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HomeMy WebLinkAboutPermit D04-088 - ASIAN AMERICAN CONSTRUCTION COMPANY - NEW HOUSEASIAN AMERICAN CONSTRUCTION - LOT 1 4724 SOUTH 164T" STREET D04 -088 ..,,t,�...t. wig . >..:...�>i.�J.li.i•,.i?:2,'. y I �n �I,. S.'-¢: ., w. t. v . . ,:,. S,U �. , drat ,��. :w, ?v `•� City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Parcel No.: 5379800471 Permit Number: D04-088 Address: 4724 S 164 ST TUKW Issue Date: 04/26/2004 Suite No: Permit Expires On: 10/2312004 Tenant: Name: ASIAN AMERICAN CONSTRUCTION COMPANY Address: 4724 S 164 ST, TUKWILA WA Owner: Name: MARSH ,TAMES +STEPHANIE Address: 15849 47 AV S, TUKWILA WA Contact Person: Name: ASIAN AMERICAN CONSTRUCTION COMPANY Address: 9501 S 207 PL, KENT, WA Contractor: Name: ASIAN - AMERICAN CONST INC Address: 9501 S 207 PL, KENT WA Contractor License No: ASIANCI975PW Phone: Phone: 206 478 -0633 Phone: 206 478 -0633 Expiration Date: 10 /16/2005 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2600 SF SINGLE FAMILY RESIDENCE WITH 457 SF ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, STORM DRAINAGE, TESC, D/W ACCESS, AND UNDERGROUNDING OF POWER. VAL -VUE SEWER & HIGHLINE WATER. POSSIBLE ROCKERIES W /DRAINAGE. Value of Construction: $ $257,905.50 Type of Fire Protection: NONE Type of Construction: VN Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fees Collected: $3,513.61 Uniform Building Code Edition: 1997 Occupancy per UBC: 7 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 40 c.y. Fill 40 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: N Public: N doc:Devperm D04-088 Printed: 04-26-2004 :; H. .. < 'r �. t '.; s' •,•. ,l.k &.7 z '. 4s � �. r- 5 in i u L �.a'wi�liiX9: AAv.r:.x �.�:: ,: , i +$... .fr e°�x!r "1.:.;�t . ... a .,: r}z '.e ✓.;. ... � 51Y ' �'!4<;"; +kt�;Q'i .zY;:btt±ae�:,.f yWzfk .4'1`w e�r.�w,z ,+ro:� mac' n a.:u Z '~ w Q: 7- JU U UU J = co U_ wO 9-1 LL UD = F w Z �- f- O Z I_ w W U� ON o�_ W LL O ill Z . CO O F- Z �J,��11U1, w�Py X City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Water Meter: N ** Continued Next Page ** n doc: Devperm D04 -088 Printed: 04 -26 -2004 z 3: u� J U 0 CO W= J � cl) U. W O. I-j LL Q S2 d H W. Z �. 4— O z 1— W W U o O co) W Ui LL LLI z' U O z D ID" City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Z Permit Center Authorized Signature : Date: z �w 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. U CO 0 The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws CO = III regulating construction or the performance of work. I am authorized to sign and obtain this development permit. -J f- CO U- w Signature: o T Date: ��' Zl o li 0 U Print Name : D�� C y N d i 1=- w 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 Z suspended or abandoned for a period of 180 days from the last inspection. z O w �5 U 0. O CO 0 E- ' =w �U H u' O Z CO 0 i O H. Z doc: Devperm D04 -088 Printed: 04 -26 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 5379800471 Address: 4724 S 164 ST TUKW Suite No: Tenant: ASIAN AMERICAN CONSTRUCTION COMPANY Permit Number: Status: Applied Date: Issue Date: D04 -088 ISSUED 03/15/2004 04/26/2004 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296- 4722). 4: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (206- 835 - 1111). 5: All mechanical work shall be under separate permit issued by the City of Tukwila. 6: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 7: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 8: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 9: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 10: Comply with the requirements of TMC 16.04, Demolition/ Relocation of Structures and Article 87 of the Uniform Fire Code. 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: Fuel burning appliances may not be installed in sleeping rooms, U.M.C. 304.5. 13: Appliances which generate flame, spark or glowing ignition, shall be elevated 18 inches above the floor (U.M.C. 303.1.3.). 14: Water heater shall be anchored to resist earthquake (U.P.C. 510.5). 15: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 16: 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. doc: Conditions D04 -088 Printed: 04 -26 -2004 z w � D 00 C O co W J = I-- M U_ w LLQ CO D = �w z H f-- O z 1_ w LLj U� O - o F- wW it H U _ O z W U= O~ z : l�i�,; � :.:..::wy:•v�!::.,uit��v�w's��u � '.a, - Spy.::x:�: 'i.�^ :t:wNi ' <' ,,..�.:.�,. City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 17: 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. Z 18: Permit is valid between the weekday hours of 8:00 a.m. and 6:30 p.m. only. W 19: Any material spilled onto any street shall be cleaned up immediately. CO 0 20: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation w off -site or into existing drainage facilities. N O 21: The site shall have permanent erosion control measures in lace as soon as possible after final grading has been P P P 9 9 completed and prior to the Final Inspection. UQ 22: The Land Altering Permit Fee is based upon an estimated 40 cubic yards of cut and 40 cubic yards of fill. If the final a quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference w in permit fee prior to the Final Inspection. z_ 23 From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of F- O W I­- w 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this v period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. ' o 24: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain w v i system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope u_ P for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing z drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. w v N H= O 25: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope Z shall be a maximum of 15 %. 26: Rockeries shall be constructed per City of Tukwila standard detail RS -5. In the event that a rockery can not be installed per standard detail, the applicant is required to notify the Building Department immediately and submit alternative engineered plans for a retaining wall, including structural calculations. 27: Verify FF elevation with City Utilities Inspector for new house and garage, prior to start of construction. 28: Construction under this permit shall comply with Geotechnical Engineering Evaluations, by Bruce S. MacVeigh, P.E., dated 9/12/02, 9/13/02, 6/3/03 and subsequent geotechnical evaluations and reports. 29: No runoff, including downspouts, shall be infiltrated into the ground through "dry wells" or perforated infiltration pipes and trenches. 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. Sig Date doc: Conditions D04 -088 Printed: 04 -26 -2004 a.i' i �.. .'S .... .. x,.. s`. L:. r" Jalcaci-^ c. cz7. 3: ::aaC1SS2"J'L'S::�..:".:ww`.`. «:�`u�. w.e,+rH� d,... rl�»un;�i't4irl.'Iy�'.Cil'•.`5. ! . w, CITY OF WKWIC') r Community Development Department i Public Works Department Permit Center 7808 6300 Southcenter Blvd., Suite 100 1 ukwila, WA 98188 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 Address: �'�� tV1 S ��^ S V�`� t Suite Number: Tenant Name: .,C�/f NmL�ZCC'�� (=c3Yl �%7`�. New Tenant: �.. 1 Property Owners Name: Mailing Address: Q� Floor: Yes F� ..No r, C f "'A rr�k'o'" CONTACT PERSON Name: Mailing Address: E -Mail Address: Q_+j GENERAL CONTRACTOR;INFORMATION 7 Company Name: C\ ^\ \ � t��n�` i' C CAN j Mailing Address: City State zip Contact Person: Day Telephone: ham) 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 * ARCHITECYOF.:RECOM4 plans must be wet stumped by Architect of Record". Company Name: I_ S . 1 )l 1 �, �C9� C �! LT p Mailing Address: l _ � �n `I1 /. �n p, 1 Vt r'7"jR VOV � ' j►'l r- rW l joa 9 -C NO, � I City State Zip I ' Contact Person: Day Telephone: E -Mail Address: Fax Number: ENGINEER OF RECORD All plans must,be wet stamped by Engineer of Record ! Company Name: sa A S C r 'Y\ "eft rr Mailing Address: ybvr� \ VJ e\ c' City State Zip Contact Person: �� CI �- ']"! ��� _ Day Telephone: E -Mail Address: Fax Number: \applicationOperntit application (3.2003) i 3/2003 1 + i I�t{YYYYM...— ._...... .. _... .. L"fi':..•.r. •n1 frr.•�:.r�r -..' .)MAR" . 71FPJ49fS ).t19:�p�ta."'r2ff wmti.x�n's, .,.,,�, .r.M.« ee�t�!(?F.'i�it�tm:- ., >n•. i Dav Telephone: C ' LI �, � C S� City State Zip Fax Number: / `�..�'�1 SS_'Z GG_ (', 6 ' Z ~ W U U U C0 Ui J H S2 LL WO }} �J LL ? � =w z� w W U� ON 0H W HF- LL Z W U= O Z `BUILDING PERMIT INFO '* - 206- 431 -3670 Valuation of Project (contractor's bid price): $3.c Oz _ Existing Building Valuation: $ . Cl Scope of Work (please provide detailed information): c� e�C= Will there be new rack storage? ❑ ..Yes fK].. 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): (( Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentat on 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: FIRE PROTECTION /HAZARDOUS MATERIALS: ' ❑.. Sprinklers ❑..Automatic Fire Alarm 'f..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? []..Yes ❑ .. No If "yes ", attach list ofmaterials and storage locations on a separate 8-I 12 x II paper indicating quantities and Material Safety Data Sheets. I li \applicationslpermit application (3.2003) 30.003 page 2 z `~ w t � JU 0 CO) CO LLI J = H DLL WO 9_J U. to = FW Z F- H O z I— W 25 Ucl ON 0 F- W H� �- O z W U= O F- z Addition to ; Type of Type of Interior Existing Construction Occupancy per. Existing Remodel Structure New per UBC UBC 3 2nI Floor . 3'a Floor,'. :Floors .:::':.: Basement: :Accessory Structure* . Attached. Garage i v�] Detached Garage Attached `Carport . Detached: Carport 'Covered Deck . . Uncovered Deck ' PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): (( Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentat on 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: FIRE PROTECTION /HAZARDOUS MATERIALS: ' ❑.. Sprinklers ❑..Automatic Fire Alarm 'f..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? []..Yes ❑ .. No If "yes ", attach list ofmaterials and storage locations on a separate 8-I 12 x II paper indicating quantities and Material Safety Data Sheets. I li \applicationslpermit application (3.2003) 30.003 page 2 z `~ w t � JU 0 CO) CO LLI J = H DLL WO 9_J U. to = FW Z F- H O z I— W 25 Ucl ON 0 F- W H� �- O z W U= O F- z PUBLIC WORKS PERMIT I ' RMATION 206 433 0179 Scope of Work (please detailed information): I e fit' / rZ f/r3 T7r� ✓1.s /z iY��G �i )� G,.f>.i / o /.^ C < � .(�s :n 011 r Call before you Dig: 1- 800 - 424 -5555 - ' Please refer t 0 Publie'Works Bulletin #1 for fees and estimate sheet. Water District ❑ ..Tukwila ❑... Water District # 125 Highline ❑ ...Renton -Water Availability Provided Sewer District ❑ ...Tukwila ValVue ❑ .. Renton E] ... Seattle ❑ ...Sewer Use Certificate . Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application mark boxes which apply): ..Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Draina e) Geotechnical Report ❑...Traffic Impact Analysis ❑ ...Bond ❑ ..Insurance V Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless Proposed Activities (mark boxes that a ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ ..Right -of -way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance T<..Construction/ExcavationfFill - Right -of -way Non Right -of -way J eff ..Total Cut q cubic yards I V ..Total Fill f A> cubic yards — j ..:Sanita?j Side Sewer' ' ❑ ... Cap or Remo tilities ❑ ...Frontage provements ❑ ...Tra Control ❑ ... ckflow Prevention - Fire Protection Irrigation Domestic Water _ - ..Perm an etigafheC r tz).. " ❑... Temporary Water ize.. " ... Water Only er Size............ " ❑ ...Sewer to Extension ............Public _ ❑ ... W rMainExtension .............Public ❑ .. Work in Flood Zone ,.Storm Drainage ❑ .. Abandon Septic ❑ .. Curb Cut ❑ .. Pav ent Cut ❑ . ooped Fire Line „ WO# WO# WO# Private Private ❑ .. Grease Interc E ] .. Channe ' tion ❑ .. Tr Excavation tility Undergrounding ❑ ... Deduct Water Meter Size........ is FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ... Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund /Billing: Name: Mailing Add Day Telephone: City State Zip \applications \pcnnit application (3 -2003) 3/2003 Page 3 Z i� ~ W LY � UQ C0 W W = N LL WO U- = Cl W Z H HO Z I— W W U� Cl) O H W W LL O W Z UN O Z r ;MECHANICAL- PERMIT !TNFOI....[ATION:- 206 - 431.3670 MECH V CONTRACTOR IXFORM , 'a Vy '.. , � r1 .j t.� � �. a f *i � . ` � . � • Company Name: Mailing Address: State Zip Contact Person: 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 pen issuance Valuation of Project (contractor's bid price): $ tN CSC 1�) grnne of Wnrk (nlPaca nrnvirin rlP tailnrl infnrmatinn%- I i 1 Indicate type of mechanical work being installed and the quantity below: Unit Type: _ .. Qty. Unit Type: yp Qty Unit Type. Qty Boiler /Compressor: Qty. Furnace <100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace>100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP/1,000,00.0 Suspended /Wall /Floor Mounted Heater Ventilation System 30 -50 HP /1,750; J ,BZ'U,. Appliance Vent Hood 50+ HP /1,750,000 BTU I- ieat/Refrig/Cooling System Incinerator - Domestic _ Air Handling Unit <= 10,000 CFM Incinerator — Comm /Ind W PERMIT APPLICATION NOTES Appiicable to a)l�perinits iI this cat,on 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 OR AUTHORIZ XENT: Signature: �s.e��, (�, .. - - - Date: Q Print Name: ) Mailing Address: City state Date Application Accepted: I Date Application Expires: Staff Initials: \applications \permit application (3.2003) 3/2003 Day Telephone: Page 4 Z Q = W � �0 00 Cl) 0 CO W J CO U_ WO U_ Q N = Z �W Z t— WO �5 U ON 01__ LU UJ H u. O �Z 0 O Z Use: Residential: New ....] Replacement .... n Commercial: New .... Replacement .... n Fuel Type Electric..... Gas.... Other: �.. g City of Tukwila f9C8 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 5379800471 Permit Number: Address: 4724 S 164 ST TUKW Status: Suite No: Applied Date: Applicant: ASIAN AMERICAN CONSTRUCTION COMPANY Issue Date: D04 -088 ISSUED 03/15/2004 04/26/2004 Receipt No.: Initials: User ID: R04 -00924 Payment Amount: 47.00 SKS Payment Date: 07/21/2004 11:42 AM 1165 Balance: $0.00 Payee: ASIAN - AMERICAN CONSTRUCTION, INC. TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 2310 47.00 I ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PLAN CHECK - RES 000/345.830 47.00 i Total: 47.00 z Z �W QQ JU UO N(3 = w J H C0 U W 0. �a �J = CY F. W z �. z� w Ljj � o O CO: 0 H W W HL) U. O -- Z U= O z �. -City of Tukwila 1948 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I RECEIPT Z W Parcel No.: 5379800471 Permit Number D04 -088 0 0: Address: 4724 S 164 ST TUKW Status: APPROVED CO o Suite No: Applied Date: 03/15/2004 W = Applicant: ASIAN AMERICAN CONSTRUCTION COMPANY Issue Date: _ i NU. W p. }. I Receipt No. R04 -00490 Payment Amount: 159.50 N 1 a Initials: SKS Payment Date 04/26/2004 02:14 PM H W j User ID: 1165 Balance: $0.00 ? i �. z Payee: ASIAN - AMERICAN CONSTRUCTION INC. 0 co W TRANSACTION LIST: L) Type Method Description Amount U_ ---- - - - - -- -- - - - - -- --------------=------ - - - - -- Payment Check 2187 ------ - - - - -- 159.50 W Z W = ~ O i Z ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- PW LAND ALT PERMIT FEE 000/342.400 ------ - - - - -- 23.50 i PW PERMIT /INSPECTION FEE 000/342.400 68.00 PW PLAN REVIEW 000/345.830 68.00 Total: 159.50 P 7 q'- i City of Tukwila 1806 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 5379800471 Address: 4724 S 164 ST TUKW Suite No: Applicant: ASIAN AMERICAN CONSTRUCTION COMPANY i Permit Number Status: Applied Date: Issue Date: D04 -088 PENDING 03/15/2004 i Receipt No.: R04 -00305 i Payment Amount: 3,354.11 Initials: SKS Payment Date: 03/15/200411:43 AM User ID: 1165 Balance: $0.00 1 ! Payee: HARINDER SINGH BAPLA i f TRANSACTION LIST: Type Method Description Amount Payment Check 2318 3,354.11 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- BUILDING - RES ---------- - - - - -- 000/322.100 ------ - - - - -- 1,878.55 PLAN CHECK - RES 000/345.830 1,221.06 PW BASE APPLICATION FEE 000/322.100 250.00 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 3,354.11 c�i;i i 7:1.n TOTAL 3354 - doc: Receipt Printed: 03 -15 -2004 z H . ~ W �U UO. Cl)o J = H S2 LL W } O LL Cj)O = W z �. �O z i`— W W U� O -. 0 iH W W LL iii z N H. O z M j INSPECTION RECORD t0i1- O8 9 jam, 5 � Retain a copy with permit `� • INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'ect: AM'P V%C1rAV\ Type of inspection: 11 F 1 Address: �\ Date Called: Special Instructions: Date Wanted: H a.m. 1 y — k8 U p ^ m. Requester. ` Phone No: (0- 'i � - a 3 3 V Approved per applicable codes. Corrections required prior to approval. I V , Inspecto : Date: U- (� $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z Z W �U U 0 . co Co a Ill S2 u_ W 0 } 95 U. co C% = W H Z� Z O— W W �0 U c o 0 1— W W U ~ O Z: U= O H Z INSPECTION RECORD 25 I)Djl - 0 88 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proje t: k Type Ins ection: , Address: 1 -k - 12 -Li S 1 >r Date Called: Special Instructions: Date Wanted: rr11 ��jj a. Requester: - Phone o: 0633 1 nr.r.r.. —A nnr 1 1 r........r:...... --:—A ......... � ................l 'M r � $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z W � 10 00 w� S2 LL w LL Q N� _C F- W Z �0 W H W U� ON o I` W w F- �. LL O .• Z W U =, O ~. Z INSPECTION RECORD b '0g8 . •� 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: V K ' ress: S, Date Called: .. 0 _1 Special Instructions: Date Wanted: a.m. y S- 64 P Requester: NA RA �eN 4 Fl Approved per applicable codes. Corrections required prior to approval. COMMENTS: • 'P i � h v1. V � � )n V\ fo• �', �� 2. wow o A oo It �n K ' A e c A r fA � tA y $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z h IX W QQ� JU UO U co Uj J = H Co W WO L J = �.. W Z F- 0 W H �p U O� W W H H O W Z co 1— _ O Z r Gv INSPECTION RECORD 2e Retain a copy with permit - U�U oli INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proj t: t (M P►' \C h T f In ection: P� , V �V� S%J Address: Date Called: LA - 1 2 : L1 1 S � 1, u + Special Instructions: Date Wanted: a. m. p.m. Requester: Phone No: Fl Approved per applicable codes. 0 Corrections required prior to approval. Inspector' Date: 0 COMMENTS: -e C Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. .,,, `�. ` r'. i�r '��3f�.+%t�itts ^ �3 ;�z«,yti"•�3��c u.