A.B.S MINIMUM 6' FROM MUNDATION VENTS. 13. ROOF DIAPHRAGM SHALL BE MINIMUM 1/2" CDX PLYWOOD SUPPORTED AT 24" O.C. MINIMUM. SHEETS SHALL BE EDGE NAILED IN FIELD WITH 8d AT 12' O.C. AND EDGES OF PLYWOOD WITH 8d AT 6" O.C. PLYWOOD SHALL BE NAILED TO BIRD BLOCKING WITH 8d AT 4" O.C. -- UNLESS DESIGNATED OTHERWISE IN SHEAR SCHEDULE. 14. PLYWOOD SHEAR PANELS SHALL MEET ON RIM JOIST TO PROVIDE EDGE NAILING WHEREVER POSSIBLE. WHEN PANELS DO NOT MEET ON RIM JOIST PLATES, SILL NAILING, PLATES AND SOS SCREWS SHALL BE USED TO ENSURE CONTINUITY SEE SCHEDULE AND DETAILS. SHEAR WALL SCHEDULE PANEL SHEATHING EDGE EDGE PLATE FRAMED FLOOR CONTINUITY MARK TYPE NAILING MEMBERS MEMBERS AND SILL BOLTING � o Q BOTTOM SEE PLANS AND DETAIL SHEETS 1 FOR APPLICATION FOUNDATION LEVEL B 7/16• F-- DBL 2X 2X SILL NAIL 16d AT 4' O.C. 8d O 4" LTP5 PLATES AT 1' -6' O.0 A.B. O 4' SX.L NAIL 16d AT 3' O.C. C 7/16' $d 0 4' 4X 3X 1W/ LTP5 OR RBC PLATES AT 1' - 4" O.0 A.B. O 3' -6" E 7/16' O ' ad 3 STAGGER 4X 3X SILL NAIL 16d AT 3' O.C. A.B. O 3'-0" W1 LTP5 OR RBC PLATES AT g O.0 NOTE: Au ow 2X mm MEMBERS MUST BE NAILED TOGETHER WITH MMI (30) 16d FROM EACH SIDE EVENLY SPACED ALONG DBL 2X OR A 3X EDGE MEMBER MAY BE USED -- PS2 0SB ACCEPTABLE -- UNI SPECIFIED AS 15/32 OR 17/32, THEN USE PLYWOOD 2X SILL WITH TWO LAYERS 15/32 PLYWOOD APA PS2 ABOVE WITH ONE LAYER BUILDING FELT.- GLUE & NAIL TO SILL PLATE WITH 8d NAILS AT Q" n &,+ FIELD NAAJNG PLATES . . . . . . . . . . �•___ �__ +_____r___s_ w_- ........ II 11 II 11 . 11 11 II 11 II 11 it 11 11 II I �Tl �I 1 I EDGE NAILM I O STUDS 1 I 11 I 11 ! 1 i l r !! I ! s ill ]1 r -- UNE UA SCALE: NTS SILL PLATE -= SEE THE SHEAR TRANSFER ROOF DIAPHRAGM TO SHEAR WALL THROUGH BLOCKING -- SEE ALSO STANDARD DETAILS ALL WALLS - H1 and H2.5 AT FIRST THREE TRUSSES OR RAFTERS EACH CORNER , H1 AT ALL OTHER RAFTERS AND TRUSSES -- HTS 30 AT EACH END EACH GIRDER TRUSS B WALLS - LTP5 OR RBC AT 2f-6" O.C. 8d AT 4" O.C. C WALLS - LTP5 OR RBC AT 2•-0" O.C. PERIMETER HOUSE . E WALLS - LTP5 OR RBC OR AT 16" O.C. RBC OR LTP5 --r.m - W___A_l_l S. 1 125 OR RRC OR T 9" Q.C. O.C. 6 _ M .C. CLIPS WILL BE USED ENTIRE LENGTH OF WALL WITH SHEAR PANEL • I w I F- Q' �O W � Q W Z O Lai K J d U BLOCKED EDGE 2 X 4 ON SIDE II II ' II 11 11 rl 11 1 i 1 1 I 1 1 r f 1 1 I 16d lf' C-C 7 1 a f 813owtk "s .y , }. - •rte- ..�. r•ti �;. 4 FE . �► F -0� No. I Revision /Issue co (�j n ().,.i REVIFI!'JED FOR CODE COMPLIANCE � �4OGt►'slYD MAY 19 2 C Ti s j j ! - TV C r T' .".Off LR Eil (NESS SILL _P NOTE: ANY WALL WITH 3X SILL PLATE REQUIRES 3XSILL THE FULL. RUN OF WALL 1 . T L7 3 A W W W J Q U 0 �i i • W Q o � o Q 1 • I w I F- Q' �O W � Q W Z O Lai K J d U BLOCKED EDGE 2 X 4 ON SIDE II II ' II 11 11 rl 11 1 i 1 1 I 1 1 r f 1 1 I 16d lf' C-C 7 1 a f 813owtk "s .y , }. - •rte- ..�. r•ti �;. 