`�';.:_s� Z Z �W JU UO Co O W = J I- to I W O La C0 = F- W Z= Zo 2� U O N o ff W UJ H U LL W U= O Z ] INSPECTION RECORD Retain a copy with permit D INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43.1 -3670 Project: Type of Inspection: P aAA-441 Le"& Addre'7 �( Date Called: Z1-{ L 'f Special Instructions: Date Wanted: t ` , a.m. P.M. Requester: Phone No: Approved per applicable codes. [ Corrections required prior to approval. 9 CL to] ty /v FJ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: I - z W fY W UO CO C0 Ill J� �2 LL W N d . = W H z 3 - Z� W 5 U to �H WW H� LL O UJ z . CO) O z 22 INSPECTION RECORD (�.p Retain a copy with permit f 0 INSPECTION NO. PERMI CITY OF TUKWILA BUILDING DIVISION s• 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: t � r Inspector. Date: F] Approved per applicable codes. n ooi ct: &AA &WYL11M Type $ Inspection: ILO'h'o'm Address: L�4 Date Ca ed: ii/ I / a Spe ial Instru tions: Date Wanted: ( t� O P.M. Requester: Vw�l P one No: b o 1 Corrections required prior to approval. i $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z Z (Y W UO C0 LLI J � �U- WO �a �d ` = W r T �0 Z�- W W U� N OH W W. o W Z tl! U N 0 Z �Lk 30 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: Address: # 72W S. Date Called: Special Instructions: Date Wanted: a.m. ,/ JO 6 y p.m. Requester:. V Phone No: F] Approved per applicable codes. 11 Corrections required prior to approval. COMMENTS: s'" v. s , T� C 7� S xA � C 4 fd S . 1" z), k nspector: , Date: 5 I D hV ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. teceipt No.: Date: Z J— Z �W QQ� JU UO U) o N LL W O 9 -1 LL Q' H =. z� �O W ~ W :O �. �H W H� �O .• Z W U= I.- F' Z 1 INSPECTION RECORD i Retain a copy with permit © c� INSPECTION NO. PER I CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -3670 10 K Approved per applicable codes. Corrections required prior to approval. P j � Tyke of nspecti nL Date Cal ed: 7 pe ial Ins ructions: Dt R �,.�it � 1' ,. O D Date Wanted: � � p.m. Requester: i4��4 Phone No: Uag ` — J i I &jj Inspector: Date: o- D- ()L- Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. i' Q Z Q 2� Q � W WD UO (0 UJI U U. J H to U_ WO u_ co To �-W Z = F- 1-- O W h- W U� • N aH WW H U U. 111 Z U2 ~O H- Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER I N CITY OF TUKWILA BUILDING DIVISION I 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 10 P Type of Ins ection: //,, V/b rL r .V I A dres : / Date Called:. Spelis lnstru ions: Date Wanted: Requester: flV A b' Phone No: ' nspector: Date: - 7 .�?' ` 0 L/ - �04J' (Y- 1 IN 9 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: z =Z �W QQ JU UO N J H S2 w WO W? C% = W z :r Z O w W U O N 01-- W LIJ �P LL O .z U CO. O z INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr ject: Type of Inspection: � o d s _ Date Called: _.. Spe ial Instru tions: r Date Wanted: .. � Requester: "Z4 r Phone No: .Approved per applicable codes 11 Corrections required prior to approval. COMMENTS: '1l Q v� 1 1? Y - y- 9 r V'0 r r h n ♦ n MIN TF $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. z - Z � W f � JU U CO co W J = U) LL WO 95 LL Q UD = a �W z F- H O z H W Uj Da O� O I_- WW O W z U N F- = O z a INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro ciL /� IG. fl ` 4 r Type of I pection: FODf �r\SV�u IGr Address: LA - I Date Called: Special Instructions: Date Wanted: a. 'C) P .M. Requester: Phone No: �&pproved per applicable codes. Corrections required prior to approval. F COMMENTS: Drrf rj I ovx Y6 w\ v'P owl YI' A' Inspector. � Date: I I $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be Receipt No.: Date: z W UO Co Cl J = U. w O LLQ Cl)� = E. W ?H Z �5 U� ON 0H LLI W H �Z I.LI L) C0 F— _ O Z , INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER IT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 4dre : t AM - CO r S� Type of Inspection: Fro C'�s I'll r' t� s: 1 -I S I- S Date Ca lled: D- Special Instructions: Date Wanted: ra.m. Requester: Phone No: <Approved per applicable codes. O Corrections required prior to approval C' Inspector: �c I Date: F] $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 01 I I i M 711=1 � - 42-111= Z '~ W . U 0 to C3 C0 LLI J T_. U. W O. 2 LL Q Cl) = d. �W z� �— O W ~ W �5 U� O� 0 H W U1 LL H� -- Z U N O Z f INSPECTION RECORD Retain a copy with permit h INSPECTION NO. PER NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr * ect;,, Ty e�of I N 1JC� 1.' Sa(,:2j5a A dr ss: ' Date Called: I/ ' Wanted: Speclal I struct ns: a e 1 1 a.m. L, M. Requester: 1 Y ' 7 Y 44 -f Phone No: )no M Corrections required prior to approval. Fl Approved per applicable codes. COMMENTS: Y ' 7 Y 44 -f �n P ✓ x I UO r ev P n V\ �\ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z z W JU UO Co w= J 1... N W WO � QQ LLQ U� _CY �W Z H Z� W �5 U� O� 0H W H6 �O lil Z U =. O~ Z II INSPECTION RECORD t-� Retain a copy with permit INSPECTION NO. P P206)431-3670 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Proje : n A Ova Type of Injpection:�� t Qb Y Address: 141 (� S-1 Date Called: 7 1 5 , L Special Instructions: Date Wanted: J ! ` 0L ( ! P.M. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 46 — C c v, o L it t vk 44 V1014A �•► / - P C4 r S 4 I ✓1 C 1144 U, Le 11 19i2 e' G 1 Ue-'4 Inspector: r Date: Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 J Z '~ W Cr. � 3U UO (/) J = S2 LL WO LL j CY = W H Z� ZO LU W U� N O —: W W H W Z LLI U Cf) F _ 0 I-- z L INSPECTION RECORD Retain a copy with permit �g INSPECTION NO. P N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Projec K , Sia A MP r -�- Type of Insp ction: 7 i� i �. Address: Date Called: L S � 1 LI Special str ctions: Date Wanted: ` �� a.m Requester: -0 a r ►�` Phone No: 2 Approved per applicable codes. Corrections required prior to approval. I! COMMENTS: G --o C e ' J� Inspector: 'Date: r 4 1149 -, A, "--! $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must N paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection Receipt No.: Date: r Z UO Co O C0 W W = �U- W O. �Q C = W f- 7: ? I— Zo W U� co o1-- WW H� 6 0 W Z CO O Z 1 INSPECTION RECORD b �� Retain a copy with permit INSPECTION NO. PER 0. CITY OF TUKWILA BUILDING DIVISION 4W 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro' ct: Type of Inspection: Ira M I Inspector: r Date: - ) $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection Receipt No.: Date: t . Addr ss: Date Called: s+ - I ,() Special nstr ctions: Date Wanted: Requester: `` � te l ,Phone No: Z = F- 1— Z n , W UO to c J H C0 W U_ C0 d = W H zP W �5. U� O N 0H 2V i— �. 1L O Z U =, O Z INSPEC -hOfd RECORD l Retain a copy with permit INSPEC ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 :1116ff N0. 206)431 -3670 Pr ect:� AM Type of Insp tion: d re Y Called: u Special Instructi ns: r v ate Wanted: Oq m. - 7 Ail Requester: t Phr }�o U Approved per applicable codes. Corrections required prior to approval. J / ill W ' _�► MAM $47.6&RI`INSPECTION FI paid at 6300 Southcenter , Suite 100. Call to schedule reinspection. Z }�- Z �W �U UO U) DLL WO 9-1 LL = �W Z 1-- O W ~ W fy U ON o�- W H� O W Z U N O� Z 2 INSPECTION RECORD bull Retain a copy with permit I I D, 4% INSPffTON -NO. PER O. CITY OFJUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 (�06)431-3670 Pr ct: Type of Inspection: C4r-Z - p � 47 a Add n� D ate Called:'-- 7 Spec I Instructions: . Date Wanted Requester: Phone No NX- �73- Rec eipt No.: I Date: I Z Z W 00, C 0. V) W W IL W 2� � _j LL co) W Z = 0 W Ir- W W O 5 Cl) W Lij X 5 F_ F_ LL 0 W z P 0 Z paid at 6300 Southcenter Blvd., Suite 1 00. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTIONNO. CITY OF TUKWILA BUILDING DIVISI1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 , Pr ' Type of Inspect' i / A s Date S ecial Instructions: Date ted: a.m. p.m. Requeystel F -1 Approved per applicable codes. Corrections required prior to approval. �i FAINAMM _ i_ i :// r � _ . ✓1i $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 South enter Blvd., Suite 100. Call to schedule reinspection. teceipt No.: Date: I 2 W UQ N co III III �LL WO U. Q = �W ' Z H H O z UJ W U� O N O F_ W H L). u_ Z ll! co O H Z I I �' INSOE&ION RtCORD //11 Retain a 'copy with permit V INSPECTION NO. PEF CITY OF TUKWILA BUILDING DIVISION. 6300 Southcenter Blvd., #100, Tukwila, VIA 98188 (2 IV 31 -3670 P ject: • � T pe of rt�spe tionZ A r s: �, n bate Ca le : `7 Special Instructions: Date Wanted: D a.m. Requester: Phope, No: 'alW - q79-c r. paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z Z'. �W W QS JU UO C0 LU W= �. 9 L WO LLQ co) = W Z F- F- O Z F- Ill W U O - 0 F- W U LL O. W U= O F- Z INSPE RECORD Retain a copy W1 1 3 w ith permit INSPECTION NO. E PER IT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 P ct: r Type of Ins tion: 17 ( i! C/1 "?", (-.,/ z 0, d cys: �? 4 be Ag Date Called l /* 10 to Special Instr6ctions: Date Wanted: — a.m. 101 1 0 Y Requester: 1 A )t C' Phone No: COMMENTS* I 1 =y'0yy%Iht4 o Ur. C'( 0 &A j '4R �Q+ I V\S 0 Y A ocq Cj I( R r W jo 04.0a a) x/-e 6 F� Approved per applicable codes. Corrections required prior to approval. Inspector: Date: F� $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. a. Receipt No.: z W U 00 CO Q CO) H Uj CO U.. WO 2 � 9-1 IL U) UJ z 1-0 z �- LLI Uj 5 co 0 a � LU Uj LL 0 - - z LLI 0 ~ O Z INSPECTION RECORD *E O. Retain a copy w ith permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 3670 Proj t:� �� W Y` Type of Insp ction: r A r s: � � / _ (� Date Call d: b L Spec al instructions: t Date Wanted: ( (p.m Requester: Pho� No: n .- — CX 1 i t i s i nat x�,�3+ Z ;,= Z �W 3U UO N W J H S2 LL W �J LL CO) = W ZO w W U� Ocf) D F- WW H U . W Z U= O Z Approved per applicable codes. Corrections required prior to approval. r 7 INSPECTION RECORD / Retain a copy with permi tw t INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVI 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 bf 4uroved per, applicable codes. Pr ct: I A'L T f I spection: Address: 7D Date Called: � Spetiai Instructions: Date Wanted: ?%.W p.m. Requester: Phone vo 0 ! n � Corrections required prior to approval. f. t•. z H W 0 W �LL WO 9_j wj CY W z� ZO W W UC1 ON 01-- WW H �Z W v C0 . o� z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION j 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 66)431 -3670 Pr 'ect; Ty f Inspection: Addr ss: / . -j` Date alle •� a 8 A) Spec " 1' Instructions: Date Wanted: m p.m. Requester: Phone No: L (� Inspecto : Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: i. 1 I I. I Z ;~ W � JU UO C O W = CO U. WO W �. = W Z� ZO �5 U� O� OH W W 60 .. Z W CO) O Z I` INSPECTION RECORD ' I Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro' t: Type of Inspection: Itl A J / Add ess: - s, y Date Called: - Special Instructions: Date Wanted: a. m. , Requester: �Z Ph 7 '�W4 �� rfe No: �/" T7Y".D�j . Approved per applicable codes. Corrections required prior to approval. COMMENTS: P P� i1 , Inspector. < Date: 0L F1 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 4 J i i Z ~ W JU UO = W T)L W O U. cl) a = W H Z F. Z° U N 0 Ir W W H W Z 111 U co) H =. O Z Y INSPECTION RECORD Retain a copy with permit INSPECT ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: ,, Type of spection• Address: W.129 ' J. Date Called: a y Special In ructions; Date Wanted: Requester: Phone No: -7 06 , y7e 3 � .Approved per applicable codes. $47.00- RONSPEI paid at 6300 Sou Corrections required prior to approval. 1. ZUIRED. Prior to inspection, fee mustle Suite 100. Call to schedule reinspect on. Receipt No.: Date: Z �F �~ W UO O W �LL W O. LL a. to = W ' Z H w 0 W U� co 0 H- = U. W Z Lll U= O ~. Z INSPECTION RECORD -2 1L� Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'ect: f t Type of In5pectio : Address: n � C Date C Iled: Special Instructions: Date Wanted: (terra, j Q p.m. Request r: Phon Approved per applicable codes. ❑ Corrections required prior to approval. CO MENTS: Inspector Date: $47. EINSPE - FEE REQUI ED. Prior to inspection, fee must e paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 7 Z ~ W JU UO CO a W� S2 U- W O L_ CY �W Z = H ZO W U� O c o�- W LU H L). W Z 111 co O Z INSPECTION RECORD D0,L-Ogg Retain a copy with permiit 'T INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: 1S)am Amen cdln Type of Inspection: o . spa v✓ a conn& Address: 4724 S 16 S , Date Called: 5- 10-011 Special Instructions: Date Wanted* 5- 11 - 011 a.m P.m. Requester: V/ad l yw r Phone No: 2,53 —z97 -7505 Approved per applicable codes. Corrections required prior to approval. COMMENTS: a Cs iK 4+t..•�F �n -.rai' N t�,f/ a U • oe $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z H '~ W JU U U) o C0 LU J = F— �U- W O J LL U) =) cy �W Z X . F- O W F— W U� 0 - � H- WW F- �. LL. O L11 Z U= O F- Z INSPECTION RECORD (� �' Retain a copy with permit t/ © � INSPECTION NO. PE IT 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr 'ec�: Tye of Inspection: `o tc.� ils Ad e � n J i ISpecidl ate Called: !y / ?n Instructions: / D 444-L Date Wanted: Lo Requester: r wM Receipt No.: Date: Z Z �W 2 D JU UO W = TL WO J U. U� = �W Z H F- O W ~ W U� N a I— W r U O .. Z W U= O Z u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a cop i permit INSPECTION NO. ' PERMI NO. CITY OF TUKWILA BUIL G DIVISION��, 6300 Southcenter Blvd., #100, Tukwila, WA.98188 , (206)4 1 §1-3670 Pr 'ect: I Type of Inspection: Address: balb Calle p Special Instructions: ID - lJli Date Wanted: �- p.m. Requester: W1 4. e L z - Phone No: r^ Corrections required prior to approval. $47.00 REINSPECT ICI FEE REQUIRED. Prior'to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. .�i i Z �U UO� W N LL WO LLQ ND = �W Z _ fl— zO WW U C0 o Ir- WW H� LL O LlJ Z U= O Z MDT Engineering Consulting Structural Engineers 5513 S. 300th Place. Auburn, WA 98001 (253) 946 -8810 FILE COPY I undemtand that the Plan Check approvals are !�:iblsct to errors and omissions and approval of ; s dries not 1-uthorize the violation of CIMI -- - -- - .. - .. ... ti.- M ....i e.4 ..F . -'r w of apprcved I :la :.•s ack; Structural Calculations For Apia" ..mer_i.can.- C.an.strucWn th 41724 S.1 U....- St., -T.0 —kwi la. February 4, 2004 UTW � CITY TIIJKWII A MAR 1 5 2004 PERMIT CENTER .r. L•' �� •�v p MaF %: NS s3 . � t i '�x r i ` 4Y� Building Official: These calculations are valid only with a wet stamp and only for the site noted above. D ee z Z W. UO Cj) J H S2 LL w La �_ = a W Z� Wo �5 U� O- O I- . W W S U- O ..z w CO) o� z ;i MDT Engineering Consulting Structural Engineers 5513 S. 300th Place Auburn, WA 98001 (253) 946 -8810 Table of Contents Paae No. Scope of Work i Structural Notes ii Shearwall Schedule iii Structural Details iv - Lateral Analysis 1-7 vertical Amlysfi 8 — I z �Z w! u� D. Ju U O N O W= J �- N U. W O wa a , �W z =. P �O z F- w 5. U� ,O o F. W W z LL �. _ O: ..Z w U =: O Z MDT Engineering Scope of Work Consulting Structural Engineers 5513 S. 300th Place Auburn, WA 98001 (253) 946 -8810 MDT Engineering was asked to provide structural calculations for the proposed structure. The following items are included: 1. Lateral Analysis with Basic Wind Speed = 80MPH, Exposure B, Siezmic Zone 3. 2. Vertical Analysis We have provided the designer with a set of the plans and 2 copies of the structural calculations for his use in obtaining a building permit for the referenced project. The scope of this agreement covers the design phase only. If site inspections are required by the Building Department, these will be performed at an additional hourly fee of $90.00 per hour. Also, revisions to the original design will be billed at the hourly rate of $90.00 per-heu�T- -e- reuse- these- calculations -far -another - site, please - contact - MDT Engineerin for review and approval. A new cover sheet is required with the new site address and an original wet stamp. Questions about the attached information should be addressed to MDT Engineering. Michelle D. Thompson, PE. MDT Engineering, Inc. z =z � � JU UO NO J � T w� La N �w z �-o z f-. W Do o �'. OH LIJ =U LL o w U= O z STRUCTURAL NOTES CODES AND SPECIFICATIONS 1. Uniform Building Code - 1997 Edition 2. ACI 318 -83 Building Code Requirements for Reinforced Concrete 3. Western Products Use Book 4. Simpson Strong Tie Connectors & Anchor Systems Catalogs - 2002 DESIGN CRITERIA 1. Wind Load - per Uniform Building Code - Method 2, Basic Wind Speed = 80 MPH, Exposure B 2. Seismic - per Uniform Building Code Zone 3, 1= 1.0 3. Roof Load - = 15 PSF LL = 25 PSF 4. Floor Load - DL = 10 PSF LL = 40 PSF 5. Deck Load - DL = 10 PSF LL = 40 PSF 6. Soils - Assumed 2000 PSF Allowable Soil Bearing - Assumed 30 PCF Equivalent Fluid Pressure for Retaining Wall Design 7. Concrete - 2500 PSI @ 28 days - Grade 40 reinforcement minimum. 3" cover for all reinforcement except as noted at retaini walls or other details — M TIMBER CONSTRUCTION NOTES - 1. Lumber grades and allowable stresses shall be as follows unless noted otherwise on plan: All lumber, unless noted otherwise Hem -Fir #2 or better Glulam beams 24F -V4 Fb =2400 psi 1 3/4" Micro =lams, LVL E =1800 ksi Fb =2600 psi 2 11/16, 3 %", 5'/." & 7" Parallams, PSL E =2000 ksi Fb =2900 psi 2. When top plate is interrupted by header, header shall have strap connectors to the top plate each end. Use 2 - Simpson MSTA24 connectors, UNO. 3. All shear wall sheathing nails and anchors shall be as detailed on the drawings and as noted in the shear wall schedule. All exterior walls shall be considered shear walls. Use 7/16" min. APA Rated Sheathing - blocked - with minimum nailing 8d common @ 6" oc, UNO. 8d common nails shall be 0.131" O x 21/4" minimum. 4. Floor and roof diaphragm nailing shall be 8d common @ 6 "oc at all supported panel edges and 8d @ 12 "oc at intermediate supports. SOIL CONSTRUCTION NOTES 1. All footings and slabs shall bear on undisturbed soil or fill compacted to 95% Modified Proctor. 2. Assumed allowable soil bearing pressure = 2000 psf. GENERAL CONSTRUCTION NOTES 1. Contractor shall verify 'all dimensions in the field. Any variations from the drawings shall be brought to the attention of the Designer or Engineer. 2. Adequate shoring and bracing of all structural members during construction shall be provided. Any proposed field changes to have the prior approval of Engineer. z ~w � �v UO Cl) CO Lu J = CO LL w J LL c a . = w z� F - O z F- w W U� CO o�_ wW -O w z U CO F_. O� z SHEARWALL SCHEDULE (Revised April 2003) MARK SHEATHING FASTENER SPACING BOTTOM PLATE FRAMING ALLOWABLE NOTES @ ALL EDGES NAILING OR ANCHOR ANCHORS SHEAR BOLTS (NOTES: 7 & 8 7/16" MIN APA RATED 8d @ 6 ac or 16d @ 8 "oc A35 @ 2' -4 "oc 1A SHEATHING OR 14 GA. @ 6" oc or OR OR 130 PLF 2,5 APA RATED SIDING 303 15 GA. @ 5 11 0C '/2" AB @ 5' -6 "oc HTC4 @ 2' -4 "oc 7/16" MIN APA RATED 8d @ 6 "oc or 16d @ 6 "oc or A35 @ 18 "oc 1 SHEATHING OR 14 GA. @ 6 "oc or '/" AB @ 3' -2 "oc or OR 230 PLF 2,5 APA RATED SIDING 303 15 GA. @ 5"oc 5/8" AB @ 4' -6 "oc HTC4 @ 18 "oc 7/16" MIN APA RATED 8d @ 4 "oc or 16d @ 4 "oc or A35 @ 12 "oc 2 SHEATHING OR 14 GA. @ 4 "oc or '/2" AB @ 2' -0 "oc or OR 350 PLF 2 APA RATED SIDING 303 15 GA. 3 "oc 5/8" AB @ 3' -0 "oc HTC4 @ 12 "oc 7/16" MIN APA RATED 8d @ 3"oc or 16d @ 3 "oc or A35 @ 10 "oC 3 SHEATHING OR 14 GA. @ 3 or 1 /" AB @ l' -6 "oc or OR 451 PLF 2, 4, 9, APA RATED SIDING 303 15 GA. a 2 " /2 "oc 5/8" AB @ 2' -4 "oc HTC4 @ 10 "ob 10 7/16" MIN APA RATED 10d @ 3"oc or 16d @ 3 "oc or A35 @ 8 11 0C 4 SHEATHING OR 14 GA. @ 2' /"oc or %2" AB @ l' -4 "oc or OR 545 PLF 2, 4, 9, APA RATED SIDING 303 15 GA. 2 "oc 5/8" AB @ 2' - "oc HTC4 @ 8"oc 10 5d COOLER OR GWB 16d @ 6 "oc or A35 @ 18 "oc 5 1/2" GWB @ 4 "oc or #6 x 1 ' /2 " '/2" AB @ 3' -0 "oc or OR 250 PLF 3 BOTH SIDES SCREWS Q 6 "oc 5/8" AB @ 4' -2 "oc HTC4 @ 18 "oc 5d COOLER OR GWB 16d @ 8 "oc A35 @ 2' -4 "oc 6 1/2" GWB @ 4 "oc or #6 x 1 '/" or OR 125 PLF 3 ON INSIDE FACE ONLY SCREWS a 6 "oc '/" AB @ 6-6 "oc HTC4 - 2' -4 "oc .7/16" MIN APA RATED 8d @ 3"oc or 2-r16d @ 3 "oc A35 @ 6 "oc 7 HEATHING BOTH SIDES 14 GA. @ 3 "oc or or OR 902 PLF 2, 9, 10 15 GA. 0 2'j"oc 5/8" AB @ 1' -2 "oc HTC4 @ 6 "oc 1. ALL FASTENERS SHALL MEET THE FOLLOWING CRITERIA. 8D COMMON = 0.131 DIA X 2 "/," MIN, 10D COMMON = 0.148" DIA X 2.'14" MIN, 16D COMMON = 0.167" DIA X 3 1 W MIN, 5D COOLER = 0.086" DIA X 15/8" MIN, 5D GWB = 0.092" DIA X 1 V4" MIN, 15 GA ..STAPLE = 0.072" DIA X 1 W MIN, 14 GA STAPLE = 0.080 DIA X 1 'r4" MIN 2. ALL APA RATED SHEATHING AND SIDING PANEL EDGES SHALL BE BACKED WITH 2 INCH NOMINAL OR WIDER FRAMING AND FASTENED PER THE SCHEDULE ABOVE. PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. SPACE NAILS AT 12 "OC OR STAPLES AT 10 "OC ALONG INTERMEDIATE FRAMING MEMBERS. 3. ALL GWB SHEATHING ON DESIGNATED SHEARWALLS SHALL BE BACKED WITH 2 INCH NOMINAL OR WIDER FRAMING AND FASTENED PER THE SCHEDULE ABOVE AT ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING. AT SHEARWALL TYPE 5 AND 6, THE BLOCKING AT THE HORIZONTAL PANEL EDGES AT THE INTERIOR PORTION OF THE SHEARWALL IS NOT REQUIRED. NOTE THAT THE FASTENING AT ALL STUDS AND TOP AND BOTTOM PLATES IS STILL REQUIRED. 4. WHEN SHEARWALL IS LESS THAN 28" IN LENGTH, REFER TO LATERAL RESTRAINT PANEL DETAIL, 5 /S. 5. PROVIDE 7/16" MIN. APA RATED SHEATHING (PLYWOOD OR OSB) OR APA RATED SIDING 303 OR INNER SEAL OSB RATED PANEL SIDING ON ALL EXTERIOR WALLS AND NAIL PER SHEARWALL TYPE 1, UNO. 6. WHERE PANELS ARE APPLIED ON BOTH SIDES OF A WALL AND NAIL SPACING IS LESS THAN 6" ON CENTER ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3" NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE STAGGERED. 7. REFER TO TYPICAL SHEARWALL DETAILS FOR LOCATION OF FRAMING ANCHORS. FRAMING ANCHORS ARE NOT REQUIRED AT EXTERIOR SHEAR WALLS AT ROOF. 8. AT' INTERIOR SHEARWALLS AT ROOF, TIE SHEARWALL TO ROOF TRUSS WITH HTC4 FRAMING ANCHORS SPACED PER SCHEDULE OR EXTEND SHEARWALL TO ROOF AND SHEATH AND FASTEN PER SHEARWALL TYPE CALLED OUT BELOW. WHEN USING HTC4 ANCHORS, PROVIDE A 1 Y4" GAP BETWEEN TOP PLATE AND BOTTOM CHORD OF TRUSS. 6. ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3X MEMBER SHEARWALL TYPES 3, 4, 7 AND 8. 10. FOUNDATION SILL PLATES SHALL NOT BE LESS THAN A SINGLE 3X MEMBER @ SHEARWALL TYPES 3, 4, 7 AND 8. z ~ w JU UO N J H cf)w w J wQ cf)� = �w z I- O w �5 U� ON o I- WW �- O z W U= O z ' T� . �+,.�. spy ..+ •: .........::r. , . ...w:iih._ _ _____ .. vR. 13 c F-30TTOM FL NAIL PEP, SUJ SCHEDULE �� I. . .. I I I r. 1 z Z w 00 M D w w W Cl) U w 0 U- co) UJ Z I- 0 z f— UJ UJ U CO 0— .0 h— w UJ u. F- 0 UI z Cf) 0 z i A -2x STUDS - 4 r j S I MPSON � , I NOLDDOWN, FILL ALL NAILHOLE I W/ 16cd NAILS. { SIL'I _ H I -H 2 FOOTING DIMENSIONS OTHER FDN. SECTIONS i ANCHOR BOLTS PER SHEAR WALL SCHEDULE. �—t FACE OF CONCRETE I T`�F'IC,4L SNE,4RUJ,4LL DETAIL � FOUNpATION WALL DETAII. 11 MDT Engineering 'SIMET NO. I� Couaulling SLV- urlural Engincrtro 20413 651.11 Ave. S. Auliuru, WA 00001 MICHELLE !l. THOMPSON, P.B. (200) 0.10 -111110 RogisLaratl Pruruniunal Enghloa• COPYRIGHT 1995 MDT Engincering 1 Z '~ W m JU UO NO CO) J F- T U- w U. rn D = �w z H O w ~ w UC3 of w LI F- Lll Z U) p �. z rI.D.T. DATE NI'.1LI: P =I' DRAWN LOCATION 1 Z '~ W m JU UO NO CO) J F- T U- w U. rn D = �w z H O w ~ w UC3 of w LI F- Lll Z U) p �. z r i gN Eck l //✓C� .k- N A l LJAAc Pe. 'I �12'WA�c.C- aDUL� N vr6 - Pr-- TYP, �- 1vcN•orz �L� P� R-A-A/ - --- �. 1 g — Z D 0 CO) 0 a H CO L w O. L c =d w �O z I- � o: L) -, o�- w F- U. �. ll! Z U CO) Z � 5 A m- USE TOP .PL NAILING PER 6w SCHEDULE I 4 EDGE NAILING -f . SIMPSON 'FRAMING PER SW SCHEDULE. ;4NCNOR PER 6W SCHEDULE. SHEATHING PER PLAN 4 6111 SCHEDULE. 2 I_ , 1 ` "�FIGAI_ INTERIOR 5HEARWA!_1_ DETAIL W1 NO �5HEARWALL A50VE M DT C OPYRIGHT e9 g 'DETAIL F JOB NO. cllEr.KED M.D.T. DATE SCALE DRAWN LOCATION D�Gu�oM J Z H ~ W 2 �U U O Cl) C CO) = J � Cl LL w O LL Q = CY W. Z F- H O Z !- w � o U Cf) o �- wW F-P LL O w Z U X, z F 07TOM PL NAILING PER SW SCNEGULE SHEATHING PER PLAN a SW 5CHEDULE. 4I 2x STUDS Wl 6 pLYin�O ©D J7': i E fit. SIMPSON FR,4f✓IING 91 i -„ • �N C,1=L L IS � E. R JW - �� SIMPSON STRAP -jo/ PER PLAN. CENTER ON RIM JOIST. AT LC�L�i INTERIOR WALL �>L 9 / SLOT PLYWOOD. z T 5H D W1 WAL BEE L OW r Nn. MAIL MDT Engineering 3 Consulting Structural Englueers 29419 651.11 Ave. S. Auburn, WA 90001 S MICHELLE D. THOMPSON, P.E. (200) 940 -001() Registered Prefessinnal Miginear COPYRIGHT 1995 I"IDT Engineering 1DI Nu. r.116rhBD (0 D� M,D.T. DATE 9CAU DRAWN U11'ATION Docucom z z �w QQ JU UO cl) J = S2 U- LU LL a a. =w z� �-O w ~ w U O N 0 F_ w w U. U. F- O 111 z U= O z ix . , . ." % u BOTTOM PL NA' PER 5W SCI-IEDI SIMPSON STRAP PER PLAN. SLOT PL rWOOD $ 5 END 4 STRAP 6 •J5T OR F3 LKG. I i t i z :L • O J (L u- < J C TYFICAL SNEARUJ,4LL DErtA1L WHERE WALL DOES NOT OCCUR - BELOW C OPYRIGHT 1995 I"IDT Engineering s III:F.T " °. _ D "" MDT Engineering .1011 N Consulting Structural Engineers DATE, -- - -- 20.113 65LIt Ave. S. ' Auburn, WA 011001 MICHELLE. 1). 9110A11'SON, [I.E. 206) 11411-111110 DRAWN . Dnnivint•wl I'rnfneainnnl Rnnbirm �rrrrrl � . riZil�iir�i* � � � ... � r a« .,...... .. � �� �_ �._:: �i ,., _ ... � � .,.. ; n�! r- ryr..:;• :::.:.: :.:.,..:. -,. - .- ..._....._.. - ... .._.... ___._. ._.__. __ _. ... D PER PLAN ,LI_ 5CHEDULC. IF JOISTS ARE PERPENDICULAR TO 5HEARWALL, PROVIDE 2-2x BLOCKING F3TWN J0151'5 FOR FULL LEN��1'N OF 6W. IF JOISTS ARE TO 514EARI.UALL, PROVIDE r- JOIST UNDER 6w. MIECKED M.D.T. SCALE LOVATION I - 1' 1 Z Z w 6 UO ND J = H Lo w W O 2� u.a co) a =W z �. �0 z E- w 0 ON o�- W 2 HZ.) 1L O W z U= O z A } 5 i n c 2x4 TOP PLATE HEADER NAIL 5NEA'I'NINC3 TO PEADErz a3" O.G. E.W. APA RATEE> SNEATI -IINC — .3/5" MIN. 24/0 EXP. 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I � i 1 i � }. ! _ L . z Lu' U 0 Cl) 0 CO) Lu W LL W 2� 9-1 U_ < Cl) a _ d � UJ Z 0 z �' LU LLJ: CO) 0- LLJ, U: W CO) 0 z MDT Engineering Consulting Structural Engineers 5513 S. 300th Place Auburn, WA 98001 (253) 946 -8810 FILE COPY , t►, iF,� plan Check approvals are Structural Calculations For Asian American Constr-u'ctfon 4724 S.464 th St., Tukwila - - aF 1 \010, ior�C� D� February 4, 2004 RECE"D r.mr nF TIIKwn A APR 2 2 2004 PERMIT CENTER i4eou Xjwro rZ All IE�f'i�riE`u' t I,,- Building Official: These calculations are valid only with a wet stamp and only for the site noted above. 11 /�� z z JU UO 0 V) =` ,,AA � V/ LL WO � = W Z� ° z W w D O N � F- W W �o wz U = O . ~. z MAI z Z W d � d 2 D 00 N C0 w W:c J �- S2 LL W O LL D 0 W z Wo W CO OH W W LL 0 w z L) CO O Z 4 j i i 2 A F410* 2x4 TOP PLATE r— HEADER NAIL SHEATHING TO HEADER V3" O.C. E.W. �1PA BATED SHEATHING — .3/5" MIN. 24/0 EXP. I c2) 2x 'STUD5. NAIL —_ 5HEATHINC -TTO EACH °..STUD S HPAHD22 II II II II II II 1 1T• II II II II r ►1 I 11 . I Inl 114 -41 11 f 4 II a • J I. i . tj .. :.0 • n . z IX C D IG GAUC -rE STAPLES OR a PENNEI N /\IL5 -a 3 O.C. ALL PLATES. NEADEF:5 ,1 AND STUDS 24" MIN. OR 16" MIN. (2) 2x-4 BLOCK S AN PLYWOOD JOINTS. SHEATHING *r0 EACH PLATE l3? 2x PLATE a I (o' WIDE PANELS. 1 12 "dia. E30LTS 7 MIN. EMCEDMCNT i Ja7* 6�67 VO - 7V P Or lO�c1C, � Z &) V* /opl L PA- AA5-C, . ATERAL RECSTRAINt PAN CCPYRIGNT 1995 1 MDT En Ineering YIIF;FT Nn. nErAli� MDT Engineering Inn Nu, cnecKEo 5 M.D.T. Cons tilting Structurnl Engineers DATF SCALE -- — -- 29 66th Ave. S. Auburn, HA 900111 NT-5 I rnr nrrr r n rnnArnC"N p F (200) 41.10 -0010 -- DRAWN LOCATION .. , '#.' ltii*Ab�t(f!�"d - .x^fxr,rn. r*5:• ^ >;r,�c.:,.,.,..,.,, +d....65....+t I I. Z '~ W �QQ � JU 00 N J = cl) w u. �D = �W z �o w ~ w U 0— LLJ LLI �F- �- o W Z U= o� z APR -24 -2004 06:35 AM MDT.ENG k Gn IlimrIn . X8413 55 �tn A Ve. �. Auburn, WA 88001 205- 848 - 8810 _ 63- w 86446-0 1 0 r S 9 Li I J1 Ile P. 02 A/o , 1 A MAX :1aa P60- .M lu, , �'D, P-L',1 AJ6: frV �1 N �udvCa 1-4 t RVf �L i E7tpIRiA9 J� � RECEIVED ILA WA LL CITY OF TUKW APR 2 3 2004 PERMIT CENTV-B 1 2538399589 kA Z Z �w QQ JU UO (1) 0 W z J � N LL w 9-1 L� � = w F- _ ?F- �- O W � W U� O o� W w LL O 11 l Z U= O Z KERMIT COORD COPY PLAN REVI B/V/R0 U T1 N G SLJP ACTI VI TY N U M BE: D 042088 DATE 3 -25-04 STEADD 4 `r Original Plan Submittal X_ Response to Incomplete Letter #_J_ Response to Correction Letter #. Revision # Before Permit Issued DEPA R TM EN T �/ M U Af +k Building Division Fire Prevention ❑ Planning Division x Publi orks Structural ❑ Permit Coordinator fi��nn u Y, 4't� o,� QECF.RMINATION OF OOMPLETBN esS (Tues., Thurs.) DUEDATE 3-30 -04 Complete Incomplete ❑ Not Applicable licable E] p p pp Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TU ESITH U RS ROUT N G: Please Route Structural Review Required ❑ No further Review Required ❑ REVIBIV&ZS INITIALS DATE APPROVALS 0 R CO RRECTION4 DUEDATE 4 -27-04 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIFWD'SINITIALS DATE Permit Center Use Only CO RREICTI U N LETTE R MAI LED: Departments issued corrections: Bldg ❑ Fire ❑ Rng ❑ PW ❑ Staff Initials: Documentstrouting dip.doc 2 -28 -02 r I z �z �w � UO Cl) 0 J = I-- NLL w� LL Q CO)� �w z I- WO �5 U� U) oF_ w W F U LL p w z U =. O z 1908 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Check/Permit Number: )] Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Project Name: Project Address: kA CC," S , C v ,,�� otnv\ Contact Person: rc Phone Number: Summary of Revision: OP " I Lkift �' ..... Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 5r—.T 0 Entered in Sierra on 3 Z 06/29/99 -_ (36 �, 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4131 -3670 • Fax (206) 4313665 I z �z �w QQ JU UO N CO J CO LL wO LL ? � = w zP F= 0 z F- w w U� CO o F- wW F- �" O •z w CO O z r AN 1908 March 17, 2004 City of Tukw Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Harinder Singh Asian American Construction, Inc. 9501 South 207 Place Kent, WA 98031 RE: Letter of Incomplete Application #1 Development Permit Application D04 -088 Asian American Construction Inc — Residence — 4724 South 164' Street Dear Harry: This letter is to inform you that your revision received at the City of Tukwila Permit Center on March 15, 2004, is determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: Buildine Denartment: Ken Nelsen, at 206 431 -3677, if you have questions concerning the following: 1. The site plan must show elevation contours or slopes. 2. Provide details for the footing drain discharge system. 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 in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Stefan Spencer Permit Technician Enclosures File: Permit File No. D04 -088 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 9 Fax: 206 - 431 -3665 Z W OC � UO U J = H NLL W } O } J LL CO 2 CY �W Z t- O Z F— W W U� CO OH W W H FU-- LL O ..Z W CO O Z PERMIT COORD COPN PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -088 DATE: 03 -15 -04 PROJECT NAME: ASIAN AMERICAN CONSTRUCTION COMPANY SITE ADDRESS: 4724 S 164 ST — LOT #1 X Original Plan Submittal Response to Correction Letter # Revision # afteribefore permit is issued DEPARTMENTS Build�ing Division [� Public Works lid M ::�l cq4, 341Of Fire Prevention Structural ❑ DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete ❑ Incomplete Ed Comments: Permit Center Use only INCOMPLETE LETTER MAILED: ��'�? D y LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg, Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: Planning Division Permit Coordinator DUE DATE: 03 -16 -04 Not Applicable ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Response to Incomplete Letter # DUE DATE: 04 -13 -04 Not Approved (attach comments) ❑ Documents /roudngslip.doc PERMIT COORD COPY 2 -28.02 ❑ No further Review Required DATE: z ~ w JU 00 W= H C0 U. w LQ cl) = I . - w z F- ZO w U 0 0 I_ W U .z w U= O z k.t:.,.;.�. File: D04 -0088 35mm Drawing #1 -2 z • Z re 2 U' O 0 • 0. W= co W O' g J' lL Q' co = a. W 1 = ZE Z 0. W • p O • N O I-. W W • 0 -O LL! Z F-• _ O F: z _ Th plans 6 ordinancN - 11l�ve b n reviewed by the Public �� �'orl.0�giar�tment for con orn ith ttrr n ;ity standa A e tanccSstt'b `[o ca�c. '59'10" E deed nmissic s whi P 1 • j r d" c nd�i 9999 responsibility 80.00' ,or th dopte e ad st$ 9qua �,f �dest rests totally with he Iiiesigne . Fdditi nAe�iei onsor revisions to th se Lo + rawin s Ater t is date will void_t)vs acr e 9.8' nd Tii I r uire a n i'pr ;ub egLwnt a pprc r .0 41 1 o ai 1'i n? gCC and' is tie �.�?{iciol s ut I atc& o `-' N Co U _ w N M9�1 Existing )ject to f}q&, %pection ties inspector. _ J o 0 0 z 0 10 P.S.E. Eas men I 0 #200306250.02 I E 6 z o !- 70.00' I W 7 0 0 O 1 ' 1 I I New Proposed 20' ingress, egress & utilities easement for the benefit of Lot 1 is to- be established with the recording of this short plat. bu p f ` I 1 M 150.00' deed N88'42'38 "W talc. N89'59'10 "W deed ' I , I I � I I I N. end wood fence is 0.9' south & 0.3' Wiest v of set rebor w /cap I (c� I n Q 30' So. • J 1 I' ,l 3 � t I I �I � I s F:. •���_ �ft�t wI I E. end chain I is 0.6' north I of set rebar N � =T.L.0440 -�--- 10' Vol Vu e Se Rec. No. U � i .•' �'8 - TYPE / ,eElD�iy�NDED �` ro NO I � I ,o/4 - ZWJ 711- 343 I o I W //a " M///. Z ,e f LP ES: M24l I z 30' 60' Field XO data for this survey was obtained by T.L.0468 ' -- I 30.00 I I n Q 30' So. • J 1 I' ,l 3 � t I I �I � I s F:. •���_ �ft�t wI I E. end chain I is 0.6' north I of set rebar N � =T.L.0440 -�--- 10' Vol Vu e Se Rec. No. lB =T.L.0455 1 corner not set — /S- /8 ' w O N O d O � 00 N O z .. a ---- -- 30' easem e / Tr — 0.65' west of set ret M, ,z-5, 1 S D P,9 IIV,4Z U � Q) CU s O NO o L O Ln .- _ 0 LP ES: M24l 0 � lB =T.L.0455 1 corner not set — /S- /8 ' w O N O d O � 00 N O z .. a ---- -- 30' easem e / Tr — 0.65' west of set ret M, ,z-5, 1 S D P,9 IIV,4Z � ti v s . - NOTE: LP ES: M24l 30' 60' Field XO data for this survey was obtained by n , an ...:1'�nevr:.i:9i Nt! kI:' lYtaa4.! A.:.. t•. rr�. Rx' M.wpa+ftl ".F>VF7i'A(M.•ef.?' -k' Ire`.. un .e�.W1�'riN•m;v'15+!9� R. uww.. q+•i�.vKAiM•syis..u..u+nAW.ur.v K y fl1��� � s E��'M S����:9��,� I z ~w U0 O w= T W 9_j I. C0 a = F- W _ Z F.. W O W U� CO oF- LU W LL w - z ui CO 0 E- z NO FOOTINGS OF STRUCTURES (INCLUDING OTHER NO STRUCTURES. ROADWAYS. OR PARKING LOTS IN THIS AREA. ROCKERIES) MIN. 16' � 2 0( R FLA TTER) 1 r _ — FREE-DRAINING BACKFILL; MIN. 12' WIDE LAYER OF QUARRY SPACES ADJACENT T T TO ROCKERY. 4' MAX. HEIGHT 6 \ STABLE CUT FACE IN NATIVE MATERIAL _ � 1 t• DIAMETER WASHED GRAVEL; MIN. 6' COVER OVER PIPE; o MIN. 2' GRAVEL UNDER PIPE, 12' WIDE 1' MIN. CONNECTTO CATCH BASIN �..�� OR DAYLIGHT TO DITCH UNDISTURBED OUTLET PIPE ' SOIL MIN. 4' DIAMETER PERF. PVC, SOR 35 PIPE/ AASHTO M278/ ASTM 3034; MIN. 1% CONTINUOUS SLOPE TO OUTLET; PIPE WRAPPED IN FILTER FABRIC (MIRAFI OR EQUIVALENT) 2' DIAMETER STANDARD STEEL PIPE RAILING WITH WELDED JOINTS HOT -DIP GALVANIZED, ASTMA 3. 12' '` \'� ORNAMENTAL IRON HANDRAIL MAY ALSO BE PERMITTED WITH CITY ENGINEER APPROVAL. PLACE PIPE BETWEEN ROCKS 10' POST TO POST SPACING 12' TO AVOID WEIGHT. WITH SLIP FIT EXPANSION JOINTS. VIEW FACING ROCKERY NON - SHRINK GROUT 4' DIAMETER GALVANIZED AND OUTLET PIPE (MOUND TO DRAIN) EEL SLEEVE % SEE ABOVE FOR t4' ROCKERY DETAILS a• 12' NOTES: "�� 1' MIN. 1. ROCK SHALL BE SOUND AND HAVE MINIMUM DENSITY OF 160 POUNDS PER CUBIC FT. 2. THE LONG DIMENSION OF ALL ROCKS SHALL BE PLACED PERPENDICULAR TO THE WALL. EACH ROCK SHOULD BEAR ON TWO ROCKS IN THE TIER BELOW. .'ROCKERIES ARE EROSION CONTROL STRUCTURES, NOT RETAINING WALLS. NATIVE MATERIAL MUST BE STABLE AND FREE - STANDING IN CUT FACE. 4. IMPROVED WALKING SURFACES ABOVE AND ADJACENT TO ROCKERIES OVER 30" IN HEIGHT SHALL BE PROTECTED BY A RAIL CONFORMING TO UBC 1711. 5. BASE ROCK IS 2 -MAN MINIMUM. (2 MAN ROCK = 200 -700 LB 18 " -28 ") 6. SHOP DRAWING FOR ALL RAILING MUST BE CITY APPROVED PRIOR TO FABRICATION. NOT TO SCALE I at1aL' ROCKERY & SIDEWALK to W/ SAFETY RAIL C i t y • O / f SHEET: RS -05 a ° Tukwila REVISION #1 08.03 APPROVAL: B. SHELTON ���w - , tNnt' Cht�742Y�f��? Sn8Rt9. y tw.+ s. w. �w�n. s�.«." �L1: � �.'+ Y.' Ciwnm;.;• yY; �ho.;, t��cu� .�ro:=`� °�``..i:.s•�•1.«.n .^¢ KT�a.. rcrTA�k�i+°.' N' 11nr. �. n:,: �tv+ r: q: �• r" n.+;. n`.' n�H��„ �. �. �xrw�...` M1�..,:...+. s' i3* 7, R^ .,.......r�,'..i�.�x^^�n�t #.NM r . v.?srp �.yr >�� - >:,� 1 1 Z ,H Z �w UO NO W = cl) LL WO LL Q _ d �W Z = F- i- O Z f_ W W U N 0 E_ Ww F �O Z w U =. O Z a i o��� 26-4_ 0 _ TruS Truss Type Qty Ply BAPAIK7'R6 ,0 -2 -0] 401137 LOADING (psf) A ROOF TRUSS 1 1 PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.26 13 -15 >999 360 Job Reference Soptional TCDL B.0 The Truss Go., umner A7 ugene OR �52D s c 1 2D133 I I ek Ifidustries, Inc. on Feb 23 13 1 4-1 -0 7.5 -15 7 -10.15 11.1.9 15.2 -7 _ 18 5 -1_ 181 22 -3.0 1 , 26 4-0 _ 2� 7-10-0 1.6.0 4-1.0 3.4-15 0-5 -0 3 -2 -10 4 -0.14 3 -2 -10 0.5 -0 3 -4-15 4-1.0 1 -6.0 Scale v 1:49.5 FILE COPY 5xs 2x4 II 3x8 = 4x8 31� 20 II 4 -1 -0 7 -5 -15 1 11 -1 -9 1 15.2 -7_ 1 18 -10-1 _ 22 -3 -0 26-4_ 0 _ 41 -0 3 -4-15 3.7 -9 4 -0-14 3 -7 -9 3 -415 4 -1 -0 - Plate 0 sets (3C,Y) -[2 OT3, 9e , 2 0 =1=3, 9e , [3 0= 1= i2;0= 'f=8); ,0 -2 -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) -0.26 13 -15 >999 360 M1120 185/148 TCDL B.