4 FE . �► F -0� No. I Revision /Issue co (�j n ().,.i REVIFI!'JED FOR CODE COMPLIANCE � �4OGt►'slYD MAY 19 2 C Ti s j j ! - TV C r T' .".Off LR Eil (NESS SILL _P NOTE: ANY WALL WITH 3X SILL PLATE REQUIRES 3XSILL THE FULL. RUN OF WALL 1 . T L7 3 A W W W J Q U 0 Z 0 Z f� 3 Ge AI L �i W Q o � o Q �w Q� Q F-- j H W J Z 0 Z f� 3 Ge AI L CMST 16 STRAP REQUIRED FIRST FLR OF 2 STORY 8'-0" MINIMUM LA DBL 2x6 TOP PLATE SEE SCHED 16d AT 4" STAGGE — CORD SPLICE I 2x sruos N.T.S. 2X BLOCKING BETWEEN TRUSSES NAIL ROOF SHEATHING TO BLOCKING WITH 8d AT 4' O,C, MINIMUM SHEAR TRANSFER SEE SCHEDULE SILL NAIL /SCREWS AND PLATES PER SHEAR SCHED PLYWOOD PANELS DON NOT MEET ON RIM -- PLATES REQD PER TABLE -- EDGE NAILING PER TABLE PLYWOOD PANELS MEET ON RIM -- PLATES NOT READ -- EDGE NAILING PER TABLE PLATES PER SCF 2X6 AT16 O.C. D6L2X STUDS AT STRAPS CONTINUOUS RIM JOIST CMST14 2' EACH ANGLE W/ (15) 16d EACH ANGLE SIIAPSON LTP4 (1) EACH BIOCI 2X6 AT16* 0.1 DBL 2X AT HOLDOWN SCALE: NTS z m""l 6 d AT 4* O.C. SECTION — CANTILEVER WAI f1 I 1 LTP4 AT 18" O.C. 2X6 AT16 O.C. DBL ST110S AT STRAPS . �• . « ;_1 SEE SHEAR PANELS B\ INTERIOR SHEAR PAN r sME: Ws SEE SHEA PANEL PERQENDICULAR TO JOIST NOT CONTINUOUS TO ROOF v PANEL PARALLEL TO FOIST T CONTINUOUS TO OF l''"E: l No. I Revision/Imm I Dot. co 0j 3 Ln A 0i W � W L �J W J Q U 0 CL J 0 in 0 o Lr) LAJ ~ W r—i L.L O C'7 �t Z Z Lai 0-0 C3 some > a d v o AI EDGE NAI PER SHEAR SCHE EDGE NAIL PER SHEAR SCHED SILL NAIL PE SHEAR SCHE EDGE NAIL PER SHEAR SCHED REVIEWED FOR CODE COMPLIANCE Av sa �r • O.C. MAY 19 2005 CITY • -- PERMIT C i R INTERIOR SHEAR PANEL SCAIL- NM Cit; Of Ttj;vRjila r_)`ljTSTr)�j AT 18 "O. C. MSTA 24 OPPOSITE SHEATHING— — OR CMST14 FOR TWO STORY BUILDING r� c� Z L q a_ N CUT CENTER PANEL FROM HEADER DESIGN BY OTHERS FULL 48 SHEET (CONTINUOUS) 4OR 6 TO MATCH WALL WIDTH X12 MIN - -- -- — — ------- - R ...... % - CONTINUE HEADER TO BLDG. CORNER AND NAIL SHEATHING TO HEADER WITH 8d NAILS 0 3 BOTH WAYS — 15/32" APA —RATED SHTN'G FROM SINGLE SHEET FASTENED PER SHEAR SCHEDULE SPECIFICATIONS AND NOTES BLOCK ALL PANEL EDGES PER SHEAR SCHEDULE SPECIFICATIONS AND NOTES SEE SHEAR SCHEDULE AND NOTES FOR HOLD DOWN SPECS SEE FTG DETAIL "8/ -' GARAG N.T.S. PENING DETAIL HEADER (CONTINUOUS) NOTE: SAME AS GARAGE CORNER EXCEPT AS SHOWN OTHERWISE CORNER BARS REQUIRED 4' -0" MIN 2'X2' 2" CLR A.B. 10" MIN L( Compacted Fill HOLDOWN UNDISTURBED EARTH 18" MIN r -T.+ T - A Yr. -� PIAIE �7ERS I Nu call soin ear FW rte EM E FER VAM C10111 RM #4 At --(2) 11MV10aOf 1WaF ELL as AKHM OWEX)f SUE ANC -- o� ewes am A l -. aoNr Maus Fwom M M & No MIM ( 2) 04 DOWELS EAC 1i END AT SHEAR WALL 1 A r W/ SM HOOK Lr O.C, MAX AT I I rl GARAGE SHEAR PAKEL Y oU R N.T.S. wgwj r liJ s 4X TYP s (2) MIN 16d BLOCKING TO BLOCKING SHEATHING CONTINUOUS TO 8d AT 4" BEAM O.C. 1 C)d AT 6* O.C. PL YWOOD '-�- 8d AT 4" O.C. SHEATHING TO GLULAM ROOF SHEATHING TO BLOCKING • ... A MPSON H1 CITY