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.42 13 -15 >745 240 M1118H 151/147 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.17 9 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 128 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 *Except* TOP CHORD Sheathed or 2 -1 -6 oc purlins, except T2 2 X 4 DF 240OF 2.0E 2 -0 -0 oc purlins (2 -7 -8 max.): 4 -7. 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 HFSPF Stud /STD WEDGE Left: 2 X 6 HF No.2, Right: 2 X 8 DF No.2 RECEIVED r:ITY OF Tl IKWII A MAR 1 2004 REACTIONS (lb /size) 9= 2894/0 -5 -8, 2= 2864/0 -5 -8 Max Horz2= 56(load case 4) Max Uplift9=- 152(load case 5), 2=- 142(load case 5) PERMIT CENTER FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3= 4856/233, 3-4 =- 4694/312, 4 -18= 4895/359, 5 -18 =- 4895/359, 5 -19 =- 4895/359, 19 -20 =- 4895/359, 20 -21= -4895/359, 6 -21 =- 4895/359, 6-22=-4081/298, 22-23=-4081/298, 7- 23= 4081/298, 7 -8 =- 4757/331, 8 -9 =- 4906/251, 9 -10 =0/49 BOT CHORD 2 -24 =- 159/4050, 17 -24 =- 159/4050, 17- 25=- 159/4050, 16 -25 =- 159/4050, 16 -26 =- 198/4080, 26 -27 =- 198/4080, 15 -27 =- 198/4080, 15 -28 =- 263/4967, 28- 29=- 263/4967, 14- 29=- 26314967, CITY OF TU }{WI A 13 -14 =- 263/4967, 13- 30=- 263/4967, 30 -31 =- 263/4967, 12 -31 =- 263/4967, 12 -32 =- 142/4089, APPROVED 11-32=-142/4089,11-33=-142/4089, 9 -33 =- 142/4089 WEBS 3 -17= 0/309, 3 -16 =- 157/193, 4 -16= 0/335, 4 -15 =- 143/1419, 5 -15 =- 869/139, 6 -15 =- 173/43, 6 -13= 01377, 6 -12 =- 1477/144, 7 -12 =- 21/1177, 8 -12 =- 139/221, 8 -11 =0/304 A PD 7 NOTES (9) , 1) Unbalanced roof live loads have been considered for this design. A5 K" C) 11 D 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using_ �� 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an BUIL��!C3 D� occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated, 5 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 9 and 142 lb uplift at joint 2. Continued on page 2 tD4 Z '~ W JU UO N0 W W I H N U- WO J U- Q N = a W Z F- F- O W 2� 00 U 0 - 0 F- WW u. O Z W U= O Z 8x8 = 2x4 II 3x4 = 4x8 = 3x12 MII18H= 3x8 = 2x4 II 8x8 r' f r J ob russ Truss Type ty Ply APAtA7l�6 4011$7 A ROOF TRUSS 1 1 Job Reference optlonp�� = � 1 IiC I IUS`.i \r U., JUIIIIICI vvr%I cuum IC Vr% J.LUU 3 WUL G 1 GUUJ IVII1 Cr% II IUUQUICA, II IV. IVIUII f CV GJ 10.GV.4V LVVY r L NOTES (9) 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 680.1lb down and 73.1 lb up at 7 -9 -0 , 168.9lb down and 33.91b up at 7 -9 -0, 94.41b down and 24.31b up at 10 -0 -12, 319.51b down and 61.41b up at 12 -0 -12, 320.41b down and 61.71b up at 13 -2 -0, 319.51b down and 61.41b up at 14 -3-4, 248.Olb down and 50.81b up at 16 -3-4, and 187.51b down and 39.Olb up at 18 -3-4, and 630.81b down and 78.71b up at 18 -7 -0 on top chord, and 100.21b down at 2 -0 -12, 97.Olb down at 4 -0 -12, 97.Olb down at 6 -0 -12, 97.Olb down at B -0 -12, 12.71b down at 10 -0 -12, 99.91b down at 12 -0 -12, 99.91b down at 13 -2 -0, 99.91b down at 14 -3 -4, 97.01b down at 16 -3-4, 99.9lb down at 18 -3-4, 99.91b down at 20 -3-4, and 99.91b down at 22 -3-4, and 100.71b down at 24 -3-4 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). 9 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -66, 4- 7 = -66, 7- 10 = -66, 2 -9 = -14 Concentrated Loads Ib) Vert: 4=- 8490= -169, 8 =- 680) 7=- 631(B) 14= -41(F) 17= -40(F) 11= -41(F) 18= -94(F) 19=-320(F) 20=- 320(F) 21=- 320(F) 22=- 248(F) 23=- 188(F) 24= -41(F) 25= -40(F) 26= -40(F) 27 = -2(F) 28= -41(F) 29= -41(F) 30= -40(F) 31= -41(F) 32= -41(F) 33= -41(F) Z j— Z W W 0 M 0 W= J � co U W O. U- Q N �. = CY ? H: I-- O Z I—; W LU � C3 U O CO) O F- W H W — O: .. Z w U= O Z J ob russ Truss ype Qty P y Ej AF f -- 401167 Al ROOF TRUSS 1 1 Plates Increase - - - - -- .�� - - -- Vert LL) -0.23 7 -9 Job Reference o tional ...v .....vv w ., ...1.1.v. ... • . r,. v. . .....v.+ ., ...+. , v ,vn v cry n,uuau lca, nw. 1-11 F uv �v LvvY rtfyC 1 r -1 -6-0 , 4-11 -5 9.5.15 9. 10.15 16-5.1 16 10 1 21 4 11 26-4.0 27-10-0 1 -6.0 4-11 -5 4.6-10 0-5.0 6.6.2 0.5 -0 4 -6.10 4 -11 -5 1.6.0 Scale 1:49.5 4x4 4 A L 9 -5 -15 16 -10-1 26 -4 -0 9 -5 -15 7 -4-1 9 -5 -15 i$ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert LL) -0.23 7 -9 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.75 Vert TL) -0.40 7 -9 >777 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.06 7 n1a n/a BCDL 7.0 Code UBC97 /ANSI95 (Simplified) Weight: 105 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 *Except* TOP CHORD T2 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF No.2 BOT CHORD WEBS 2 X 4 HFSPF Stud /STD WEBS REACTIONS (lb /size) 7=1149/0-5-8,2=1149/0-5-8 Max Horz 2=- 68(load case 3) 4x8 = Sheathed or 4 -1 -3 oc purlins, except 2 -0 -0 oc purlins (4 -6 -14 max.): 4 -5. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 1 Row at midpt 5 -11 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0125, 2 -3 =- 1551/0, 3 -4 =- 1287/0, 4 -5 =- 1117/0, 5 -6 =- 1287/0, 6 -7 =- 155110, 7 -8 =0/25 BOTCHORD 2-11=0/1317,10-11=0/1117,9-10=0/1117,7-9=0/1317 WEBS 3 -11 =- 231/63, 4 -11= 01295, 5 -11 =- 142/142, 5 -9= 0/295, 6 -9 =- 231163 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 per Table No. 16 -13, UBC -97. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z h' ~ y W I C . JU 00 N 0 W = J � N U- WO U— Q co = �W Z F- F- O Z I— W W �C3 O QH WW F- F- u. O Lll Z U =. O Z 3x8 = 3x5 = 3x4 = Job Truss Truss Type t( ty — P y ALA TF2 4011W A2 ROOF TRUSS 1 1 Job Reference LOP tional Inc I ru55 lru., ouninur VVA / r-ugty IC lJR U.LVV A VUl G1 LVVJ IVII I CI% IIIUUDU IGA, II IV. IVIVII I GU GV I L.VV - t I OIU6 1 1.6.0 , 5 -11.5 11 -5 -15 11119 14.5.1 14-10.1 20.4 -11 26.4 -0 27 -10 0, 1.6.0 5.11 -5 5 -&10 0.5.0 2 -&2 0.5.0 5.6.10 5 -11.5 1.6.0 Scale - 1:49.5 4x8 = 4x4 Q I 5 -11 -5 11 -5 -15 14 -10.1 20 -4-11 I 26 -4-0 _ 5.11 -5 5.6.10 3 -4-1 5.6-10 5 -11 -5 — Plate Offsets (X -,Y): �= 3= 3;0� =8) j3 0= 1= T2;0 =1=8); C4 0�= 0;0= f [5 :0= 1= 1Z;0 =2=0 [6 0= 1= 72;0= 1= 8rjT0= 3= 3;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 0.52 Vert(LL) -0.07 12 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.13 12 -13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.06 7 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Simplified) Weight: 116 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3 -10-4 oc purlins, except BOT CHORD 2 X 4 HF No.2 2 -0 -0 oc purlins (5 -4 -14 max.): 4 -5. WEBS 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.' REACTIONS (lb /size) 7=1149/0-5-8,2=1149/0-5-8 Max Horz 2=- 80(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/25, 2 -3 =- 1541/0, 3 -4 =- 1134/0, 4 -5 =- 982/0, 5 -6 =- 1134/0, 6 -7 =- 1541/0, 7 -8 =0/25 BOT CHORD 2- 13= 0/1313, 12- 13= 0/1313, 11- 12= 0/982, 10- 11= 0/982, 9- 10= 0/1313, 7- 9= 0/1313 WEBS 3-13=0/192,3-12=-39210,4-12=0/276,4-10=-141/141, 5-10=0/276,6-10=-392/0,6-9=0/192 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 per Table No. 16 -B, UBC -97. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z �_— Z W _3 v 0 J = H N U- WO U- Q N � i � W Z = t 1-- O Z F—. W W O �. O H- W W U- O W Z U N O Z 20 II 3x4 = 3x5 = 20 II 3x8 = Job cuss Truss Type Qty Ply EB3 APAtA I RD 401137 A3 ROOF TRUSS 1 1 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.35 7 -9 >876 240 BCLL 0.0 Rep Stress Incr YES Job Reference (optional I 11C IIuaa vV. %Julnncl VVnI "uycnV vl% J.GUV 0 Vl4 G 1 GVVJ IVII ICI\ IIIuu3U1CA, II It— IVIVII f CU LJ IQ.LV.e- I LVu4 rage - i -1 -6.0 6-9.13 _ 13 -2.0_ _ _, 19 -6-3 26 -4.0 1.6-0 6.9 -13 6.4 -3 6-4-3 6-9 -13 4x4 = 4 �I 8 -11 -3 17 -4.13 26 -4-0 8 -11 -3 8 -5 -10 8 -11 -3 I� LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /detl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.19 7 -9 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.35 7 -9 >876 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.05 6 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Simplified) Weight: 98 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3 -7 -14 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 6=1035/0-5-8,2=1149/0-5-8 Max Horz 2= 111(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/25,2-3=-1457/0,3-4=-1250/0,4-5=-1250/0,5-6=-1457/0 BOT CHORD 2-9=0/1243,8-9=0/851,7-8=0/851,6-7=0/1243 WEBS 3 -9 =- 346/67, 4- 9= 0/483, 4- 7= 0/483, 5 -7 =- 346/67 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 4) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Scale: 1/4" -V Z iH' Z �W QQ� JU UO N C0 III W H CO) LL WO . U- = f1 1... W Z H H O Z 1— W W 5. Cl N O H W W H O Z. U O F- Z 3x4 = 3x5 = 3x4 = J OD Truss russ Type Qty Ply SAPAUA/R 4011137 A4 ROOF TRUSS 6 1 8 -11 -3 8 -5 -10 Job Reference optional fhe Truss Go., Sumner WA / Eugene UK 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon 1 Z:3 13:Z0:2Z 2004 Page l - -1 -6.0 , 6-9.13 13.2 -0 19.6 -3 26-3 -8 -- —i 1-6.0 6.9 -13 6.4 -3 6.4 -3 6.9 -5 Scale: 1/4' -1' 4x4 = i 1 LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 BOT CHORD WEBS 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 6= 1040 /Mechanical, 2= 1154/0 -5 -8 Max Horz 2= 111(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/25,2-3=-1466/0,3-4=-1259/0,4-5=-1269/0,5-6=-1477/0 BOT CHORD 2-9=0/1251,8-9=0/859,7-8=0/859,6-7=0/1267 WEBS 3 -9 =- 346/67, 4- 9= 0/482, 4- 7= 0/497, 5 -7 =- 359/65 Sheathed or 3 -6 -8 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 1ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z I— '~ W �v 0 NO to J � to U 0 U- Q U) 0 = H W Z F- I-- O Z I- W W U� ON �H W �O Z W U= O H Z 30 = 3x5 = 30 = 8 -11 -3 , 17 -4 -13 26-3 -8 8 -11 -3 8 -5 -10 8 -10.11 - Plate uffse s , ): [2:0= 3= 3�=f - -B ; [4T 2= 0;0� =12T[6 0= 6= T0=0�] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.20 7 -9 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.36 7 -9 >876 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 6 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Simplified) Weight: 98 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 BOT CHORD WEBS 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 6= 1040 /Mechanical, 2= 1154/0 -5 -8 Max Horz 2= 111(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/25,2-3=-1466/0,3-4=-1259/0,4-5=-1269/0,5-6=-1477/0 BOT CHORD 2-9=0/1251,8-9=0/859,7-8=0/859,6-7=0/1267 WEBS 3 -9 =- 346/67, 4- 9= 0/482, 4- 7= 0/497, 5 -7 =- 359/65 Sheathed or 3 -6 -8 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 1ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z I— '~ W �v 0 NO to J � to U 0 U- Q U) 0 = H W Z F- I-- O Z I- W W U� ON �H W �O Z W U= O H Z 30 = 3x5 = 30 = Jo b T russ Truss Type ty Ply BAFACATRD 401167 A5 ROOF TRUSS 1 1 BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Job Reference optional he Truss Co., tiumner A7 ugE ene O 00 s c Tie us rtes, Inc. Mon -e 33200 — Page -1 -6.0 4-1.0 7 -5.15 7 -10 11 -1.9 1 15 -2.7 18 -5.1 180 1 22 -3.0 26-3 -8 1 -6.0 4-1.0 3 -4-15 0.5.0 3 -2 -10 4 -0.14 3.2.10 0-5 -0 3.4-15 4-0.8 Scale: 1/4" -1' 5x8 4 8x8 2x4 II 3x4 = 4x8 = 3x12 MII18H= 3x8 = 2x4 II 20 II 8x8 4-1 -0 7 -5 -15 1 11 -1 -9 15 -2 -7 18 -10-1 22 -3 -0 26-3 -8 4-1 -0 3 -4-15 3 -7 -9 4.0-14 3 -7 -9 3.4-15 4 -0.8 i$ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 *Except* TOP CHORD T2 2 X 4 DF 240OF 2.0E BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD WEBS 2 X 4 HFSPF Stud /STD - LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert LL) -0.27 12 -14 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.97 VertR) -0.44 12 -14 >717 240 M1118H 151/147 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.18 9 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 127 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 *Except* TOP CHORD T2 2 X 4 DF 240OF 2.0E BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD WEBS 2 X 4 HFSPF Stud /STD WEBS WEDGE Left: 2 X 8 DF No.2, Right: 2 X 8 DF No.2 REACTIONS (lb /size) 9= 2811 /Mechanical, 2= 2963/0 -5 -8 Max Horz 2= 76(load case 4) Max Uplift9=- 117(load case 5), 2=- 151(load case 5) Sheathed or 1 -11 -12 oc purlins, except 2 -0 -0 oc purlins (2 -7 -10 max.): 4 -7. Rigid ceiling directly applied or 10 -0 -0 oc bracing 1 Row at mldpt 6 -11 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 5037/249, 34= 4888/328, 4 -17 =- 5102/375, 5 -17 =- 5102/375, 5 -18 =- 5102/375, 18-19=-5102/375,19-20=-5102/375, 6 -20 =- 5102/375, 6-21=-4218/309,21-22=-4218/309. 7- 22=- 4218/309, 7 -8 =- 4918/344, 8 -9 =- 5125/276 BOT CHORD 2 -23 =- 191/4201, 16 -23 =- 191/4201, 16 -24 =- 191/4201, 15 -24 =- 191/4201, 15 -25 =- 232/4255, 25 -26 =- 232/4255, 14 -26 =- 232/4255, 14- 27=- 296/5115, 27 -28 =- 296/5115, 13- 28=- 296/5115, 12 -13 =- 296/5115, 12 -29 =- 296/5115, 29 -30 =- 296/5115, 11 -30 =- 296/5115, 11 -31 =- 196/4318, 10 -31 =- 196/4318, 10 -32 =- 196/4318, 9 -32 =- 196/4318 WEBS 3 -16= 01301, 3 -15 =- 136/221, 4 -15= 0/353, 4 -14 =- 145/1472, 5 -14 =- 947/148, 6 -14 =- 86/54, 6 -12= 0/364, 6 -11 =- 1497/143, 7 -11 =- 27/1248, 8 -11 =- 188/152, 8 -10 =0/314 NOTES (10) 1) Unbalancedd roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3 Provide adequate drainage to prevent water ponding. 4; All plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 9 and 151 lb uplift at joint 2. Continued on page 2 ^� t.: 1:ti+:i >>r:..�:7:% "o"✓" ijtwttr)' : �:d• + . �} " : r e n : D�1i."xfc4"" ^ " ` �'�`� . `:L � '..aSC;R., i ' Z F - Z W �U 0 N co III J � N LL WO LLQ N = = O. � W Z F- F— F— O Z F— W W U� O co �H W HF U- O 111 Z U= O Z 20 II 3x8 = 4x8 I o Truss Truss Type Qty Ply RD 4011167 A5 ROOF TRUSS 1 1 Job Reference o 1 ne 1 VU55 1.11U., aw"Fler VVN / CUCJ. CI IC VI[ V.GVV a VlR G I GvvJ IVII I Cf% IIFUU.JUIC.71 IIIv. IVIVII I cv GV I V.w.r f.vV`f rays G NOTES (10) 8) Special hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 680.1 lb down and 73.1 lb up at 7 -9 -0 , 168.91b down and 33.91b up at 7 -9 -0, 234.91b down and 45.41b up at 10 -0 -12, 300.91b down and 56.91b up at 12 -0 -12, 301.81b down and 57.41b up at 13 -2 -0, 300.91b down and 56.91b up at 14 -3-4, 248.O1b down and 50.81b up at 16 -3-4, and 187.51b down and 39.Olb up at 18 -3-4, and 630.81b down and 78.71b up at 18 -7 -0 on top chord, and 100.21b down at 2 -0 -12, 97.Olb down at 4 -0 -12, 97.Olb down at 6 -0 -12, 97.O1b down at 8 -0 -12, 97.O1b down at 10 -0 -12, 97.Olb down at 12 -0 -12, 97.Olb down at 13 -2 -0, 97.O1b down at 14 -3 -4, 97.Olb down at 16 -34, 99.91b down at 18 -34, 99.91b down at 20 -3-4, and 99.91b down at 22 -3-4, and 100.71b down at 24 -3-4 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CAS (S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 =-66, 4- 7 = -66, 7- 9 = -66, 2 -9 = -14 Concentrated Loads (lb) Vert: 4=- 849(F= -169, B=- 680) 7=- 631(8) 13= 40(F) 16= -40(F) 10= -41(F) 17=- 235(F) 18 = -301 F) 19=- 302(F) 20=- 301(F) 21=- 248(F) 22=- 188(F) 23= -41(F) 24= 40(F) 25= 40(F) 26= -40(F) 27= 40(F) 28= 40(F) 29= -40(F) 30 =-41 F) 31= -41(F) 32= -41(F) Z �Z � W UO N 0. W =` C0 W W O. J. U Q cl) �. = W I ?H H O Z t— W �p U O CO � H WW H FU- L O .. Z: w U =; O Z o Truss russ Type Qty P y B APALA TRD -� 4011'67 A6 ROOF TRUSS 1 1 J ob Reference ( optional 1 ne I russ tjo., .oUmner vvm / CUgene Vet 0.000 5 VGl L 1 GUUJ IVII I UK MU1.151f ICS, UK;. IVIVII rCU GA 10.4V:4o ZUUw rage I -1 -6-0 , 4 -11 -5 9 -5.15 9.10.15 16.5 -1 16,-10 -1 21 -4 -11 26-3.8 1.6-0 4-11 -5 4.6.10 0.5 -0 6.6-2 0.5 4 -6.10 4 -10-13 Scale: 1/4' -V 40 i 4x8 = A 9 A I� REACTIONS (lb /size) 7= 1040 /Mechanical, 2= 1154/0 -5 -8 Max Horz 2= 88(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/25, 2 -3 =- 1560/0, 3-4 =- 1297/0, 4 -5 =- 1126/0, 5 -6 =- 1304/0, 6 -7 =- 1582/0 BOT CHORD 2-10=0/1325,9-10=0/1132,8-9=0/1132.7-8=0/1353 WEBS 3 -10 =- 231/63, 4 -10= 0/298, 5 -10 =- 149/137, 5 -8= 0/303, 6 -8 =- 253/60 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 per Table No. 16 -B, UBC -97. 5 Refer to girder(s) for truss to truss connections. 6; All dimensions given in feet - inches - sixteenths (FRISS) format. LOAD CASE(S) Standard Z ;~ W I C _3 UO NO Ito W J = I- �U W0 9 U- N a = a W Z H HO Z F- W W U� O � W I- LL O Lll Z U =, O Z ,...I .,,. :.. .," .'',. s_.. +.. „ ... i ..,, . ! .: xt' ; <:. 4r, .. e. s ,... �.. nv�t ..r`.+.•' ,T�u., ta:u". wtin�.+a�r.�a iau;�a':.seo t3+7Asirtr ?_ Q �,:.i,� �:.a„ w-�w+.w' a:�:.°`ixda 3x8 = 3x5 = 3x4 = 9 -5.15 _ _ _, 16.10 -1 26-3 -8 9 -5 -15 7 -4-1 9.5 -7 - Plane O se s , O. 0-3- 1 -1=8]; [4:0 -i = 12;0 -2 [5�0-4 - 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 0.80 Vert(LL) -0.23 7 -8 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.40 7 -8 >779 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.06 7 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Simplified) Weight: 103 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 *Except* TOP CHORD Sheathed or 4 -0 -6 oc purlins, except T2 2 X 4 HF 1650F 1.5E 2 -0 -0 oc purlins (4 -6 -9 max.): 4 -5. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HFSPF Stud /STD WEBS 1 Row at mldpt 5 -10 REACTIONS (lb /size) 7= 1040 /Mechanical, 2= 1154/0 -5 -8 Max Horz 2= 88(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/25, 2 -3 =- 1560/0, 3-4 =- 1297/0, 4 -5 =- 1126/0, 5 -6 =- 1304/0, 6 -7 =- 1582/0 BOT CHORD 2-10=0/1325,9-10=0/1132,8-9=0/1132.7-8=0/1353 WEBS 3 -10 =- 231/63, 4 -10= 0/298, 5 -10 =- 149/137, 5 -8= 0/303, 6 -8 =- 253/60 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 per Table No. 16 -B, UBC -97. 5 Refer to girder(s) for truss to truss connections. 6; All dimensions given in feet - inches - sixteenths (FRISS) format. LOAD CASE(S) Standard Z ;~ W I C _3 UO NO Ito W J = I- �U W0 9 U- N a = a W Z H HO Z F- W W U� O � W I- LL O Lll Z U =, O Z ,...I .,,. :.. .," .'',. s_.. +.. „ ... i ..,, . ! .: xt' ; <:. 4r, .. e. s ,... �.. nv�t ..r`.+.•' ,T�u., ta:u". wtin�.+a�r.�a iau;�a':.seo t3+7Asirtr ?_ Q �,:.i,� �:.a„ w-�w+.w' a:�:.°`ixda Job russ Truss Type ty Ply 13AP TRD - -� —' 401167 A7 ROOF TRUSS 1 1 5 -11 -5 11 -5 -15 14 -10-1 20 -4-11 26 -3.8 5 -11 -5 Job Reference o tlonal _ ..... .. ., 1 y .......... v. c.vv � — c I cvvv Ivn I cn n luuau Ica, If w. 1-11 — — 1- r-u.6a zuu4 rage l -1.6 -0 , 5 -11 -5 _ , 11 -5 -15 11 -,1Q 15 14-5 -1 141Q 1 20.4 -11 26.3 -8 1.6.0 5 -11.5 5 -6.10 0.5.0 2.6-2 0.5.0 5.6.10 5 -10.13 Scale: 1/4" -1' 4x8 = 40 I$ REACTIONS (lb /size) 7= 1040 /Mechanical, 2= 1154/0 -5 -8 Max Horz 2=101 (load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/25, 2 -3 =- 1550/0, 3-4 =- 1144/0, 4 -5 =- 993/0, 5 -6 =- 1147/0, 6 -7 =- 1565/0 BOT CHORD 2- 12= 0/1321, 11- 12= 0/1321, 10- 11= 0/991, 9- 10= 0/991, 8- 9= 0/1341, 7- 8= 0/1341 WEBS 3 -12= 0/192, 3 -11 =- 391/0, 4 -11= 0/276, 4 -9 =- 138/146, 5 -9= 0/280, 6 -9 =- 410/0, 6 -8 =0/194 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 1ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 per Table No. 16 -B, UBC -97. 5 Refer to girder(s) for truss to truss connections. 6 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard d Z ~ y W 1 C J U 0 CO O W= H CO LL W O. 9 -1 LL Q co = a � W Z Z � W W U� co 0 1—, WW H �. U. O. Z W U= O 3 ' Z 20 II 30 = 3x5 = 20 II 3x8 = 5 -11 -5 11 -5 -15 14 -10-1 20 -4-11 26 -3.8 5 -11 -5 5 -6 -10 3 -4-1 5 -6-10 5 -10-13 — Plate O se s LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.07 11 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.13 11 -12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.06 7 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Simplified) Weight: 114 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3 -9 -3 oc purlins, except BOT CHORD 2 X 4 HF No.2 2 -0 -0 oc purlins (5-4 -9 max.): 4 -5. WEBS 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 7= 1040 /Mechanical, 2= 1154/0 -5 -8 Max Horz 2=101 (load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/25, 2 -3 =- 1550/0, 3-4 =- 1144/0, 4 -5 =- 993/0, 5 -6 =- 1147/0, 6 -7 =- 1565/0 BOT CHORD 2- 12= 0/1321, 11- 12= 0/1321, 10- 11= 0/991, 9- 10= 0/991, 8- 9= 0/1341, 7- 8= 0/1341 WEBS 3 -12= 0/192, 3 -11 =- 391/0, 4 -11= 0/276, 4 -9 =- 138/146, 5 -9= 0/280, 6 -9 =- 410/0, 6 -8 =0/194 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 1ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 per Table No. 16 -B, UBC -97. 5 Refer to girder(s) for truss to truss connections. 6 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard d Z ~ y W 1 C J U 0 CO O W= H CO LL W O. 9 -1 LL Q co = a � W Z Z � W W U� co 0 1—, WW H �. U. O. Z W U= O 3 ' Z J ob russ Truss Type Qty P y E63 APALA TRH - - - "- 4011'67 B ROOF TRUSS 1 1 Plates Increase 1.15 TC 0.82 _ -0.23 10 -12 >999 Job Reference o tional h e I russ Qo., Sumner VVA Eug( ne OR 5.200 s Oaf 21 - 2003 1 e n us nes, Inc. on Fe b"23 13:21T25 - 200 1 -1.6 -0 5.5.15 5. 10- 9.10 -3 1 14 -7 -13 1 18.7 -1 19.01 24-6 -0 26.0 -0� 1.6.0 5 -5.15 0.5.0 3.11 -4 4 -9.9 3 -11 -4 0.5 -0 5 -5 -15 1.6-0 Scale - 1:46.4 4x8 = 20 II 2x4 it 5-5-15 9.10.3 147 -13 19 -01 _ _, 24 -6-0 5 -5 -15 4 4-4 4 -9 -9 4-4 -4 5 -5 -15 i t LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.23 10 -12 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.37 10 -12 >773 240 M1118H 1511147 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.13 7 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 99 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 *Except* TOP CHORD T2 2 X 4 DF 240OF 2.0E BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD WEBS 2 X 4 HFSPF Stud /STD *Except* W22X4HFNo.2, W22X4HFNo.2 REACTIONS (lb /size) 2= 2168/0 -5 -8, 7= 2137/0 -5 -8 Max Horz2= 43(load case 3) Max Uplift2=- 102(load case 5), 7=- 99(load case 5) Sheathed or 24-11 oc purlins, except 2 -0 -0 oc purlins (2 -9 -3 max.): 3 -6. Rigid ceiling directly applied or 10 -0 -0 oc bracing. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 3706/190, 3 -14 =- 4426/287, 4 -14 =- 4426/287, 4 -15 =- 4426/287, 15- 16=- 4426/287, 5 -16 =- 4426/287, 5 -17 =- 2984/169, 17 -18 =- 2984/169, 6 -18 =- 2984/169, 6 -7 =- 3653/185, 7 -8 =0/49 BOT CHORD 2 -19 =- 110/3123, 19 -20 =- 110/3123, 13 -20 =- 110/3123, 13 -21 =- 116/3112, 21 -22 =- 116/3112, 12 -22 =-116/3112, 12- 23=- 208/4422, 23 -24 =- 208/4422, 11 -24 =- 208/4422, 10 -11 =- 208/4422, 10 -25 =- 208/4422, 25 -26 =- 208/4422, 9 -26 =- 208/4422, 9 -27 =- 76/3079, 27 -28 =- 76/3079, 7 -28 =- 76/3079 WEBS 3 -13= 0/333, 3 -12 =- 164/1770, 4 -12 =- 9371152, 5 -12 =- 35/44, 5 -1 0=01317, 5 -9 =- 1892/184, 6-9=-31/1265 NOTES (9) 1 Unbalanced roof live loads have been considered for this design. 2; This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 2 and 99 lb uplift at joint 7. Continued on page 2 3x8 = 4x6 J Z a , W JU UO yD J = H N LL WO La W Z I— I— O Z H LU �5 U O- D H W W U_ LL —O W Z N H H Z 2x4 II 3x10 = 3x12 MI118H= 3x6 = J ob� - russ Truss Type Y Ply RLK!'R 4011 B ROOF TRUSS 1 1 Job Reference optional _ I IIC I IUtSb %,V., JUI III ICI VVP% P GUlvC11C Vr% U.GUV J %JGI G 1 LVVJ IVII 1 M IIIUUSl11CS, IIIU. IVIUII r CU 4.7 10.LU.4.7 4UU9 rage 4 NOTES (9) 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 194.O1b down and 34.Olb up at 5 -9 -0 , 98.1lb down and 20.91b up at 5 -9 -0, 164.21b down and 32.71b up at 8 -0 -12, 230.21b down and 44.41b up at 10 -0 -12, 248.91b down and 52.61b up at 12 -0 -12, 248.91b down and 52.61b %p at 12 -5-4, 249.41b down and 51.41b up at 14 -5-4, 183.41b down and 39.81b up at 16 -5-4, and 117.41b down and 28.21b up at 18 -5-4, and 104.51b down and 15.41b up at 18 -9 -0 on top chord, and 66.21b down at 2 -0 -12, 63.Olb down at 4 -0 -12, 63.Olb down at 6 -0 -12, 63.Olb down at 8 -0 -12, 63.Olb down at 10 -0 -12, 63.Olb down at 12 -0 -12, 63.Olb down at 12 -5-4, 63.81b down at 14 -5-4, 63.81b down at 16 -5-4, 63.81b down at 18 -5-4, and 63.81b down at 20 -5-4, and 64.61b down at 22 -5-4 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). 9 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -66, 3- 6 =-66, 6- 8 = -66, 2 -7 = -14 Concentrated Loads (lb) Vert: 3=- 292(F = -98, B= -194) 6=- 104(B) 12= -26(F) 4=- 230(F) 10= -26(F) 5=- 249(F) 14=- 164(F) 15=- 249(F) 16=-249(F) 17=- 183(F) 18=- 117(F) 19= -27(F) 20= -26(F) 21= -26(F) 22= -26(F) 23= -26(F) 24= -26(F) 25= -26(F) 26= -26(F) 27= -26(F) 28=-27(F Z H Z. UO U) 0. co III J = CO LL W O. 2 9a Z d : ~ L 1 :� :- (r O Z F- U O C0 0 F- W W H H LL 0: .. Z W 1= F- O Z 19 Job Truss Truss Type Qty Ply BAPAIATRD 401767 B1 ROOF TRUSS 1 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.26 11 -12 >999 240 BCLL 0.0 Job Reference optional) e russ o., umner ArEugene `5 Z0 0 s UCt 2T20 0 1 I eK luaus nes, Inc. Mon t-eb 23 13:20:26 age 4-1-0 7-5-15 7 -10,15 12-3-0 16-7-1 1T-0 1 20-5.0 24.6.0 4-1.0 3 -4-15 0.5.0 4-4-1 441 0.5.0 3 -4-15 4-1.0 Scale 1:42.0 i 4x8 = 2x4 11 4x8 = 1 4 -1 -0 1 7 -5 -15 1 12 -3 -0 1 17 -0.1 20-5 -0 24 -6.0 4-1 -0 3 -4 -15 4-9 -1 4 -9 -1 3.4-15 4 -1 -0 d ,0- 5- 0 4- 0,0 -3- 12],[12:0- 3- 8,0 -5 -0] LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.17 11 -12 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.26 11 -12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.06 7 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 424 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 8 DF No.2 WEBS 2 X 4 HFSPF Stud /STD BOT CHORD REACTIONS (lb /size) 1= 6143/0 -5 -8, 7= 7699/0 -5 -8 Max Horz 1= 45(load case 4) Max Upliftl=- 79(load case 5) Sheathed or 5 -8 -1 oc purlins, except 2 -0 -0 oc purlins (6 -0 -0 max.): 3 -5. Rigid ceiling directly applied or 10 -0 -0 oc bracing. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 11063/160, 2 -3 =- 11483/171, 3 -4 =- 11503/73, 4 -5 =- 11503/73, 5 -6 =- 11265/26, 6 -7 =- 12445/0 BOT CHORD 1 -14 =- 120/9470, 13 -14 =- 120/9470, 13 -15 =- 120/9470, 12 -15 =- 120/9470, 12 -16 =- 82/9892, 16 -17 =- 82/9892, 11 -17 =- 82/9892, 11- 18= 0/9713, 10- 18= 0/9713, 10- 19= 0/9713, 9- 19= 0/9713, 9- 20= 0/10677, 20 -21= 0/10677, 8 -21= 0/10677, 8- 22= 0/10677, 22- 23= 0/10677, 7- 23= 0/10677 WEBS 2 -13 =- 449/0, 2 -12 =- 15/920, 3 -12 =- 98/3381, 3 -11= 0/2310, 4 -11 =- 254/20, 5 -11 =- 81/2556, 5- 9= 0/3194, 6 -9 =- 944/0, 6- 8= 0/1294 NOTES (9) 1) 3 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 8 - 3 rows at 0-4 -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 This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 per Table No. 16 -B, UBC -97. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 1. Continued on page 2 '''; .', ^liii, c4c �`.�$ k r.Asa + i"�e3:�• ti . ,x' 4 f..h xt s.;r k v Z �~ W Q � Q � JU 0 to C3 CO W W = H CO 11-. WO J L = W H = Z F. I— O Z h- W W UCl O - 0H WW H� —0 .Z W CO O Z 4x9 i 14 13 15 12 16 17 11 18 10 19 9 2u 21 8 22 23 4x9 3x6 it 8x8 = 6x8 = 6x8 = 8x8 = 3x6 II , • J ob Truss Truss Type ty Ply ACA - rR0 401167 81 ROOF TRUSS 1 9 v Job Reference o tion Inc I IUQQ vv. Vu1111 ICI vvnI L I= WIN v.4UU Co vlA 41 LVUJ IVIIICR 11IUU.7UICO Il IL'. IVIVII rCU GO IJ.GV.LU LUU'f r L NOTES (9) 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 194.Olb down and 34.Olb up at 7 -9 -0 I and 104.51b down and 15.41b up at 16 -9 -0 on top chord, and 203.51b down and 44.61b up at 2 -0 -12, 205.71b down and 31.81b up at 4 -0 -12, 205.71b down and 17.21b up at 6 -0 -12, 2797.Olb down and 131.41b up at 8 -0 -12, 1026.Olb down at 10 -0 -12, 1026.01b down at 12 -0 -12, 1026.Olb down at 13 -5-4, 1026.01b down at 15 -5 -4, 1026.Olb down at 17 -5-4, 1026.Olb down at 19 -5-4, and 1026.Olb down at 21 -5-4, and 1026.O1b down at 23 -5-4 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 9) All dimensions given in feet - inches - sixteenths (MISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -66, 3- 5 = -66, 5- 7 = -66, 1 -7 = -14 Concentrated Loads (lb) Vert: 3=- 1940) 5=- 104(8) 13=- 206(B) 11=- 1026(B) 14=- 204(B) 15=- 206(B) 16=- 2797(B) 17=- 1026(B) 18=- 1026(8) 19=- 1026(B) 20=- 1026(B) 21=- 1026(8) 22=- 1026(B) 23=- 1026(B) Z Z W �0 0 O' U) 0. Ca Uj J = t— CO U- W O. Co �J (i. Q _ CY �W Z h- O Z t— W5 U 0. 0-1 0 I--. LU Lill H — LL ~O. 111 Z ' U �. p Z. O H. Z 0 cuss Truss Type ty Ply BAPAm 1RD — 401167 C ROOF TRUSS 1 1 Plates Increase 1.15 TC 0.31 Vert(LL) -0.02 7 -8 Job Reference (o ptional)�� I ne I russ Co., Sumner vvA i Eugene UK b.ZUU s Uct 21 ZUU3 MI IeK Inaustrles, Inc. Mon I 23 13:2U:27 ZU04 aP ge 1 - 1.6.0 3 - 5.15 3r 10.1,5 7 -9 -1 8 -2 -1, 11.8 -0 13 -2 -0 1.6.0 3 -5.15 0.5.0 3 -10-2 0.5.0 3 -5.15 1 -6-0 Scale 1:24.7 4x8 = 3 -5.15 8 -2 -1 11 - -0 , 3 -5.15 4 -8 -1 3 -5 -15 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.02 7 -8 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.05 7 -8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 44 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud /STD BOT CHORD REACTIONS (lb /size) 2 =657/0 -5-8, 5= 655/0 -5 -8 Max Horz2= 31(load case 4) Max Uplift2=- 12(load case 5), 5=- 12(load case 5) 4x5 J Sheathed or 5 -9 -2 oc purlins, except 2 -0 -0 oc purlins (6 -0 -0 max.): 3 -4. Rigid ceiling directly applied or 10 -0 -0 oc bracing. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 852/0, 3 -9 =- 680/0, 9 -10 =- 680/0, 4 -10 =- 680/0, 4 -5 =- 851/0, 5 -6 =0/49 BOT CHORD 2 -11= 0/690, 8 -11= 0/690, 8 -12= 0/681, 12- 13= 0/681, 13- 14= 0/681, 7 -14= 0/681, 7 -15= 0/689, 5 -15 =0/689 WEBS 3- 8= 0/215, 3 -7 =- 63/61, 4 -7 =0/215 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 per Table No. 16 -13, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 2 and 12 lb uplift at joint 5. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22.0Ib down and 5.81b up at 3 -9 -0, 80.61b down and 16.61b up at 5 -10 -0, 22.0Ib down and 5.81b up at 7 -7-4, and 20.31b up at 3 -9 -0, and 20.31b up at 7 -11 -0 on top chord, and 32.21b down at 2 -0 -12, 29.01b down at 4 -0 -12, 29.0Ib down at 5 -10 -0, and 29.Olb down at 7 -7 -4, and 32.21b down at 9 -7 -4 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). 8) All dimensions given In feet - inches- sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Continued on page 2 Z '~ W I � JU UO UU W= J F- N U- W O U- Q N =U' }.. W ZF- 1-- O Z F- UJ 5 V t] O cn 0 I•- W W ~ H tt. O W Z U= O F Z c.w: u.0 ..ti <: Ha..�F. . �+...s..:- .�� ��.t,sik:�c,+,£,• :u,a..,.. N .w.. +��... ...: �.,y,aa c, 2�anikaid:�uir�:�?;iiYi:s51:i7 o Truss Truss Type ty Ply ALA I KU 401187 C ROOF TRUSS I L 1 Job Reference (optional e I russ Co., Sumner WIN I Eugene OR 0.1duu s act 03 WiTekIndustnes, Inc. Mon Feb 23 1 J:ZU:Z I ZUU4 Page LOAD CASE(S) Standard Uniform Loads (A Vert: 1- 3=-66, 3- 4 = -66, 4- 6 = -66, 2 -5 = -14 Concentrated Loads (lb) Vert: 3= -22(F) 9= -81(F) 10= -22(F) 11= -13(F) 12= -12(F) 13= -12(F) 14= -12(F) 15= -13(F) Z �QQ W JU 0 W= J CO U. W O' U Q S2 = W Z 3: �... O Z fr Lij U� N: D H W W lL 1 0 , w Z U� Z -J6 ss T russ Type Ci ty Ply PAZA7RD -- 401167 Tclu CA L HIP 1 1 Vert(LL) -0.08 1 -7 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 Jo Refere (optional I ne muss Go., bumner VVA / Eugene OR 5.200 s UCt zi ZUU3 MI I eK industries, Inc. Mon F YS l3: ;dU:LC LUU4 rage i 4-9 -15 $ -2.11 6-5.1 6-10.1 11 -8.0 _ �_ 13.2.0 4.9 -15 0.5 -0 1.2.2 0.5 -0 4-9 -15 1.6-0 Scale - 1:22.2 4x8 = 4x5 GI 6.10 -1 11.8.0 4-9 -15 2 -0-1 4 -9.15 l� 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) -0.08 1 -7 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.77 Vert(TL) 0.02 5 >860 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.02 4 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 42 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4 -3 -3 oc purlins, except BOT CHORD 2 X 4 HF No.2 2 -0 -0 oc purlins (5 -2 -8 max.): 2 -3. WEBS 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1=927/0-5-8,4=1348/0-5-8 j Max Horz 1=- 59(load case 3) Max Uplift4=- 20(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 1245/0, 2 -3 =- 909/0, 3-4 =- 1168/0, 4 -5 =0/49 BOT CHORD 1 -8= 0/1035, 8 -9= 0/1035, 7 -9= 0/1035, 7 -10= 0/992, 6 -10= 0/992, 6 -11= 0/942, 11- 12= 0/942, 4 -12 =0/942 WEBS 2- 7= 0/489, 2 -6 =- 281/52, 3 -6 =0/473 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 per Table No. 16 -B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 4. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 33.51b down and 16.51b up at 5 -1 -0, and 16.51b up at 6 -7 -0, and 487.21b down and 49.21b up at 11 -6 -8 on top chord, and 210.51b down at 1 -7 -4, 210.51b down at 3 -7 -4, 209.61b down at 5 -7-4, and 143.61b down at 7 -7-4, and 85.71b down at 9 -7-4 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). 8) All dimensions given In feet - Inches- sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Continued on page 2 z HZ �W QQ� J UO UJ yO CO U 0 �J U. � W z H HO z W w U� O- 0 H W W F- H U. O 111 z U =. z ' ^i.., .. F: _,,,:..,Sf.:n..i;c.> ✓1 r..,..�..:ddt�yt1i+ { wc.ul::� ✓�S .!N.A,p ",..,�tnp� .�fx,��+.i f.�11y�;$SVd'.' +11' 'aS "i2F:,:i:Lt' L++ai:" '.::I+.Sriiw uitj+;YhW «sw�' t . o Truss cuss ype ty y 401167 Cl CAL HIP 1 1 Job Reference o tlonal The Irruss Co., Sumner ugene OR 5,MU s DCl 2T= iTeR Industries, Inc. Mon FeD 23 13:20: U4 Page LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1- 2 = -66, 2- 3 = -66, 3- 5 = -66, 1 -4 = -14 Concentrated Loads (lb) Vert: 2 =16(B) 3 =16(B) 4=- 437(B) 8=- 211(B) 9=- 211(B) 10=- 210(B) 11=- 144(B) 12= -86(B) i z Z . t � J0 UO N 0 V) Ill W = N U 0, :3 U- a = a �W z� t - O z t-. f: U O - 0 f—: W W LL f' —O z U =, 'O ~ z Job Truss Truss Type ty ly B APAGVR 401167 D ROOF TRUSS 1 1 Job Reference o tional w -ww. - "I -v rvn I cr% n ivuau Ica, 111%o- wrvl I r - cu c.v 1 0-4v-40 &V V rage I 1 -1.6.0 i 4 -10.0 9.8 -0 11 -2.0 1.6.0 4 -10-0 4 -10-0 1.6 -0 Scale - 1:21.4 6x8 = LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) n/a - n/a 999 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.12 7 >148 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) -0.00 8 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 46 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HFSPF Stud /STD 4 BRACING TOP CHORD Sheathed or 9 -8 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (lb /size) 9=- 2/5 -11 -0, 10=487/5-11-0,8=487/5-11-0 Max Horz 10= 37(load case 4) Max Uplift9=- 2(load case 1), 10=- 63(load case 4), 8=- 63(load case 3) Max Grav9= 46(load case 2), 10= 574(load case 6), 8= 575(load case 7) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/48, 2 -3 =- 98/391, 34=- 47/241, 4 -5= 48/244, 5 -6 =- 98/391, 6 -7 =0/48 BOT CHORD 2-10=-280/120,9-10=-280/120,8-9=-280/120,6-8=-280/120 WEBS 3- 10= -492/63, 5 -8 =- 492/63 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 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 Gable studs spaced at 2 -0 -0 oc. 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 9, 63 lb uplift at joint 10 and 63 lb uplift at joint 8. 6 Non Standard bearing condition. Review required. 7; All dimensions given in feet - inches- sixteenths (FFIISS) format. LOAD CASE(S) Standard z = F- Z JU 0 CO W = U) U- WO U- Q N� = F- W Z = f- O z F- w W U �. .O N 0 F- W u. O. W z co O Z 1 -10-8 4 -10.0 9 -8 -0 1 -10.8 2 -11 -8 4 -10-0 J 01 3 Truss Truss ype ty P y APACA �RD 401167 D1 ROOF TRUSS 1 1 4 -10-0 Plate O sets (A, Y): Job Reference o ptional) hu I Iuzo Vu., Sul nei VV/'1 / Eugene VR D.000 5 tJct G 1 LUU6 MI I eK InaustneS, Inc. Mon 1 Y3 IJ:Y0:Zy 20(74 Page , 4.10.0 9.8.0 4 -10.0 4 -10.0 40 = Scale - 1:19.1 rt LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 BOT CHORD WEBS 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 1=675/0-9-4,3=1100/0-9-4 Max Horz 1=- 29(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 952/0, 2- 3= -942/0 BOT CHORD 1 -5= 0/768, 5 -6= 0/768, 4 -6= 0/768, 4 -7= 0/768, 7 -8= 0/768, 3 -8 =0/768 WEBS 2 -4 =0/611 Sheathed or 5 -2 -11 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120.21b down at 1 -8 -12, 164.31b down at 3 -8 -12, 230.31b down at 5 -8 -12, and 296.31b down at 7 -8 -12, and 302.81b down at 9 -8 -12 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plo Vert: 1- 2 = -62, 2- 3 = -62, 1 -3 = -13 Concentrated Loads (lb) Vert: 3=- 303(F) 5=- 106(F) 6=- 164(F) 7=- 230(F) 8=- 296(F) ... .. .,. [.. � E +.i,...}p,...•n a ,. u.n. .:�..,.w W .�. ,. •:. •f .... �. �` stdb'dttt4.. z �~ W I � JU UO (D o co III W = F—. Co U WO U. Q E0 d = W Z 1-- O z I— w W UCl O (D W H5 LL O W z CO) O z 3x8 = 3x8 = 4 -10-0 9.8.0 4-10.0 4 -10-0 Plate O sets (A, Y): ]; [2:0= 2 -2 j3:u= 8= 1,o-o- 4 LOADING (psf) SPACING 1 -10 -8 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.07 3 -4 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.11 3 -4 >955 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.01 3 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 28 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 BOT CHORD WEBS 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 1=675/0-9-4,3=1100/0-9-4 Max Horz 1=- 29(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 952/0, 2- 3= -942/0 BOT CHORD 1 -5= 0/768, 5 -6= 0/768, 4 -6= 0/768, 4 -7= 0/768, 7 -8= 0/768, 3 -8 =0/768 WEBS 2 -4 =0/611 Sheathed or 5 -2 -11 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120.21b down at 1 -8 -12, 164.31b down at 3 -8 -12, 230.31b down at 5 -8 -12, and 296.31b down at 7 -8 -12, and 302.81b down at 9 -8 -12 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plo Vert: 1- 2 = -62, 2- 3 = -62, 1 -3 = -13 Concentrated Loads (lb) Vert: 3=- 303(F) 5=- 106(F) 6=- 164(F) 7=- 230(F) 8=- 296(F) ... .. .,. [.. � E +.i,...