SEAM SIMPSON DESIGN t ' HANGER DY P1.'I'T OTHERS D SHEAR CONN ECTION AT TRANSFER RO( 8`XT81rD FTG 4r SC&L- 1/41 1 900 AROUND cOuR SEE ARO*TECTURAL DINGS rajm&s-- u n FOR ADDITONAL IWORMATHM Leos z.. No. I Revision /bsue Dote w -- fi L3 3 Ln A RJ w w it ,I ii ,I If II 1 II of Y oU R N.T.S. wgwj r liJ s 4X TYP s (2) MIN 16d BLOCKING TO BLOCKING SHEATHING CONTINUOUS TO 8d AT 4" BEAM O.C. 1 C)d AT 6* O.C. PL YWOOD '-�- 8d AT 4" O.C. SHEATHING TO GLULAM ROOF SHEATHING TO BLOCKING • ... A MPSON H1 CITY SEAM SIMPSON DESIGN t ' HANGER DY P1.'I'T OTHERS D SHEAR CONN ECTION AT TRANSFER RO( 8`XT81rD FTG 4r SC&L- 1/41 1 900 AROUND cOuR SEE ARO*TECTURAL DINGS rajm&s-- u n FOR ADDITONAL IWORMATHM Leos z.. No. I Revision /bsue Dote w 0j I L3 3 Ln A RJ w w W -j Q U W J w Q z o C) U � o Q (/l Y Qy in W Q k4-,O q q - < LD LLJ � W 1-- -j Q o � � � C o V F � Z �� � Z owns z l = N 3 o � > a i u a o (2) #4 MIN EACH SIDE -- HOOK (1) #4 AT HOEDOWN ALTS P AT 24' O.C. MAX AT SHEARWALL [(2) #4 WITHIN 12" EACH SIDE OF HOEDOWN] #4 CONTINUOUS W/ 24" MIN LAP -- HORIZ GARS AT 18' O.C. MAX STD HOOK 3" -- ALT IN FfG CLR (2) J4 CONTINUOUS W/ 30' MIN LAP REV1 CODE F COMPLIANCE A MAY 19 2005 city Of Tu kvvi la .SION FOOTING DETAIL AT SHEAR WALL`. N.T.S. 1. NO FOUNDATION VENTS WITHIN 24" OF HOLDOWN 2. CORNER BARS REQUIRED AT ALL CORNERS WITHIN FOUR FEET OF A HOLDOWN AT ALL HORIZONTAL BARS AND AT TOP BAR AND ONE FOOTING BAR ALL OTHER CORNERS. 3. THIS DETAIL APPLIES FOR 4'-0" EITHER SIDE OF A HOLDOWN r 8d AT 4" O.C. ROOF SHEATHING TO BLOCKING N N NW 1/4, NE 1/4, SEC. 22, T. 23 N., R. 4 E., W.M. EX. F.H. - - - ---- -- - _ _ _ 6" WATER MAIN EX. SAN. MH. 3 �, � 4$'1'}� RIE W 6 WATER MAIN SS-- ST " SS SS LF 8 PVC SS @ S = 0.753 W 110'f F all O m 4w C a� 00 6 • s� dah N •�+ a, Nt rn • S a o 3 • WM. TO UPGRADED — �."` EX � ._.. `� a w - `- ____ do REUSED FOR LOT A � Y r ; .� Q L wo -- _ - _ �- --.� -_-_ V ICI �, , ! SCALE: 1 ` -- 2000' :. C 5' SANITARY _ — -0- _ �` ' all � � S R ESMT. 4 W.M. IL « � lk _ 5 _ - 1 EX. _grPW R MANHOLE - YB REUSED FOR '��' Q JC. 1N.M. MA E 6 RIM ELEV.= 97.69 » �� 4 •� . , LOT A UPGRADE TO 5/8"X3/4 7 8 PVC (EAST) IE= 81.89 METER EXISTING 8 "PVC WEST IE= 83.79' DRIVEWAY IN. INSTALL NEW W.M. FOR LOT C 9 1 " ` . ( �>SCNER ti1�'�IHCLE ( M � PER W.D. W No 125 - .. STDS. n 1 RI EtIEV.= 1 09.70' S r_ (D INSTALL (STALL NCH W.M. FOR LOT B 8 " " PVC (EAST) I E= 97.10 20' v 8 PVC SOUTH IE= 97.10 (5/3"X3/4 PER W.D. No. 12 5 rr ( STDS. ti ;: INGRESS. EGREESS � 1� 5 SANITARY - 8 PVC (`BEST) IE= 97.00 � „ do UTILITY EASEMENT SEWER EASEMENT ti 4, 4 ,. 0185 LFt 3/4 « � WATER SERVICE QSTA 0 +34 EX. fi TEE LINE (8") I.E. 80.45 v /QNAt 20' UTILITY , ; (6 I.E. '80 Q 250 LFf 1 ` WATER SERVICE • • • �� 7 EE LINE EASchI�NT � - �� 04 5 ( j> 30 LF EXIST'S. 6 "0 SSS DEPTH = 9' (AT R CF Y) - LEG : RELAY o" STUB © 2.0% 1 _ FOUND �IONU M ENT 1 QIN )TA �! 5' `� rE 3 C.O. i E�`i0 OF EX. o" STUB SET 2X2 '�YOOD LINE ST ,�� I i 1 I.�.f 37.13 s SET 5/3 REAR & CA . LS .29537 D 4"0 PVC SS STUa FOUND PAC NAIL PER ROS 103/2 O Cn a 11 S = 2.07* (Ml-\ } O FOUND RE3AR (NO CAP) U1 � z APPROX. LOCATION OF EX. (R) RECORD OF SUR'lEY E..4 c� SS S1L'3 - ABANDON � 1 ScRViCE TO SOUTH +.� $►E'r'r'ER �.:. r � - -7 r _-+ �' Z 0 - _ - � Q>1 2 LF 6 "0 PVC SSS _ - PO cR PL.LE i 1 z - S = 2.0h (MIN.) - - FIRE HYDRANT E--. ,,_,_ - _ - - pla » - D4 WATER VAL1/E _ � + ¢♦ _ . Th - � - '®fi C.O. �c WYE _ - : - -- - - - - O ,,:� - ® WATER METER - - ese ns have �, E_ ` + Works hen fevre ed 1w the Public - _ I.E. = 37.37 _ _ C/:) (p Department for arnfm,=, x .ith current PVC ❑ CATCH BASIN - - �0� - Citw standards. Acceptsnce is snl�jrxt to errors an 00 LF 6 PVC SSS �►ruiaioas Rhicli do d � - _ .. ___ _ 8 so �� � S = 2.0% _ . EXIS LOT -DINE + a�a �dw& or e mem The • for the adequacy of the — 0" C.O. - - - EXISTING PROPERTY LINE vO afar deledoor or saw tae I.E. 89.37 - EXISTING 6UlLDING LINE - - dslt Wt TW this - and �r71 - : TO BE REMOVED � o[ dra�i� d 0 10 LF 4 » 0 PVC SS STUB -- — -- -- - -- -- — -- -- -- — PROPOSED lJTI1.ITY EASc�IENT �_ UNDER SEPARATE t or aobsequeec y= ` -- : 0 +90 ( C.O.} gyp �` EXISTING EASEMENT UNc ' t Frna1 Wepp tt idd _ S = 2.0% (MIN_) ! PROPOSED STORM DRAIN ►� _ . the Pubic- p _ -- __ _ _ . „ _ co '_ 1. - . =: - _ =N. 12 4 ss PROPOSED SANITARY SEWER • ° a ft gtg" I.E. = 89.45 co t - r-- - SS SS EXISTING SANITARY SEWS ♦-"♦ - - �: ; - 095 LF 4 "0 P IC SSS r : z _ t _ S = 2.07 - PROPOSED WATER LINE E - - -- - - - - - - - ; oCvE _ y = w W EXISTING WATER LINE 924 � Z 06 C I.E. = 91.27 X X X X EXISTING FENCE - s » 0 SS _ 17 L F = _ ' PROPOSED WATER METER 15 4 �_ - �..., S = 2.0% MIN. - PROPOSED CLEAN OUT �.., --♦ � - , - - - ►� - = - - �.. - - -_ �- : - - - - - Eal SE PROPOD CATCH BASIN _ � w 2954 16 4 4 SS _ - I.E. = 91.61 F-- if e20" WIDE STORM DRAINAGE - • + 5 - - - - -- _ - -- - ESM7 NO STRUCTURES - -� 5 - -- - - ALLOWED - NOTE. — - - -- - - �ECL sit �t - O SS TO BE KWtDOtU -PROPOSED RES03CE ON LOT C WILL - - REM E A FE SPRJNKLER -- VATER SYSTEM NSTmim - - - - - - PE WT C''+ER -MID tfflLITY NOT SEMR e 1. PLm NJ TRENCH EXCAVl1T10N 01'ER01ONS SHALL MEET OR EX( ED Ali. APf't)CAt E S HARING LAWS FOR TRE%C iES OVER 4 --FEET _ DEP. ALL TREK 4 SkffTY SYSTEW SIi&L MEE VOW RfQU re�� ewe MENEM 00 - nee sQ: S, _ Z POND, CABLE , F18M OP`i1:S, A O TELEFI -M UWS SQL BE IN A THE 01 SIP;iH A 5' i�� TM !s. HORZONTAL SEPARATION FROM OTHER mL mm-- lJL r� wdaw me LIL 3, ADMT ALL MW OLES, CATCH BIAS. ADO VALVES IN PLIMIC Rf 4n- --WAY OR EJASEIENTS AFTER sus i' =:W - �t trrt WATER AND SEWER PLAN T G I�:AP HIC SCALE m 40 ��. I. 2(r-0. INC0V ?t E1 LTF# 1 BCH _ 20 FT_ ( DI FEET 3 S L EON L r SEC. 3 N . R. 4 E.2 N 1�l 1 4 N E 1 4, � 2 T. 2 W.M. �s�•,� 5u-�Nt T'2,t fit.. �.o c row•, - 2 �} S � P1'�R�� �'�.