}p,...•n a ,. u.n. .:�..,.w W .�. ,. •:. •f .... �. �` stdb'dttt4.. z �~ W I � JU UO (D o co III W = F—. Co U WO U. Q E0 d = W Z 1-- O z I— w W UCl O (D W H5 LL O W z CO) O z 3x8 = 3x8 = o Truss Truss Type ty Piy BQFATA /RD - -- 401167 E ROOF TRUSS 1 1 Jo Reference (o ption��� The Truss Co., 5umner WA / Eugene UK b.zUU s Uct 21 ZUO3 Mi I ek Industries, Inc. Mon heD Z3 13:ZU:3u ZUU4 Page 1 r -1.6.0 1 5.5 -15 5-10.15 9.1 -1 ? -6.1 15.0.0 1&&o 1 -6.0 5 -5 -15 0.5-0 3.2 -2 0.5.0 5.5 -15 1 -6.0 Scale - 1:30.4 4x8 = 5 -5 -15 5 -5 -15 4x6 4.0.1 15.0.0 5 -5 -15 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.05 2 -8 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.50 Vert(TL) 0.03 1 >651 240 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.03 5 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 55 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud /STD BOT CHORD REACTIONS (lb /size) 2= 999/0 -5 -8, 5= 994/0 -5 -8 Max Horz 2= 43(load case 3) Max Uplift2=- 4(load case 5), 5=- 2(load case 5) Sheathed or 4-4 -1 oc purlins, except 2 -0 -0 oc purlins (4 -11 -12 max.): 3 -4. Rigid ceiling directly applied or 10 -0 -0 oc bracing FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 1403/0, 3 -9 =- 1118/14, 9 -10 =- 1118/14, 4 -10 =- 1118/14, 4 -5 =- 1394/0, 5 -6 =0/49 BOT CHORD 2- 11= 0/1136, 11- 12= 0/1136, 8- 12= 0/1136, 8- 13= 0/1125, 13- 14= 0/1125, 14- 15= 0/1125, 7- 15= 0/1125, 7- 16= 0/1130, 16- 17= 0/1130, 5- 17= 0/1130 WEBS 3- 8= 0/342, 3 -7 =- 131/112, 4 -7 =0/344 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 per Table No. 16 -13, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 2 and 2 lb uplift at joint 5. 6) SpPecial hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121.51b down and 28.Olb up at 5 -9 -0, 169.01b down and 36.1 lb up at 7 -6 -0, 121.5lb down and 28.01b up at 8 -11-4, and 4.1 lb down at 5 -9 -0, and 4.1 lb down at 9 -3 -0 on top chord, and 66.21b down at 2 -0 -12, 65.91b down at 4 -0 -12, 65.91b down at 6 -0 -12, 65.9lb down at 7 -6 -0, 65.9lb down at 8 -11-4, and 65.91b down at 10 -11-4, and 66.21b down at 12 -11-4 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). 8 All dimensions given in feet - inches- sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 Z �W JU UO Co 0 J = 1— CO LL WO 9 U - N = F- W Z t— I— O Z 1— W UJ 0 0 0 I— WW H0 !6O •Z W U= O Z `1 o Truss Truss Type Qty P y BAPAG�IR 401167 E ROOF TRUSS 1 1 Job Reference o tional 1 nt: 1 rU55 1,0., JUrI1ner vvM I CUyCnC VR J.GVV 0 VNl G 1 GVVJ IVII I VIN IfIUUOl1100 If IVIVII I WLJ aJ 1J.4V.JV GUVY rayw c LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -66, 3- 4 = -66, 4- 6 = -66, 2 -5 = -14 Concentrated Loads (lb) Vert: 3=- 122(B) 9=- 169(B) 10=- 122(B) 11= -27(B) 12= -27(B) 13= -27(B) 14= -27(B) 15= -27(B) 16= -27(B) 17= -27(B) I: 1 , I 1 { Z Q W _U UO N 0, UJ N '10 J U- Q W Z t— O z LLI W, U� O� � H 2 U'. Ir U F- O W Z U =. O ~' Z J ob russ Truss Type Qty P y BAFACA?FtD! —` 401167 E1 ROOF TRUSS 1 1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud J ob Reference (o ptional _ i nu i russ moo., Sumner vvm i tugene ur% U.LUU 5 VG[ L I LUU3 MI 1 UK Inuu5trle5, Inu. rv lon reu L3 J:LU:3 I zuu9 rage i 7.6.0 15.0 -0 16.6.0 7.6-0 7 -6-0 1.6.0 Scale - 1:28.3 4x4 = 2 I a 7 -6.0 , 15.0.0 , 7 -6-0 7 -6-0 Pl ses [ ge LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.08 3 -5 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.14 3 -5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 3 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Simplified) Weight: 45 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3 -0 -0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 1=582/0-5-8,3=696/0-5-8 Max Horz 1=- 76(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 560/0, 2 -3 =- 560/0, 3 -4 =0/25 BOT CHORD 1-5=0/479,3-5=0/479 WEBS 2 -5 =0/247 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanlme, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 z z a , W U. UO U) o J H N LL Wo 9 : LL? W CY = W Z� F- O z 1-- Uj U� 0 1-- WW H U' u' O z 111 UN 1= _ O F ' z J o Truss Type t Ply BAFACA rRD 401167 E2 COMMON 1 1 Job Reference i no i russ Lou., oumner vvm i t:uycne urn 7 -6.0 7 -6.0 I a 5 -1 -14 9 -10-2 15 -0-0 1 5 -1 -14 4-8 -5 5 -1 -14 - Plate O sff efs (X Y)T [1:1= dge,0 =4=1j, 2 9e , T5:0=1- 4;0='1 =0]; [6:0=1 =4 0=1=0j LOADING (psf) SPACING 0-4 -8 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.13 1 -6 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.99 Vert(TL) -0.21 1 -6 >835 240 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.03 3 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 51 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3 -6 -5 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 HFSPF Stud /STD REACTIONS (lb /size) 1=1459/0-5-8,3=117910-5-8 Max Horz 1=- 14(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-1679/0,2-3=-1404/0,3-4=0/9 BOT CHORD 1 -7= 0/1435, 7 -8= 0/1435, 8 -9= 0/1435, 6 -9= 0/1435, 6 -10= 0/915, 10- 11= 0/915, 5 -11= 0/915, 5- 12= 0/1192, 12- 13= 0/1192, 3- 13= 0/1192 WEBS 2- 6= 0/1086, 2 -5 =0/583 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 325.41b down at 15 -0 -0 on top chord, and 309.Olb down at 0 -8 -12, 309.Olb down at 1 -10 -0, 309.Olb down at 2 -11-4, 302.3lb down at 4 -11 -4, 308.21b down at 6 -11-4, 242.21b down at 8 -11-4, and 176.21b down at 10 -11-4, and 148.91b down at 12 -11-4 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -3 = -3, 1- 2 = -12, 2 -4 = -12 Continued on page 2 J.LVV J %JUL L 1 LVVJ IVII I CR IIIUU.Yl11=A, II IV. IYIVII I =LJ GJ 1U.4u.J4 Gull -f rove I 7.6.0 4x5 = 2 1&&0 1.6.0 Scale - 1:28.3 Z �W WV UO Cl) (3 J = CO U. WO Q � Q LL Q CO) 2 W Z H H O Z 1- UCl ON OH WW F- U- O. 111 Z U= O Z i 1 J russ Truss Type Qty Ply BAPALA / R 401167 E2 COMMON 1 1 Job Reference o tional 1110 I IU52f VU., oul III 1w VVI1 / CUyC11C lJR U.GVU 5 VGA L I LVUJ IVII I M IIIUUSUIUb, IIIU. IVIVII f UU eO IJ.LU.JC GUU-i rage 4 LOAD CASE(S) Standard rConcentrated ( Vert: 3=- 324(F) 6=- 302(B) 7 =- 309(8) 8=- 309(B) 9 =- 309(8) 10=- 308(8) 11=- 242(B) 12=- 176(B) 13=- 118(8) Z � Q� JU UO CO) C3 W= J f- N LL W O. g J LL Q: d W, Z 1 HO Z 1— W 5. O N; W Lu ~ H u. O Z' LLI CO FU-- H O Z J ob russ cuss Type Qty Ply APATA7Rd 401167 F ROOF TRUSS 1 1 M1120 185/148 TCDL 8.0 ------ BC 0.05 Vert(TL) 0.01 1 >999 240 Job Reference (optional) _ J.000 a %J%l G 1 GUUJ IVII I UK IIIUUS111C5, IIIU. IVIUII rCU LJ IJ.LU.JJ ZUU4 rage 1 -1 -6-0 4-9.0 9.6-0 11.0.0 1.6.0 4-9.0 4 -9.0 1 -6.0 Scale - 1:20.4 40 = 4 1 1� 9 -6-0 – Plate Off se s ;Y�[5 0= 3= �0 =0- [6 0= [8:0 =2 =0;0 0 T2] j LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) n/a - n/a 999 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.01 1 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 6 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 35 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HFSPF Stud /STD BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 232/9 -6 -0, 6= 232/9 -6 -0, 9= 133/9 -6 -0, 10=181/9-6-0,8=181/9-6-0 Max Horz 2= 39(load case 4) Max Uplift2=- 36(load case 5), 6= 46(load case 5) Max Grav2= 232(load case 1), 6= 232(load case 1), 9= 133(load case 1), 10= 186(load case 6), 8= 186(load case 7) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/48, 2 -3 =- 67/40, 3 -4 =- 52/46, 4 -5 =- 52/46, 5 -6 =- 67/33, 6 -7 =0/48 BOT CHORD 2-10=0/45,9-10=0/45,8-9=0/45,6-8=0/45 WEBS 4 -9 =- 104/0, 3 -10 =- 158/16, 5 -8 =- 158/16 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 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 Gable requires continuous bottom chord bearing. 4� Gable studs spaced at 2 -0 -0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 2 and 36 lb uplift at joint 6. 7) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z Z W QQ � JU UO N D J = H N LL W O LL r (Y = W H ? I— t— O Z H UJI W U� W H V lL I,- W Z co U— F- _ O ~. Z J ob russ _ Truss Type _ Qty Ply 13AIA1A /'RD 401167 F1 ROOF TRUSS 1 1 �M Job Reference (optional) I"W 1!U05 VV., QUlI " I GUgV1 it: VR 5.700 5 Oct 2 1 2003 ml I eK Industries, Inc. mon t Z3 1s:/-U Page 1 4-9.0 9.6 -0 4-9 -0 4-9 -0 4x4 = Scale - 1:18.9 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 1=685/0-5-8,3=685/0-5-8 Max Horz 1= 16(load case 4) BRACING TOP CHORD Sheathed or 5 -7 -8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 912/0, 2- 3= -912/0 -5= 0/763, 5 -6= 0/763, 4 -6= 0/763, 4 -7= 0/763, 7 -8= 0/763, 3 -8 =0/763 BOT CHORD 1 WEBS 2 -4 =0822 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158.81b down at 1 -3 -12, 224.81b down at 3 -3 -12, 225.71b down at 4 -9 -0, and 224.81b down at 6 -2-4, and 158.81b down at 8 -2 -4 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 5) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 6 All dimensions given in feet - inches- sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2 = -34, 2- 3 = -34, 1 -3 = -7 Concentrated Loads (lb) Vert: 4=- 226(B) 5=- 159(B) 6=- 225(B) 7=- 225(B) 8=- 159(B) ..f . w�G! J e w.V4.�..v l.' Yu.w::x -. ' l J . w4u :.:ai...+.,i.i�..W.N::iL:blwJt .w:w- +s,4i..ua +L..sa,✓t�Jn 4/4wW.iir'tii:.i + a+IV w.rcJi2ii1+N.3aiWicaWd �ii:llii��iSifiip Z H 1~ W JU UO C0 W ND J = CO U. WO 9-1 LL =a F- W Z f- I— O Z F- CO � H WW LL O. W Z U =. O Z 5 6 4 2x4 II 7 8 RE 3x5 3x5 4-9 -0 9.6 -0 4 -9.0 4 -9 -0 — Plate O sfif efs - 2-4;0 -=8 LOADING (psf) SPACING 1 -0 -8 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.04 3-4 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.07 34 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.01 3 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 27 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 1=685/0-5-8,3=685/0-5-8 Max Horz 1= 16(load case 4) BRACING TOP CHORD Sheathed or 5 -7 -8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 912/0, 2- 3= -912/0 -5= 0/763, 5 -6= 0/763, 4 -6= 0/763, 4 -7= 0/763, 7 -8= 0/763, 3 -8 =0/763 BOT CHORD 1 WEBS 2 -4 =0822 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158.81b down at 1 -3 -12, 224.81b down at 3 -3 -12, 225.71b down at 4 -9 -0, and 224.81b down at 6 -2-4, and 158.81b down at 8 -2 -4 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 5) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 6 All dimensions given in feet - inches- sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2 = -34, 2- 3 = -34, 1 -3 = -7 Concentrated Loads (lb) Vert: 4=- 226(B) 5=- 159(B) 6=- 225(B) 7=- 225(B) 8=- 159(B) ..f . w�G! J e w.V4.�..v l.' Yu.w::x -. ' l J . w4u :.:ai...+.,i.i�..W.N::iL:blwJt .w:w- +s,4i..ua +L..sa,✓t�Jn 4/4wW.iir'tii:.i + a+IV w.rcJi2ii1+N.3aiWicaWd �ii:llii��iSifiip Z H 1~ W JU UO C0 W ND J = CO U. WO 9-1 LL =a F- W Z f- I— O Z F- CO � H WW LL O. W Z U =. O Z Jo russ "— Truss Type Qty Ply I�AlA7RD -- 401167 GRID HIP RAFTER 1 3 J Reference ( op tional, The Truss Co., Sumner WA / tugene UK 5.200 s Oct 21 2003 MI I eK Industries, Inc. mon red 23 13:20:36 2004 rage 1 -1 -6.0 3 -0.0 6.8 -2 10.6-0 14 -3.14 18 -0.0 21 -0.0 22.6.0 1 -6.0 3 -0.0 3.8.2 3 -9 -14 3 -9 -14 3 -8 -2 3 -0.0 1 -6.0 Scale - 1:39.8 7x10 MII18H 4x4 = 2x4 II 4x4 = 7 nn 1 6-8 -2 10-6 -0 14 -3 -14 18 -1 -12 21.0.0 2 -10-4 3 -9 -14 3 -9 -14 3 -9 -14 3 -9 -14 2 -10-4 - Plate se s LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.23 13 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.38 13 >657 240 M1118H 151/147 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.07 8 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 394 lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E *Except* TOP CHORD T2 2 X 6 DF 240OF 2.0E BOT CHORD 2 X 8 DF SS BOT CHORD WEBS 2 X 4 HF No.2 *Except* W3 2 X 4 HFSPF Stud /STD, W3 2 X 4 HFSPF Stud /STD W3 2 X 4 HFSPF Stud /STD WEDGE Left: 2 X 4 HFSPF Stud /STD, Right: 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 8=12141/0-5-8,2=12141/0-5-8 Max Horz 2=- 28(load case 3) 700 MII181-1- Sheathed or 6 -0 -0 oc purlins, except 2 -0 -0 oc purlins (6 -0 -0 max.): 3 -7. Rigid ceiling directly applied or 10 -0 -0 oc bracing FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 20771/0, 3 -4 =- 21726/0, 4 -5 =- 22684/0, 5 -6 =- 22684/0, 6 -7 =- 21726/0, 7 -8 =- 20771/0 , 8 -9 =0/49 BOT CHORD 2- 15= 0/17491, 15- 16= 0/16819, 14- 16= 0/16819, 13- 14= 0/21722, 12- 13= 0/21722, 11- 12= 0/21722, 11- 17= 0/16819, 10- 17= 0/16819, 8- 10= 0/17491 WEBS 3 -15= 0/8230, 7 -10= 0/8230, 4 -14 =- 1714/0, 5 -13 =- 1262/0, 6 -11 =- 1714/0, 3 -14= 0/5463, 4 -13= 0/1070, 6 -13= 0/1069, 7 -11= 0/5463 NOTES (10) 1 Special connection required to distribute web loads equally between all plies. 2� 3 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 -2 rows at 0 -9 -0 oc, 2 X 6 -2 rows at 0 -9 -0 oc. Bottom chords connected as follows: 2X 8-4 rows at 04-0 oc. Webs connected as follows: 2 X 4 - 2 rows at 04-0 oc, Except member 144 2 X 4 - 1 row at 0 -9 -0 oc, member 13 -5 2 X 4 - 1 row at 0 -9 -0 oc, member 11 -6 2 X 4 - 1 row at 0 -9 -0 oc, member 14 -3 2 X 4 - 1 row at 0 -9 -0 oc, member 13-4 2 X 4 - 1 row at 0 -9 -0 oc, member 13 -6 2 X 4 - 1 row at 0 -9 -0 oc, member 11 -7 2 X 4 - 1 row at 0 -9 -0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(IS) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 4) Unbalanced roof live loads have been considered for this design. 5 This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not 6 exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Provide on ade p qua � drainage to prevent water ponding. age Z }-- Z W �U UO CO 0 W = H CO U- WO J U Q c Z W Z E- O W W U O - 0 F- W W H H LL O W Z U= O Z 5x16 MII18H II 4x5 = 4x8 = 7x10 MII18H= 4x5 = 5x16 MII18H II The Truss Co., Sumner WA ! Eugene OR - 5.200 s Oct 212003 MTi ek Industries, Inc. Mon t=eb Z3 13:20:36 2004 Page Z o Truss pe ty P ly APA>7� �RD 9 Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 230.21b down at 4 -0 -12, 230.21b down 16 9100.01b down 3 9100.01b down 18 bottom The design /selection such 401167 GRID Fruss TER 1 3 J ob Reference (optional) Z The Truss Co., Sumner WA ! Eugene OR - 5.200 s Oct 212003 MTi ek Industries, Inc. Mon t=eb Z3 13:20:36 2004 Page Z 1 NOTES (10) 7) All plates are M1120 plates unless otherwise indicated. i 8 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 9 Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 230.21b down at 4 -0 -12, 230.21b down 16 9100.01b down 3 9100.01b down 18 bottom The design /selection such at -114, and at -0 -0, and at -0 -0 on chord. of special connection device(s) is the responsibility of others. 10) All dimensions given in feet - inches - sixteenths (FFIISS) format. Z LOAD CASE(S) Standard Z f" 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 +t— W Uniform Loads (plf) Vert: 1- 3 =-66, 3- 7=- 316(F= -250), 7- 9 = -66, 2 -8 = -14 Q uJ Concentrated Loads (lb) U i Vert: 15=- 9100(F) 10=- 9100(F) 16=- 230(F) 17=- 230(F) U O. t UJ W LL i • w� i Na = W �. I-- O Z t- W I �o ,ON o� W w i H V; W i U N; I. Z J� Truss Truss T ype ty ly BA L) 401167 J22 ROOF TRUSS 12 TCLL 25.0 Plates increase 1.15 TC 0.19 Vert(LL) -0.00 2 Job Reference o tional) e russ o., umner ugene 5 s Ocf2 00 iTe c Industries, Inc. Mon Feb 23T3:20:35 age -1.6.0 1 -11 -11 2 -p- r - 1.6.0 1 -11 -11 0.0.5 Sala - 1:9.7 1 - d LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates increase 1.15 TC 0.19 Vert(LL) -0.00 2 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.03 1 >701 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 1ANSI95 (Matrix) Weight: 7lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 BRACING TOP CHORD Sheathed or 1 -11 -11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 3= 22/Mechanical, 2= 218 /Mechanical, 4= 13/0 -5 -8 Max Horz 2= 53(load case 4) Max Uplift2=- 31 (load case 4) Max Grav3= 22(load case 1), 2= 218(load case 1), 4= 32(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/48,2-3=-54/5 BOT CHORD 24=0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4� Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z Z � W �U 0 U) o co W J = N CO U WO � u- = W. Z iF- H O Z I— W 5 U� O C. 0 1— W �U LL O 111 Z C0 O Z 1 -11 -11 � r - 1 -11 -11 i on russ cuss Type Qty Ply APAUXTR 401167 J24 ROOF TRUSS 8 1 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.03 1 >678 240 BCLL 0.0 Rep Stress Incr YES Job Reference o tion I he Truss co., Sumner vvA i i =ugene uK 5.200 s Oci zi 2003 mi 1 eK Industries, Inc. Mon red z3 1s:zU:3t ZUU4 Page 1 .1.6.0 2.0.0 3.11 -11 1.6.0 2 -0-0 1 -11 -11 Lot r Scale - 1:14.5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates increase 1.15 TC 0.19 Vert(LL) -0.00 2 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.03 1 >678 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2 -0 -0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 4 =59 /Mechanical, 2= 220 /Mechanical, 5= 13/0 -5 -8, 3= 81/0 -5 -8 Max Horz 2= 74(load case 4) Max Uplift4=- 10(load case 4), 2=- 18(load case 4), 3=- 4(load case 4) Max Grav4= 59(load case 1), 2= 220(load case 1), 5= 32(load case 2) , 3=81 (load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/48,2-3=-55/5,3-4=-24/24 BOT CHORD 2 -5 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 4, 18 Ib uplift at joint 2 and 4 lb uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z ~ W JU UO N CO LU J I— N U W �aa U. 2 F. W Z H 1— O W~ �p 0 c D H W LL -0, 111 Z CO) O Z La ,.i�„ .. 1�ii i,::.,::.. uac: L::;, v:>.. I• vi. sv «t- �,ne�'S�.•.v.�.p.7.,,.,..:. .«. ,.w,::u,- .+.u�_,t- 'un,.....ns.« .y'rWW.:rs.r Mw*iz�,sw� is 64' zi4jAt += u ."+�'.uti'.:du.Ttev�" u,4 I- 2.0.0 - - -- 1 J0G Truss toss Type ty ply 'BAPACA TRD 401167 J26 ROOF TRUSS 4 1 Plates Increase 1.15 TC 0.28 Vert(LL) -0.00 2 Jo Reference (o ptional ` 1 Im 1IUS5 UU., JuInnel VVM / Cugullu VR U.LVV , %al.A L 1 LVVO IVII I UK IIIuubtl1C3, II IV. IVIVI I f -=V GJ IQ.GV.JV LUVY rayC 1 r -1 -6-0 2.0-0 _ 5 -11 -11 1 -6.0 2 -0.0 3.11 -11 1 1 - 6 t Scale - 1:19.2 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.00 2 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.03 1 >678 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2 -0 -0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 4= 125 /Mechanical, 2 =220 /Mechanical, 5= 13/0 -5 -8, 3= 147/0 -5 -8 Max Horz 2= 97(load case 4) Max Uplift4 =-21(load case 4), 2=- 3(load case 4), 3=- 16(load case 4) Max Grav4= 125(load case 1), 2= 220(load case 1), 5= 32(load case 2), 3= 147(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/48,2-3=-65/5,3-4=-50/50 BOT CHORD 2 -5 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 4, 3 lb uplift at joint 2 and 16 lb uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z �~ W JU 0 CO W= H Co U- WO }} �J � = W H Z F.. F- O Z F- W W U� ON 0 1.