�•�'t t t' ,o f�� � N t}- s EPRr�T� P�rc t ; �PR�ovi4tr F42z>tj .Z44 C I T `C U C W l SCC$ #-i t T 1¢ c.or x A+ W ORAL I N It> pw ,t„J T•K f} ?7Q- p is C.o1079 S Pc Ex. SAN .�gly lie ..tG }�T o � w i Bus�N ss uce�• &ea •O 3 • GRADING 8t EROSION CONTROL NOTES _ _ _ . W , I S EDI MENT , , , 1 r A S. MH. I 1 't 46T!-� '�'�E E� ," w _ EROSION PREVENTIO AND SEDIMENT CONTROL (Esc) I,IEASURES ON 1 1 - I L L PLANS ARE MINIM _ SS - SS SS174 LF 8 PVC SS @ s � 0.753 � REQUIREMENTS 2. B`FORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARIit!G LIMITS, INSTALL o CONSTRUCTION ENTRANCE, AND INSTALL EROSIONS PREVENTION AID SEDll.4l__NT CCNTROL MEASURES. f t t 1 I 1 I_ �. S ME ASURES , I N CL UDING RIM R 'QTR ' 1,�� !'� P U NTIL E 1 0 +12f BEGIN ACCESS ESC EA� cS, ALL PE RIME TE R CO C�.S, SHALL RE LACE U L FINAL SITE GRAD (DSTA CONSTRUCTION IS COMPLETED AND PERt�ANEN�T S I ABILIZATION IS ESTAEUSKED. BREAK ROAD CONCR*` i E 10 IE EDGE OF PAVEMEN -- tT Q I .�. FRONT MAY 1 THROUGH SEPTEMBER 30, PROVIL` 1 .-I•!rPORARY Ar\ I I•..: /,,• t` COVER MEASURES TO G PROTECT DISTURBED AREAS THAT WILL REMAIN U!� ,','Ot"KED FOR c� t: LI, ,YS OR � !ORE. EXISTING 20 LF 4 � PVC LOT DRAIN DRIVEWAY I � � � ° . STUB C. FROM OCTO�DR 1 Ti;rcC�'GH APRIL 30, Pr;C'� ";;;� �'!� OR -�;R'i A`, " :.t•'•'�.' :_ ,�T CC:/rR MEASURE TO = I ° S = 2.0i tiOTECT DISTURBED A,RU-S THAT WILL - ! \ri.� /',�!: L', :;, Ci�K G FOR T , L � r � � � � - � t P ., � G.\ I�IC�RE. I;\ �.DDITIOi� TO �/� I QS i +2 It�S ! 1 � CB TYFE i n /te ! l , !t' T ,� 1 ariY 1� , C�1 :..,_I,S� I` E CONTRA., � C � ..�- tf,: -L_ � , � I; � � � \ No.1 GFr, E 9E.70 RROTECT STOCKPILES AN cT rEP UT !.':; FILL S I" ;;'� 4 l'\ ,� ' =' I (. :� 1.. P D ., EL C `_ SLGPE.� �, ,. LD FOR MORE Tt -1I,1� 12 ,1/ � S , HOURS. IE � � 025 LF c " PVC LC? L. S TOCi :PILE, ON SITE, ENOUGH CO�JLR W,_,L L !; S TO �,�� ' - STUB P\ l , I ... r ! :. . , , .� , , , •- + r- 1 / t 2 0' UT I L;TY S 7 • +i r C. cl OCTO 8, S`ED ALL AREAS TF.)A 1, r;El. :�,1ti 1„'I�,,.. ,rL I,t`� .,►A501� �i t p° EASEMENT (OCTOEER 1 THROUGH APRIL 30). MU`CF, ALL SEEDED ; r.;_i 1 , � � �� 144 LF E "c S.D. (D.I -) 2 I S FAILURE T v I,!�; i� T /.'!�� ESC MEJSUR`S IN E WITH TI-�r r ^� „ t r I „hi<<'T�h�.t t F H� E ,/ • � � � •/ > _ �D C_ SC EEDULE I �►Y 1 t' r r , . ! T r .. ..- ,�.- • -•L.' ` C Y r �. �.` ' y 11... �: L. /'..J `I' t i 1 1 r � !, I .. ... •- I '` 1 1 n 1 �- r r • t. �, � 6 20 LF 4 �' c F `f., t. t R ��T 11\ t i - 1� 1'►v; \K ELII'\ PER Gh1•It =D AI / i �; :.�..,1 ��." 1 ' - rJ' II ��I . 1 ,� 7 2C ST�!E S = 2.Cio t- 0%AIC�S T THE PROP LRTY 1'; f SERE SUCH FACIL.I TES A LOCAiEL'. .: r - -' F I_ f t 1"11 t � 1r r r' 1� T t� ^ • U 1 + , . : � '� ►- - � ►- r t /, � � I t"' � 1 1 •� CO ND IT ION ' t I "r1 / T ` ' � ' _.�•.- ' � S IA 2 +22 AT CEN TERLINE Or C�.