- WW U. O 111 Z U to O Z 2.0.0 , Job Truss russ Type ty Ply APAI7�TRD — � " 401167 J3 MONO TRUSS 15 1 j LOADING (psf) SPACING 2 -0 -0 CSI DEFL in J Refere optional __ I IIC I lu55 l,u., OUIIIIICI VVM I Cugull", VR fl U.6uu 5 Vlil 41 GUUJ IVII 1 UK 11luuSll ICS, 111u. IVlul l r Cu GJ 1 J.LU.JO euu�i rage 1 1� d Scale - 1:12.1 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud /STD PLATES GRIP M1120 185/148 Weight: 11 lb BRACING TOP CHORD Sheathed or 3 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2=257/0-5-8,4=67/0-1-8 Max Horz 2= 89(load case 4) Max Uplift2=- 35(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-68/20,34=-49/9 BOT CHORD 2- 4= -13/17 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 -1995 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) 4. 5� Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 2. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard zz '- W �U UO ND J = t— N U 10 U . = W t— _ Z�— 1— O z 1-- W w U� O N OH W W HF -O LlJ Z' U =. O z �— -1.6 -0 3. 2x411 1 -6-0 3 -0.0 3 3.0-0 3.0.0 j LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert (LL) -0.00 2 -4 >999 360 TCDL 8.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.04 1 >532 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code UBC97 1ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud /STD PLATES GRIP M1120 185/148 Weight: 11 lb BRACING TOP CHORD Sheathed or 3 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2=257/0-5-8,4=67/0-1-8 Max Horz 2= 89(load case 4) Max Uplift2=- 35(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-68/20,34=-49/9 BOT CHORD 2- 4= -13/17 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 -1995 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) 4. 5� Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 2. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard zz '- W �U UO ND J = t— N U 10 U . = W t— _ Z�— 1— O z 1-- W w U� O N OH W W HF -O LlJ Z' U =. O z �— -1.6 -0 3. 2x411 1 -6-0 3 -0.0 3 0 b Truss Type ty Ply �AFATA �RD 401167 J3A ROOF TRUSS 1 1 PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) n/a J ob Reference (o ptional 1 fie 1 rubs tau., aurrlfler VV/1 f Cuyt:liC VR H Scale - 1:12.1 REACTIONS (lb /size) 4=114/3-0-0,2=213/3-0-0 Max Horz2 =89 (load case 4) Max Uplift4= 4(load case 4), 2=- 14(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/24,2-3=-35/6,3-4=-94/24 BOT CHORD 24= -13/17 NOTES (6) 1) 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" 2) Gable requires continuous bottom chord bearing. 3 Gable studs spaced at 2 -0 -0 oc. 4; This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 4 and 14 lb uplift at joint 2. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard J.GVU A Vul 41 GVVJ IVII IeR IIIUUSIIICS, IIlu. IVIVII rCV GJ IJ.LV.JV LUVH rage z '~ W JU 0 N W= J F- N LL W O LL Q fn = a F_ W Z 1— O z �- w LLJ �o O - �H W W H LL F- .. z W X O Z A -1.6.0 3. 2x4 1 1.6-0 3.0.0 3 3.0-0 3.0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) n/a - n/a 999 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.01 1 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Simplified) Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 4=114/3-0-0,2=213/3-0-0 Max Horz2 =89 (load case 4) Max Uplift4= 4(load case 4), 2=- 14(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/24,2-3=-35/6,3-4=-94/24 BOT CHORD 24= -13/17 NOTES (6) 1) 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" 2) Gable requires continuous bottom chord bearing. 3 Gable studs spaced at 2 -0 -0 oc. 4; This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 4 and 14 lb uplift at joint 2. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard J.GVU A Vul 41 GVVJ IVII IeR IIIUUSIIICS, IIlu. IVIVII rCV GJ IJ.LV.JV LUVH rage z '~ W JU 0 N W= J F- N LL W O LL Q fn = a F_ W Z 1— O z �- w LLJ �o O - �H W W H LL F- .. z W X O Z A -1.6.0 3. 2x4 1 1.6-0 3.0.0 3 Job Truss Truss Type Qty Ply RD 401'167 J3B MONO TRUSS 2 1 Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 1 -3 Jo Refere o tional the I russ Go., Sumner WA / Eugene UK 5.zuu s uct 21 zuuj MI I eK InaustrieS, Inc. Mon Feb 23 13:20:39 2004 rage 1 2 -8 -8 2x4 11 2 -8 -8 2 Scale - 1:10.7 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 1 -3 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 1 -3 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 9lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud /STD WEDGE Left:-2 X 4 HFSPF Stud /STD BRACING TOP CHORD Sheathed or 2 -8 -8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1=93/0-5-8,3=93/0-1-8 Max Horz 1= 60(load case 4) Max Uplift3 =-10(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-46/36,2-3=-77/27 BOT CHORD 1 -3= -13/17 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer shout verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 3. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z ~ W JU 0 ND J � U) U- WO 9-1 U- ?. N IY = W H = Z 1.-. 1-- O W W U� O S. � H W W F- LL O W Z CO O F- Z �3u1 =3x 41 2-8-8 2 -8 -8 05 Truss Truss Type Qty P y lATRO 401167 J3C MONO TRUSS 6 1 Plates Increase 1.15 TC 0.24 Vert(LL) -0.00 2 -4 Job Reference (optional e Truss Go., Sumner WA / hugene 00 s Cf21 - 2003 i l e`K in usfries, nc. on e 3T�3 - . GT40 age -1 -&0 3.4.0 20 11 1 -6.0 3.4-0 3 Scale - 1:12.9 I-? P LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.00 2 -4 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.03 1 >619 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) - Weight: 12 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 2= 266/0 -5 -8, 4= 85/0 -1 -8 Max H orz 2=96(load case 4) Max Uplift2=- 32(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-71/24,3-4=-64/14 BOT CHORD 2-4= -14/19 BRACING TOP CHORD Sheathed or 3 -4 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanllne, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 -1995 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) 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 2. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z W J0 0 CO 0 U) UJI J = H N LL WO } J tL Q = W. Z f- t-- O Z I- W W U� O N` 0 F-. UJ U LL 0 , Z tll co 1= _ O Z , 3 -4 -0 , J - 013 --- T russ Truss ype tt y Ply 13APATA7R13 401 J4 ROOF TRUSS 2 1 Job Reference (optional) i ne I russ oumner vvrl i c ugene v U.cw s vcl c I GVUJ IVII ICR If IUUSUIeJ, II IU. IVIVII r CV GJ IJ.cV.4V GUU-t rage 1 -1 -6.0 4 -0.0 1 -6 -0 4.0-0 , Scale - 1:14.5 N LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.01 2-4 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.13 Vert(TL) 0.02 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 12 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 BRACING TOP CHORD Sheathed or 4 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 3 =95 /Mechanical, 2= 279/0 -3 -8, 4 =27 /Mechanical Max Horz 2= 74(load case 4) Max Uplift3=-1 1 (load case 4), 2=- 9(load case 4) Max Grav3= 95(load case 1), 2= 279(load case 1), 4= 64(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-76/37 BOT CHORD 2 -4 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint 3 and 9 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z if Z W QQ � J0 UO ND J = H CO U 0 J U- Q U) = CY F. W Z F- � Z , W 5 U O - .0 I-- W W_ H 111 Z U N. F= � O Z I 4 -0-0 r - 1 J ob russ russ ype Qty P y BAP RD 401167 J42 ROOF TRUSS 2 1 Lumber Increase 1.15 ' Vert(TL) -0.03 1 >677 240 BCLL 0.0 Rep Stress Incr YES J ob Reference (oetional) 1 ne 1 russ t,u., oumner vvtA i augene v ;7.4UU .7 Vla L 1 4UUJ IVII I eR IIIUUSl11CJ, IIIU. IVIUI I f CU 40 1Q.GU.9 1 4UU4 rage 1 -1.6 -0 1 -11 -11 4-0-0 1 -6.0 t -t t- t l 2 -0-5 1 le - 1:9.7 1 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) -0.01 2-4 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.03 1 >677 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 3 =20 /Mechanical, 2=233/0-5-8,4=27/Mechanical Max Horz 2= 53(load case 4) Max Uplift2=- 17(load case 4) Max Grav3= 20(load case 1), 2= 233(load case 1), 4= 66(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/48, 2- 3 = -55/5 BOT CHORD 24=0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 2. - 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z �W QQ� JU UO CO O W = N tl W O � } U- N D _ tY W Z �. I-- O z I— III 5 U� O N D I— WW H� tL O. ll! Z U to O z 1 -11 -11 4-0-0 1 -11 -1 t 2 -0-5 015 1 Truss Truss ype ty Ply APALA RD 401167 J44 ROOF TRUSS 2 1 1.15 TC 0.24 Vert(LL) -0.01 2-4 >999 Job Reference o ptional # cvvv rvu I cn n luuau iw, n w. invi i r vu ca 1 %J.4V.A#4 4Vu9 rage l Scale - 1:14.5 l° 1 3 -11 -11 { LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.01 2-4 >999 360 TCDL 8.0 Lumber Increase 1.15 BC 0.12 Vert(TL) 0.02 1 >979 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 PLATES GRIP M1120 185/148 Weight: 12 lb BRACING TOP CHORD Sheathed or 3 -11 -11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 3 =88 /Mechanical, 2= 284/0 -5 -8, 4 =26 /Mechanical Max Horz2= 74(load case 4) Max Uplift3=- 10(load case 4), 2=- 12(load case 4) Max Grav3= 88(load case 1), 2= 284(load case 1), 4= 63(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-77/35 BOT CHORD 2 -4 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 3 and 12 lb uplift at joint 2. 5) All dimensions given in feet - inches- sixteenths (FFIISS) format. LOAD CASE(S) Standard Z a W JU UO N = W U. W O, 9 J U- Q _ d F.. W Z � H O Z H U� O - OH W UJ H� W Z Lll U= O� Z .1.6.0 3.11 -11 4-M r � 1 -6.0 3 -11 -11 0-0.5 o Truss Truss Type Qty Ply AFAU��RD -- 401167 J46 ROOF TRUSS 1 1 Plates Increase 1.15 TC 0.24 Vert(LL) -0.01 2 -5 Jo Reference (op tional) the Truss Co., Sumner WA ! tugene UK 5.200 s uct 21 2003 mi I eK Industries, inc. mon reu zo i o:zu:42 2uu4 rage 1 -1 -6-0 4 -0-0 5.8.15 1 -6.0 4-0-0 1 -8 -15 Scale - 1:18.7 -r d LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.01 2 -5 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.12 Vert(TL) 0.02 1 >985 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4 -0 -0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 4 =58 /Mechanical, 2= 285/0 -5 -8, 5 =26 /Mechanical, 3= 147/0 -5 -8 Max Horz 2= 95(load case 4) Max Uplift4=- 10(load case 4), 3=-21 (load case 4) Max Grav4= 58(load case 1), 2= 285(load case 1), 5= 63(load case 2), 3= 147(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/49, 2 -3 =- 77/35, 3- 4= -23/23 BOT CHORD 2 -5 =0 /0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 4 and 21 lb uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z �~ W �QQ � JU 0 O)O J � Co LL WO �QQ U. co �. + 0 Z� 11-0 z 1— w U� co I— W H� LL O 111 z U N H F— Z - 4 -0-0 - -, 4-0-0 o russ Truss Type ty P y BAPADI SRO "^ `- 401'167 J4A MONO CAL HIP 2 1 Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 5 -6 J ob Reference (op tionp_ 1 ne Truss Go., Sumner VVA / Eugene UK b.ZUU s Oct 21 2003 MIl eK Inaustrles, Inc. Mon Feb 23 13:ZU:43 ZUU4 Page 1 4x6 i -1 -fr0 1 -5 -15 1 -1� 0 -- -___- -4.0.0 -- - - - -- -- -; 1 -6.0 1 -5 -15 30.5 -0 2 -1 -1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 5 -6 >999 360 TCDL 8.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.04 1 >528 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud /STD BOT CHORD JOINTS REACTIONS (lb /size) 5= 112/0 -5 -8, 2= 278/0 -5 -8 Max Horz 2= 60(load case 4) Max Uplift2=- 26(load case 5) Max Grav5= 122(load case 7), 2= 286(load case 6) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-156/0,3-4=-7/9,4-5=-69/4 BOT CHORD 2-6=0/101,6-7=0/87,5-7=0/87 WEBS 3 -6 =0/87, 3- 5 = -95/0 -1:9.5 i I PLATES M1120 Weight: 16 lb GRIP 185/148 Sheathed or 4 -0 -0 oc purlins, except end verticals, and 2 -0 -0 oc purlins: 3 -4. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 1 Brace at Jt(s): 4 NOTES (8) 1 Unbalanced roof live loads have been considered for this design. 2� This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 per Table No. 16 -B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 2. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 16.41b up at 1 -9 -0 on top chord, and 7.31b down at 2 -0 -0 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). 8) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -66, 34= -66, 2 -5 = -14 Continued on page 2 Z = H '~ W JU L) 0 MO CO W r� NW WO c� = d �W Z E- O W 1-- 5. U� O� o�- W LL O . Z • W U= O Z 1 -5 -15 - - - 4 -0-0 - ----1 1 -5 -15 2 -6-1 :s k J russ cuss ype ty Ply TA7R 401167 J4A MONO CAL HIP 2 1 Job Reference (o ptional) I nc I IUQO vv. vunIfIVI rvr%i r_uycnc vrN LOAD CASES Standard Concentrate Loads (lb) Vert: 3 =16(F) 7 = -3(F) J.GVV O Vld L I GVVJ IVII 1 CR Illullutim, IfJU. IVIVII 1 UU GJ I0.eU:9J CUU'4 rage 4 z W J U; U O. U) o U)= J �. N LL W O LL a. co �. = d: z� O. z t-- w 5: U� O co : O t—: w W — O: ui z U_ O ~` Z 5 e I russ C u., Sumner VVA I Eugene UK J ob 401167 Truss J46 russ Type MONO CAL HIP Qty 2 P y 1 RPACA / RD (loc) I /deft Ud PLATES GRIP TCLL 25.0 Job Refere (optional) 00 s Oct 1 2003 vii 1691 ndus of es, Inc. Mon a 23 13:'1DW.4 I -1.6.0 3 -5 -15 1' 4-6.0 r: 1.6-0 3.5.15 9-5 -0 0.7 -1 0 Scale - 1:14.3 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.01 2 -6 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.52 Vert(TL) 0.02 1 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HFSPF Stud /STD WEBS 2 X 4 HFSPF Stud /STD BOT CHORD JOINTS REACTIONS (lb /size) 5= 235/0 -1 -8, 2= 378/0 -5 -8 Max Horz2= 101(load case 4) Max Uplift2=- 23(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-165/3,3-4=-83/12,4-5=-151/0 BOT CHORD 2-7=-5/87,6-7=-5/87,5-6=-12/83 WEBS 3- 6= -52/89 Sheathed or 4 -6 -0 oc purlins, except end verticals, and 2 -0 -0 oc purlins: 3-4. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 1 Brace at Jt(s): 4 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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 per Table No. 16 -B, UBC -97. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 2. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29.01b down and 6.91b up at 3 -9 -0 on top chord, and 127.51b down at 2 -0 -12, and 30.51b down at 4-4-4 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). 10) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Continued on page 2 i Z �~ W UO Co o J � CO) U. WO LLQ CO) = CY �W Z H H O Z Ir W W U� CO) o f- W H �O Z W CO) O Z 3 -5 -15 4-6 -0 3 -5 -15 1 -0-1 J cuss T cuss Type Qty Ply 401167 J413 MONO CAL HIP 2 1 Job Reference (optional) i nu i russ %-.u., oumner vvm i Eugene urc LOAD CASE(S) Standard Uniform Loads (plo Vert: 1- 3 = -66, 34=-66, 2 -5 = -14 Concentrated Loads (lb) Vert: 3= -29(B) 5= -13(B) 7=- 128(8) 0.4UU 5 IJGI L I GUUJ ml 1 eK InuUWW5, InG. mun reu W iJ:LU:44 /uu4 rage G Z = Z' . W: W� U O' U) o CO u 0 , LL U) :), = Cl W Z H O ZH W UJ .O cn : � H W W F=- U — O'. Z I.LI h O F' Z r 06 Truss Truss Type City P y BAPAt:AIK 401167 J610 ROOF TRUSS 1 1 Sheathed or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. i REACTIONS (lb /size) 4= 131 /Mechanical, 2= 355/0 -5 -8, 5 =40 /Mechanical, 3= 296/0 -5 -8 Job Reference o ptlonal T � 1 ne I rubs Lou., Jufrinef VVN / r- uqulIC VR 6-0-0 Scala - 1:29.0 LOADING (psf) TCLL 25.0 TCDL 8.0 j BCLL 0.0 BCDL 7.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.48 BC 0.30 WB 0.00 (Matrix) DEFL in Vert(LL) -0.07 Vert(TL) 0.12 Horz(TL) -0.00 (loc) I /defl Ud 2 -5 >999 360 1 >168 240 4 n/a n/a PLATES GRIP M1120 185/148 Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. i REACTIONS (lb /size) 4= 131 /Mechanical, 2= 355/0 -5 -8, 5 =40 /Mechanical, 3= 296/0 -5 -8 Max Horz 2= 144(load case 4) Max Uplift4 =-22(load case 4), 3=- 49(load case 4) Max Grav4= 131(load case 1) , 2= 355(load case 1), 5= 97(load case 2), 3= 296(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-114/67,3-4=-53/53 BOT CHORD 2 -5 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 4 and 49 lb uplift atjoint 3. 5 Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6; All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard J.GVV A %JVl G 1 GVVJ IVII I CA IIIUUJUIC.7, IIIV. IVIVII I oV Gv IV.GV.'TJ GVV rayc 1 z w JU UO CO) 0 J W LL W LL U. Q 1) =a W Z I- �- O z l— w U� O C O H W W I LL Z Idl CO) O z -1 -6-0 6-0-0 9 -11 -11 1.6.0 640 3 -11 -11 d J ou russ Truss Type Qty Ply RPAT/�IRO 401167 J61 OA ROOF TRUSS 1 1 5.10.8 , Job Reference (optional) _ I nu i rubs L.u., ournner vvrl i r -ugene vr% 1� I .7.6UU b VUL L I GUUJ IVII I UK Ir1UUblrleb, H1U. IVIUII reU LJ IJ.LU.'}U LUU'i rage - I Scale - 1:28.9 d LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5 -10 -8 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 225 /Mechanical, 3= 131 /Mechanical, 4 =40 /Mechanical, 2= 315/0 -5 -8 Max Horz 1= 115(load case 4) Max Uplift3=- 22(load case 4), 2=- 56(load case 4) Max Grav 1= 225(load case 1), 3= 131(load case 1), 4= 98(load case 2), 2= 315(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 114/77, 2- 3= -53/53 BOT CHORD 1 -4 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 3 and 56 lb uplift at joint 2. 5 Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6; All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z � W QQ � 30 UO Co J F- 1'— to U UJ 0 Q, U. Co =W ~_ Z f-. 1— O z 1— w �5 Cl 0 0. 3 H W H U H u. O 111 z U= O ~' Z 5 -10.8 9.10.3 5.10.8 3 -11 -11 3x4 = 5.10.8 , 5 -10.8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates increase 1.15 TC 0.60 Vert(LL) -0.07 1-4 >977 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.12 1-4 >575 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 20 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5 -10 -8 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 225 /Mechanical, 3= 131 /Mechanical, 4 =40 /Mechanical, 2= 315/0 -5 -8 Max Horz 1= 115(load case 4) Max Uplift3=- 22(load case 4), 2=- 56(load case 4) Max Grav 1= 225(load case 1), 3= 131(load case 1), 4= 98(load case 2), 2= 315(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 114/77, 2- 3= -53/53 BOT CHORD 1 -4 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 3 and 56 lb uplift at joint 2. 5 Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6; All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z � W QQ � 30 UO Co J F- 1'— to U UJ 0 Q, U. Co =W ~_ Z f-. 1— O z 1— w �5 Cl 0 0. 