•n {t G 11 Llr �'t TH r_R0JEC THE PE I. ' � TA LL VA 1. IN FC/.D CON�DITIO +� AID Pr�,,hIP�LY / t .. �--- r' •"' ('! •- l 1 1 r 1 � / �` 1- ' . =I if �� � 'f t ^ , /r I C � t t I � � HAMMER HEAD \ f C , • SUFI"- CE , �, A. �, CA ST- .L TURES �' • CETATIGN, [RO IO - k, : • ' l t 7 1 , I t l . � ♦ •r� +l. /r r ( :\ . - A „ fi••I . ,�•... t I� o t I I I E� V.O\J _ : ._ �. ♦ , / L . , :.� F ... ��, ►� r~ DYtCES I ACC .,l \1_, f i_ 1► 1: i 1 �.. �,♦. , 6.� • 1 ' V . -, 1 / ! • �'3 •- f t 1 .. 1 • ! , - t l . . % _. s � •- l l f l l l r f" r 1 J I `- i 1: r c I ' - ) \ �-•• 1 r TT 1 � � . r ..' ..•• t : 1 /••� ' r r t • '_'��" � L I 11 C ' I FEi T r J L l I- R S -� ✓, I -- - !L -- ' - -I&- 84.39' -, ___ - a 3 °EFORE AI GROUND DISTUR6"NCE OCCURS, ALL DIOWN�STRE VI Ef�O�:lC��' PREVENtTION AND SEDIMENT - ~ as - .� 1 -. _ CONTROL MEASURES (ESC) MUST BE CONSTRUCIE� /4. 1) IN OPERA':^ ::. INSTr;! L AND MAINTAIN ALL ESC g�_ d; � ; ^ �, 64.39 ` - - - _ _ � MEAS RES ACCORDING TO THE ESC P N /or KEY' R QTES U LA STCRid QRA;N/.GE MOTES l I - t: W_ ` ! ,�"� X X X X FLpgx r •-E i v ..--; ,.:.� � � � ••� - a •, • � c; ; ; , ; . • . � , _, � , • � 1 � PROPOSED CLEAN Olt T I. ALL We I .,��. - ` D W r tr h1� S 5 L AI_- C OF 1�: OE - _OrVEW GUC -Z; t'ES �•.� lOCS� ;.fit" t t C0NST "SlANDARoS, M3 H E Cu= = ;;�� saw SOR �rA:,-R a-Is �cg,i., HESS PROPOSED SPOT Et�v no�N -OTFZ k6Sc APP-ROVED. Ll Q SPOT 2. MARK KL STORM [)RARi �t'`ETS �h �, �l,1, . ` :.. WAS W Ev c � '� lS TO ST�K.J�JC. 'EDR 06 . _ I 'r " D CATCH INGN TC Il1 T�lAECS OR 'I)RA RS TO WA`0 E �c', AS A°P ti u Ch CA C Simi •� • co N CO L. I sm a o 0,: � :�'� =Z > C • 00 m L 1. Q! O m- 0 _ * M L C= • C4 � d n� C r! s ■ o a, '• tahh 1 � v w /\ if• .0157 NAL Dm"-%- 04 -06 -06 i L r � �F_ V 1 � C. Y JE PkVING GRADING DRAINAGE PLAN ummm .� � um -- S UN. PX "_ amaz u_ r.. LX iR. x� 1 s = �. nw rim M,/ ) "m Rs w llafs C r1 i SI Tu t EXI MC SANITARY SEER _ E. INS L L 1 AL,CO TO 1 r'•. fir F %_ _ L - SC [� `� %. i I%- - \ -%, �thJs.E r.�f.. L,�,K _ I1L: s_D - r C W EXISTtN(� NfA.I C R i RE PA D-L A r t I W Rr,'C S Iit�4 ME Di ! ELY. _ 1 � 1 � �V i Z r _ . 1 CON Cq \8 STA 2 +67± END ACCESS ROAD CONSTRUCTION (�> STA 2 +65 INSTALL CB TYPE 1 No.2 GRATE 94.00 IE = (8") 92.76 IE = (4 "') 93.1 IE = (s~) 92.66 3 0 INSTALL (2) 45' LENGTHS OF INFILTRATION TRENCHES C '1 CLEARANCE (SEE DETAILS) , (2 EA.) 6 1 t0 D.I. S = 2.C% (h1;ti.) 2 APl FIC i SHA' L INSTALL A NLVY' S; REE�T LIGHT TO THE EX. SEATTLE CITY LIGHT WOODEN POLE EX. SEATTLE CITY L WOOD ,"Y" t•:, POLF 1't' /STRFrT `Ir-HT 14 20' WIDE STORM DRAINAGE ESM'T NO STRUCTURES ALLOWED �riL Lt ,r/ It .1... ♦ r�,. \.\ r� tJ , 11�. •j -- \.. 1 i • \/ • '.\.'1.. \. . .•\ �� � �) (� {� !, �� r� 1 � 1/: 1 ( - t. /•` .1 �' T,�rl• 1± rn 1 _ ' j (� l _ �• , ` _ •.� / 1 4 , 1/! 1 I1 .� La �- • il , 1/1 1 • I - . F0U!, W.0NUW,[ / I .�, f ,\�L .. �i;�i.. :r N i ;�I� 1 IL'1\ ;1�� i�L i FI•;C =.. : :_ 1 \;(,�t.f \. f 1 j , `vi I : i ; w J CJ ' W OOD 1 _ r ® sET .cX2 WOOD LINE STAKE j ,•pr{�� r '1•• -� /! r / f 1 ` ^ • C �'`t 1/� 1 If 1•ll�� r rr ' 1i O 1 . /. 1_ L V C \ PIRr 0 � : \, �E _ � ` EE F R i.: R0 -r_ PI_ ��_, hl „ 1 1f/�► ,1,rk), 0! \i- 1. Tf , r�� :i.r.�� IS I J A c o • I , �{ I -r SET 5/E REBAR & CAP L'S#2.,577 �^ ! r. r ► t / 1--- r r- �� r � /�� r D C r \`C• \. :i •.�..- V �.� .'� t ..�, r, _ . Or l.• rFt. , _. ►/ r�tJ • 1 \� :•. �,/ •►.•1 'rC.t i� / - .T i., 1... �;t\✓ A�:SOCU - ,LLD 1 L� : i� G�♦ 1 1 ■ c i 4 Lam' ! .. ��. �'� ' ��'''' r.► •�� ` - � : •- , C= / ,,,n r ?- A ' , '' '.% �' i � , = FOUL \'D PK NAIL PER ROS 103/24 1. t L f l.►..�L /.: \.s L ! 1 .Lt- r E4LI� Tr- t 1!'�i • r 1 1 . \ 0 FOUND REEAR (NO CAP) • : 1 � r •' CQ,DC ~ _ /. • 1 /. 1 ' r1• 1 , r m �, . T _• " : Tj 1 y� G .. rS ��' (�� i C • �il Iv 1.v1I \r._S, 1 ht L ^ \1'. ; L r�inE L II \� I►.�� ` �CIV�\ FRErLK ION AND 'zCUIi%�Ef l � BREAK I --- • • G�: '^ •.._ � (/,� RECORD OF SURVEY 1 J ° 1 r 1 r • . : ;_ /•' , i' , • • 1 /^ r O L..J. \.../ �1 \ ` _ , ` 1 1� .,.,- CO'N'TRO V� EALS,!�\ S F :_R ?Ft` ESC A.ND SK/-,l 1 :.S iI ! ; -, DC��;r.STR I.I TEMPORARY ESC �;iSJr«S �' :; "�/ 1� t SEWER MANHOLE i CEFOrRr i���Y S.::- : �;Si :' :: , �•`CE GCCLIi.S. E: s wr j-,E iti�PC :.'. Y I,ji..A.SJRES AF.E FEI�!OVAL, tNSiA� L : %�i ri�`��: P01'rER POLE // ✓ , ,` ' , FIRE HYDRPNT - •. • . r 'r 1. . I ' f r ' • t ! ' • 1 • rf♦ r ._ - ,. {. ._, II , r • f .� - • - ;rte /.. , Ir- �r.�.. / I,r n 1 1 i r ... !!`...� .� `• / . + t /,' .� ' . ' t��/� V AL VE 1 .� . `• .� a._ ♦. . .._ 1 . l L 1 . ..\ a t ., r _ :._ :1 ._ / ...� \, • , �� - I 1 t_i \�, / ♦J �•`' \' . �r \1 \l'.t t. �I /i / /;� t •1A !/•�� RE MOV E D //•�� f-1 TER - y �!• •-� ; ;- -'•(^ -,. �. .1' r ,� 1 . r f'` r.. • l ,• - r t . -.. r^ r1 11 •/•� T �E 1 V� 1 . /- �� / . /. \- I • 1 ' :, : :: .._. r I �• . -, t �- !.. /... ._t• _ . 1 ., •. : :.C � G 1 i �. �= r -� , - WATER MLIER •"� 1 - 1 r r - • - r , 1 ♦ t C - r r - - 'S ' • - • • . .f' •T r r r r - ^� / i i - - r _ - 1 1 / .r.� -- , I - • 1 / - . .t.LL h� • •L' Ir -' _ - '' ► -.�._ 1 . �' : _�.) �.i It (� �� -�. ���/ -.�, �`R StrA,F; C - j , _ t •- -- 1; 11 r c /-- _ ,--• ;_ •,, , ♦ , ,,-. , , :�. - _,- ,.� _ :. PERMIT CATCH BASIN l • r_ 1 1 . .. •, • .x....11 \ r LJ •vl + 1�" L•t..'r i �_. /..♦✓ �V. r •�- r r\,. l �i \�..� L 1�� 1.. .J • �� /I f�/ �`_' -�' �" / /•. �r.L/ rr .. • - - ► . l /- r r ^ , r .- r - - 1 ._ _ '... r.. /. ♦ 1 i V j . - �..�r - '. ../ . .. ._ L li 1 :� I ^ L� ` • • .. :1 _ :_'��.- i ..� :�. ...L.: •... • (`� ` �• /,_ /-- ,, /,� :j% �).i :�! � � i .... - - -- - - r �r �Ir /: PROPOSE CONTOUR �- 1 •1 - • { •1"'' �• •.1I /•'- • / -.r �t L�t -�I 1 - .- r�r( „ •♦ , , / , - I .. i / . , ....v ... ` .. t • I r t t _ - 1- - ij/J �� + _ _ . EXI ,�G col`'TOUR ��r �; 1 • - _ - _ _- -- EXISTING LOT LINE / ,/\`.•• ♦ �• .r- ,•^r •y. ./�T 1/ r ^ .f r r _- , ! •I', �,. r _ 1 ' 1 r 1 \ /J/ • - .♦ - �\ rrr''•��1 ! , • - 1 �� ►- 1 �.• ` r t t r . • •/1 1• r_ ,1 I ` 1 t I �1 (� C `�f \/ r% ♦ / 1 .• {\ tt . 1r /` I i.. L � V1\• \S �.I \J w ♦` ►1r 1 :\ .... Ems, v ! L � •. �.'�' 1 .. !.•_L •! l.• V• � � { _ _._ ._. . �, �� C 1 �_,� EXISTING PROPERTY LINE h E A.S ' �_ S 7 _ PROPOSED E U LDING LITNE * C E , T! �' 1 C � 1 I + !I^ `',1. •- •- -- •� ^ ^.r 1 r . r r "\ ' 1 f ; • ` 1 C ` 1 • 1 /...\ ! ^ i \K.1 . ^ �S\ •\ �st..�i.� r . • ` t, r ^_ w. !l } 1 ~w ,.r r� y ►�s, / ��'. \ i _ __ • 'i,_ v v \.. I v 1 �.- i i ti.. 1 V L. �-' V �1 U . ..� L I ` 1 A t 1 \ r • v �J A . ....• t r 1 �� U / - \ ` '�_.. r • _ - T i ESC PLAN'_ ; // � = ,_ r:• EXISTING BALDING UNE 1 �.. • � G O 1 - .. - - _- - -- - ..._. �.. _ ._ _ PROPOSED UTIL" EASEMENT C 1 _ 1Jv'N''i'AjN' ALL RC-t -D D WV,' .CE SK "E!.'S. S10RI4 KhTER ri.= ,rt:;,CE SYSTI EWS. CDN�r;OL MEASURES ��0 C ER f AC�Lf�;ES AS iJE��': SFiED I �: 1H. ESC r ti. EXISTING EASEMENT UW PROPOSED STORM DRAT! D. 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PERMIT CATCH BASIN l • r_ 1 1 . .. •, • .x....11 \ r LJ •vl + 1�" L•t..'r i �_. /..♦✓ �V. r •�- r r\,. l �i \�..� L 1�� 1.. .J • �� /I f�/ �`_' -�' �" / /•. �r.L/ rr .. • - - ► . l /- r r ^ , r .- r - - 1 ._ _ '... r.. /. ♦ 1 i V j . - �..�r - '. ../ . .. ._ L li 1 :� I ^ L� ` • • .. :1 _ :_'��.- i ..� :�. ...L.: •... • (`� ` �• /,_ /-- ,, /,� :j% �).i :�! � � i .... - - -- - - r �r �Ir /: PROPOSE CONTOUR �- 1 •1 - • { •1"'' �• •.1I /•'- • / -.r �t L�t -�I 1 - .- r�r( „ •♦ , , / , - I .. i / . , ....v ... ` .. t • I r t t _ - 1- - ij/J �� + _ _ . EXI ,�G col`'TOUR ��r �; 1 • - _ - _ _- -- EXISTING LOT LINE / ,/\`.•• ♦ �• .r- ,•^r •y. ./�T 1/ r ^ .f r r _- , ! •I', �,. r _ 1 ' 1 r 1 \ /J/ • - .♦ - �\ rrr''•��1 ! , • - 1 �� ►- 1 �.• ` r t t r . • •/1 1• r_ ,1 I ` 1 t I �1 (� C `�f \/ r% ♦ / 1 .• {\ tt . 1r /` I i.. L � V1\• \S �.I \J w ♦` ►1r 1 :\ .... Ems, v ! 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WPAj*c A.NY S3' ; A T IJN OR ERC'S ;'_� * ' C A " ' " r E � T G �.)t"' . :, , ,, �. -;--� I•• • � �� - - -- - - � 3• fl�R �Y Ci1lVEk�S SiiAtz 8E OF_ SUFF1C EN: �ENCT -4 T O P�C� A 1«01WIM 3:� SLOPE FROM Ttl, 1 - - - - - - k L?GE C's 1 �,E iyr f�E�IIAY TO TI`tE �CTI Cat ' - ..•` _ f ..'E`�!E't`S srX' HAVE EM LO END _ SEA, i a01 THAT MAT0i TFIE SiOE PAVING. GRADING AMD DRAIN AC:E PLAW = w� I* IF N t I VICORTY -MAP I File: D05 -0095 35mm Drawing #1 f RHUPINDER SINGH KAUR RESIDENCE QE03354 DRAWN BY: LEIF DUNCAN 3 -23 -2005 0 0 M LUS24 HANGERS TO CONNECT TRUSSES o ALL "J" SERIES JACKS INTO HIPMASTER OR INTERSECTING GIRDER TRUSS N M01 INTO WALL GR02 INTO GR03A , GR03A INTO GR01 HUS26 HANGERS TO CONNECT TRUSSES H02 -H04 , T01 & T02 INTO GR01 7 �j1 i 1 Inch 1/16 I I ° t2) Ir awf<I r�lri h II1�.l. _I II 1 [I'l JiIIJII,III IILI r �. 18 -10 -0