3 H W H U H u. O 111 z U= O ~' Z 5 -10.8 9.10.3 5.10.8 3 -11 -11 J ob Truss ss Type Qty Ply APACA rRD 401167 J612 ROOF TRUSS 2 1 (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Job Reference ( tlonp___ I IIC IIubb VV., OUIIII ICI VVr%/ muyul IC Vr% J.LVV 0 Vlil L 1 GUVJ IVII I Vr% IIIUUDIIIC.I, IIKL. IVIVII f GV GJ 1J.4V.YV GVV9 rayC 1 6-0-0 10-0-0 12.0-7 6- 0-0 4-0-0 2 -0-7 4 I d Scale - 1:34.1 REACTIONS (lb /size) 1= 223/0 -5 -8, 4 =67 /Mechanical, 5 =40 /Mechanical, 2= 315/0 -5 -8, 3= 199/0 -5 -8 Max Horz 1= 140(load case 4) Max Uplift4 =- 11(load case 4), 2=- 57(load case 4), 3=- 33(load case 4) Max Grav 1= 223(load case 1), 4= 67(load case 1), 5= 97(load case 2), 2= 315(load case 1), 3= 199(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-142177,2-3=-68/53,3-4=-27/27 BOT CHORD 1 -5 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 4, 57 lb uplift at joint 2 and 33 lb uplift at point 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 6 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z F" '~ W JU UO to o J = I-- U_ WO U . N� = �W Z ZO W �p O �. 0t- W 2 O' 111 Z O Z N JxY = r 6.0-0 6 -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 0.59 Vert(LL) -0.07 1 -5 >970 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.12 1 -5 >570 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 223/0 -5 -8, 4 =67 /Mechanical, 5 =40 /Mechanical, 2= 315/0 -5 -8, 3= 199/0 -5 -8 Max Horz 1= 140(load case 4) Max Uplift4 =- 11(load case 4), 2=- 57(load case 4), 3=- 33(load case 4) Max Grav 1= 223(load case 1), 4= 67(load case 1), 5= 97(load case 2), 2= 315(load case 1), 3= 199(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-142177,2-3=-68/53,3-4=-27/27 BOT CHORD 1 -5 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 4, 57 lb uplift at joint 2 and 33 lb uplift at point 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 6 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z F" '~ W JU UO to o J = I-- U_ WO U . N� = �W Z ZO W �p O �. 0t- W 2 O' 111 Z O Z N J ob Truss Truss Type ty Piy RPALA R� 401167 J62 ROOF TRUSS 3 1 DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 Job Reference (optional), i ne i russ t,o., oumner vv i C ugene vrt a.4VU s vci 4 cvvo rvn I VK InUUSUICS, nu:. IVIUII ICU LJ I0.4V. -►I cvvN raye I -1.6.0 1.11 -11 - , 6-00 1.6.0 1 -11.11 4-0.5 Scale - 1:12.3 3 7.00 F1 2 2 4 3x4 = REACTIONS (lb /size) 3 =20 /Mechanical, 2= 247/0 -5 -8, 4 =41 /Mechanical Max Horz 2 =53(load case 4) Max Uplift2=- 3(load case 4) Max Grav3= 20(load case 1), 2= 247(load case 1), 4= 100(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/48,2-3=-55/5 BOT CHORD 2 -4 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z Z �W QQ � JU 0 ND W= U- 0 u- Q c = a I .-W Z 1- O z 1—. W w U � O co, W W H� U. O W z U =, O z 1 11 -11 i 11 -11 6.0.0 4-0-5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.08 2-4 >908 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.13 2-4 >534 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 3 =20 /Mechanical, 2= 247/0 -5 -8, 4 =41 /Mechanical Max Horz 2 =53(load case 4) Max Uplift2=- 3(load case 4) Max Grav3= 20(load case 1), 2= 247(load case 1), 4= 100(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/48,2-3=-55/5 BOT CHORD 2 -4 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z Z �W QQ � JU 0 ND W= U- 0 u- Q c = a I .-W Z 1- O z 1—. W w U � O co, W W H� U. O W z U =, O z J ob russ Truss Type Qty Ply Pi4L -/R 401167 J62A ROOF TRUSS 1 1 5 -10.8 1 1- 10.3 Job Reference o tional) ...,.... ,., y .- J.GVV J VVk G I GVVJ 1VI1 ICR IIIUUAl11t:b, IIIU. IVIUII r CU GJ I0.41.1:9/ zuu4 rage 1 1 -10.3 5.10.8 I 1- 10.3 4.0.5 2 Scale - 1:9.6 3x4 = 1 -10-3 5 -10.8 1 1- 10.3 4-0.5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.07 1 -3 >952 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.12 1 -3 >560 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 1 -10 -3 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 100 /Mechanical, 2 =59 /Mechanical, 3 =41 /Mechanical Max Horz 1= 24(load case 4) Max Uplift2=-1 1 (load case 4) Max Grav 1= 113(load case 2), 2= 59(load case 1), 3= 99(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -26/26 BOT CHORD 1 -3 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z �W W 0 NO co J H U) U 0 �J U- Q U) = �W Z� F— O z I- W5 U� O c � H W W H LL — O .. z co 1— F = - . Z o Truss Truss Type ty Pty SA�l�tA7RD 401167 J64 ROOF TRUSS 1 1 Job Reference (optional i ne i russ %Lo., oumnervvm f cugene um Scale - 1:14.5 l° REACTIONS (lb /size) 3 =88 /Mechanical, 2= 298/0 -5 -8, 4 =40 /Mechanical Max Horz 2= 74(load case 4) Max Uplift3=- 10(load case 4) Max Grav3= 88(load case 1), 2= 298(load case 1), 4= 97(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-77/35 BOT CHORD 2 -4 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 3. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard o. LUU 5 VOL G 1 NUJ IVN 1 eK lnaUSlnes, mG. Mon reu za 7o ;zu:90 LUu4 rage i Z �Z W. Q � JU 0 NQ co W J = i— CO LL WO LL Q N = d �W Z I— F— O Z H W L U� 0 _N H W �U LL O Ll! Z UC0 O Z -1.6.0 3.11 -11 6.0.0 1.6.0 3.11 -11 2 -0.5 F 3 -11 -11 3 -11 -11 , 6.0.0 2 -0-5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.07 2 -4 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.12 2 -4 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3 -11 -11 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 3 =88 /Mechanical, 2= 298/0 -5 -8, 4 =40 /Mechanical Max Horz 2= 74(load case 4) Max Uplift3=- 10(load case 4) Max Grav3= 88(load case 1), 2= 298(load case 1), 4= 97(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-77/35 BOT CHORD 2 -4 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 3. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard o. LUU 5 VOL G 1 NUJ IVN 1 eK lnaUSlnes, mG. Mon reu za 7o ;zu:90 LUu4 rage i Z �Z W. Q � JU 0 NQ co W J = i— CO LL WO LL Q N = d �W Z I— F— O Z H W L U� 0 _N H W �U LL O Ll! Z UC0 O Z -1.6.0 3.11 -11 6.0.0 1.6.0 3.11 -11 2 -0.5 0 1 russ Truss Type aty ly - BKPA>��RD 401'167 J64A ROOF TRUSS 1 1 Plates Increase 1.15 TC 0.24 Vert(LL) -0.07 1 -3 Job Reference (o ptional ) I ne 1 ru55 vJu., ournner vvm / r-ugene v U.LUU 5 UUL L I GUUO Ivll I UK InUUbIl lUb, II1U. IV{UII rev GJ IO.LU. -#V 4UU'1 rage 1 3.10.3 5-10 -E 3- 10.3 2 -0.5 Scale . 1:13.0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.07 1 -3 >977 360 MI120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.12 1 -3 >575 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 12 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 BRACING TOP CHORD Sheathed or 3 -10 -3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 158 /Mechanical, 2= 117 /Mechanical, 3 =40 /Mechanical Max Horz 1= 45(load case 4) Max Uplift2=- 21 (load case 4) Max Grav 1= 158(load case 1), 2= 117(load case 1), 3= 98(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -50/50 BOT CHORD 1 -3 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z W —1 U UO C� ca J � Co U- WO J U- Q N _. _ d. H = Z�- 1— O Z 1— W W U� co O E- W W U U. ~O 111 Z U 2. O Z 3x4 - 3 -10-3 5 -10-8 3 -10-3 2 -0-5 3 J ob cuss Truss Type ty P y AFATA /R15 401167 J64B ROOF TRUSS 2 1 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.13 1 -3 >539 240 BCLL 0.0 Rep Stress Incr YES Job Reference optional _ ........ ,., ,......... ........ v. r-vv � —% � 1 wvv mi cn It wuau Ica, 111%,. 1 rcu Go I J.Gu.'}y zuu4 rage 1 3.11.11 6.0.0 3.11.11 , 2.0-5 1 ki Scale - 1:13.0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.08 1 -3 >916 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.13 1 -3 >539 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3 -11 -11 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 163 /Mechanical, 2= 122 /Mechanical, 3 =41 /Mechanical Max Horz 1= 45(load case 4) Max Uplift2=- 21 (load case 4) Max Grav 1= 163(load case 1), 2= 122(load case 1), 3= 100(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -50/50 BOT CHORD 1 -3 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z = t— itr W W� JU cU 0 CO co 11.1 J = I— N LL WO LL Q co _. _ d H =. Z� H O Z H W Ul � o' U O- 0 1— W 3:U tL ~O .. Z W O Z 3.11 -I1 6.0-0 3 -11 -11 2 -0.5 J ob Truss russ Type ty P y BAPAD� TRD 401167 J66 ROOF TRUSS 1 1 J ob Reference ( o&o n ll I IIC I Iubb %JU., Ju11111C1 VVN / CUCJCI IC VR U.4uu .7 %JUL G 1 GUUJ IVII I cn II IuuJu IC.I, II lu. mul I I Gv GJ I i.ru.'Ju 6vv-t rdlJC 1 -1.6.0 5 -11 -11 _ 6. 0.0 il 1 -6.0 5 -11 -11 _ 0.0-5 Scale - 1:19.2 I - A LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.07 2 -4 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.30 Vert(TL) 0.12 1 >172 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 17 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 BRACING TOP CHORD Sheathed or 5 -11 -11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 3 =164 /Mechanical, 2=354/0-5-8,4=40/Mechanical Max Horz 2= 97(load case 4) Max Uplift3=- 25(load case 4) Max Grav3= 164(load case 1), 2= 354(load case 1), 4= 97(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-105/67 BOT CHORD 2 -4 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 3. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z SZ �W � JU UO NO W= J I... U WO �QQ U- 0 �W Z� 1-- O Z t` �5 U� O c. d H. WW H 5. O W Z U= O ~' Z 5.11 -11 6.0.0 5 -11.11 0-0-5 ob russ Truss Type ty P y BAPA�TRt� - 401 167 J66A ROOF TRUSS 1 1 Job Reference (optional) i ne i russ moo., Sumner vvrr r Gugene vr �q Scale - 1:18.9 E 3x4 = 5 -10-3 5 -f r 5 -10-3 0-a5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in floc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.07 1 -3 >977 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.12 1 -3 >575 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) _ Weight: 15 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 U'4UU 5 VGl G I GUUa IVII 1 UK I[luubulub, 110.1. IVIUII rCU eo I0.4u.0 1 LUU'f rage 1 BRACING TOP CHORD Sheathed or 5 -10 -3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 224 /Mechanical, 2 =183 /Mechanical, 3 =40 /Mechanical Max Horz 1= 68(load case 4) Max Uplift2=- 32(load case 4) Max Grav 1= 224(load case 1), 2= 183(load case 1), 3= 98(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -76/76 BOT CHORD 1 -3 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z W JU UO ND co UJ J I N U W F J . U- N �. = W Z� H O. Z H LLJ W U� ON OH W I=- H LLO W Z U= O F- Z 5 -10.3 5 -1p 8 5 -10.3 _ 0.0.5 �i I'll cR nIuuau 1WQ, n w. Ivwn 1 c&J GJ 1 O.LU.0 1 LUU9 rage - 1 fa Scale - 1:18.9 Truss Truss ype Qty ply SA PAEA /RD �- 401167 J66B ROOF TRUSS 2 1 (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Reference (o ptional) �i I'll cR nIuuau 1WQ, n w. Ivwn 1 c&J GJ 1 O.LU.0 1 LUU9 rage - 1 fa Scale - 1:18.9 REACTIONS (lb /size) 1= 229 /Mechanical, 2= 188 /Mechanical, 3 =41 /Mechanical Max Horz 1= 68(load case 4) Max Uplift2=- 32(load case 4) Max Grav 1= 229(load case 1), 2= 188(load case 1), 3= 100(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -77/77 BOT CHORD 1 -3 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard .i.:i .,.. ..J. - . ��..�..,. ...+....' i'.� +).l'. :'� .. t� {.J..t w.a: A.Fn Vf IA ti�rF�ia.i�: ��.;I.IevIN}•�r.n...iN(H -. �,.n.�- ..... Z Q � Q W JU 0 Cl) W = CO LL W O. LL CO) = W �_ ZI-- H O Z I— W 5. U� O - 0 1-- W W HF- — Z 111 U= O Z 5 -11 -11 6-p 5 -11 -11 0.0.5 3x4 = ` -11 -11 5- 11-11 5 11 -11 6 � 6 �0 0-0.5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.08 1 -3 >916 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.13 1 -3 >539 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5 -11 -11 oc Furlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 229 /Mechanical, 2= 188 /Mechanical, 3 =41 /Mechanical Max Horz 1= 68(load case 4) Max Uplift2=- 32(load case 4) Max Grav 1= 229(load case 1), 2= 188(load case 1), 3= 100(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -77/77 BOT CHORD 1 -3 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard .i.:i .,.. ..J. - . ��..�..,. ...+....' i'.� +).l'. :'� .. t� {.J..t w.a: A.Fn Vf IA ti�rF�ia.i�: ��.;I.IevIN}•�r.n...iN(H -. �,.n.�- ..... Z Q � Q W JU 0 Cl) W = CO LL W O. LL CO) = W �_ ZI-- H O Z I— W 5. U� O - 0 1-- W W HF- — Z 111 U= O Z 5 -11 -11 6-p 5 -11 -11 0.0.5 J ob Truss Truss Type ty Ply BAPAGA /R6 - - -- 401167 J68 ROOF TRUSS 1 1 Vert(LL) -0.07 2 -5 >999 360 M1120 185/148 Job Reference (optional) Th Truss o., 6umner ugene UK 00 s Oct 12003 vii I eK Industries, Inc Mon Feb 23 1 4:2u:U ZU04 Page -1 -6-0 6.0.0 7 -11 -11 , 1 -6.0 6-0-0 1 -11.11 I 1 Scale: 1/2• -1' LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.07 2 -5 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.30 Vert(TL) 0.12 1 >168 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 20 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (ib /size) 4 =65 /Mechanical, 2= 355/0 -5 -8, 5 =40 /Mechanical, 3= 230/0 -5 -8 Max Horz 2= 121(load case 4) Max Uplift4=- 11(load case 4), 3=- 37(load case 4) Max Grav4= 65(load case 1), 2= 355(load case 1), 5= 97(load case 2), 3= 230(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0149,2-3=-105/67,3-4=-26/26 BOT CHORD 2 -5 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 4 and 37 lb uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z i— Z W W� JU UO Co o W III J = CO LL- WQ 9-J LL- Q to � 2 � W Z F— h- O Z h— 5 U� ON O H- W W U_ —O 111 Z. CO O Z y: . t , {; t•:,r...vj�.tiu, .n;.�:. 7�..rrr r�A .. su,.. 3 - ,•L. J .:: <,;r,J,u:, .w.,>r +. . xuo,: X.:. af h+? Y+ 2++ �; 4W�� "taiA:1.G��.�.kLSL'Min,p'3'N: 6 -0.0 J ob russ Truss Type Qty Ply 6 - PA 17� TRD 401167 J68A ROOF TRUSS 1 1 DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase Job Reference o tional e I russ Co., Sumner ugene OR 1 k z Scale: 1/2" -V REACTIONS (lb /size) 1= 225 /Mechanical, 3 =65 /Mechanical, 4 =40 /Mechanical, 2= 249/0 -5 -8 Max Horz 1= 92(load case 4) Max Uplift3=- 11(load case 4), 2= 44(load case 4) Max Grav 1= 225(load case 1), 3= 65(load case 1), 4= 98(load case 2), 2= 249(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 86/77, 2- 3= -26/26 BOT CHORD 1 -4 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 3 and 44 lb uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 200 s uct ZI - 2003 iTek - In us rtes, Inc. Mon e 3 M' 13 3'200T75ge - 1 Z �Z JU UO U) J F- N U_ W O. LL. j. N CY F- W Z F- Z O r UJ w U� O C 0 F- W F- . LL -0, .• Z W P _. O Z 5 -10-8 7 -10-3 5-1x8 1 -11.11 3x4 = I 5 -10-8 5 -10-8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.07 1 -4 >977 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.12 1-4 >575 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5 -10 -8 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 225 /Mechanical, 3 =65 /Mechanical, 4 =40 /Mechanical, 2= 249/0 -5 -8 Max Horz 1= 92(load case 4) Max Uplift3=- 11(load case 4), 2= 44(load case 4) Max Grav 1= 225(load case 1), 3= 65(load case 1), 4= 98(load case 2), 2= 249(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 86/77, 2- 3= -26/26 BOT CHORD 1 -4 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 3 and 44 lb uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 200 s uct ZI - 2003 iTek - In us rtes, Inc. Mon e 3 M' 13 3'200T75ge - 1 Z �Z JU UO U) J F- N U_ W O. LL. j. N CY F- W Z F- Z O r UJ w U� O C 0 F- W F- . LL -0, .• Z W P _. O Z 5 -10-8 7 -10-3 5-1x8 1 -11.11 Jo Truss Truss Type Qty Ply APA[A7R 401167 J68B ROOF TRUSS 1 1 2 -0 -0 CSI DEFL in (loc) I /deft Job Reference o ptional) I� v.- . vv. c I - wn 1 — 111 —zit , mc), n — rvwn rau co 1 o.4v.G7o LUuq rage l 6-0.0 7 -4 -15 6.0.0 1-4-15, lk Scale - 1:22.5 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 230 /Mechanical, 3 =47 /Mechanical, 4=41 /Mechanical, 2= 235/0 -5 -8 Max Horz 1= 85(load case 4) Max Uplift3=- 8(load case 4), 2= 40(load case 4) Max Grav 1= 230(load case 1), 3= 47(load case 1), 4= 100(load case 2), 2= 235(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 78/77, 2-3= -19/19 BOT CHORD 1 -4 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 3 and 40 lb uplift at joint 2. 5 Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard .. tw:. 1� ...7 .�:.M:uw.;:f..;S,..iu+:�nu uwka .rviu,�t»'.ta.��rJ:i�Ui:.i:.' fir,' t; a+ aAtirrZt% s'. rwY' ni�a '+iEu%.v::i1's:::iS.i++ii:'. .._ e;.;' 71u.1'. tu`m}1: 4.�&uYa3��.s^. ,c ' • '' t.: eti:s.cnd Z iF Z . a W. JU UO ND J = H CO) LL- WO LL (0) d. = W F- _ ZF ZO 5. U� O CO) D F_- W U -O . Z . W U= O� Z 6.0-0 6-0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.08 1-4 >916 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.13 1-4 >539 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 17 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 230 /Mechanical, 3 =47 /Mechanical, 4=41 /Mechanical, 2= 235/0 -5 -8 Max Horz 1= 85(load case 4) Max Uplift3=- 8(load case 4), 2= 40(load case 4) Max Grav 1= 230(load case 1), 3= 47(load case 1), 4= 100(load case 2), 2= 235(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 78/77, 2-3= -19/19 BOT CHORD 1 -4 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 3 and 40 lb uplift at joint 2. 5 Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard .. tw:. 1� ...7 .�:.M:uw.;:f..;S,..iu+:�nu uwka .rviu,�t»'.ta.��rJ:i�Ui:.i:.' fir,' t; a+ aAtirrZt% s'. rwY' ni�a '+iEu%.v::i1's:::iS.i++ii:'. .._ e;.;' 71u.1'. tu`m}1: 4.�&uYa3��.s^. ,c ' • '' t.: eti:s.cnd Z iF Z . a W. JU UO ND J = H CO) LL- WO LL (0) d. = W F- _ ZF ZO 5. U� O CO) D F_- W U -O . Z . W U= O� Z Job russ Truss ype Qty Ply 8i4PA171 TRD '"— 401 167 J810 ROOF TRUSS 1 1 J ob Reference ( optional ) i ne i russ 1..o., oumner vvA i tugene vrc 1 8.0.0 1 8 -0.0 i 13 Scale - 1:29.0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.20 2 -5 >46B 360 M1120 185/148 I TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) 0.45 1 >46 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed 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) 4 =65 /Mechanical, 2= 430/0 -5 -8, 5 =54 /Mechanical, 3= 301/0 -5 -8 Max Horz 2= 144(load case 4) Max Uplift4=- 11(load case 4), 3=- 50(load case 4) Max Grav4= 65(load case 1), 2= 430(load case 1), 5=131 (load case 2), 3=301 (load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-136/97,3-4=-26/26 BOT CHORD 2 -5 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 4 and 50 lb uplift at joint 3. - 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard o.GUU s UU1 CI dUUa MI I eK m0U51ne5, In(;. ivion reo do is ;zv ; -4 LUu9 rage l Z ~ W W� JU UO CO O J� CO) LL WO Q. N� = CY W Z H I— O z 1— w U� CO OH W W LLO W Z CO H =: O Z ,,-1-&0 8 -0.0 9 -11 -11 1 1 -&0 8.0-0 1 -11 -11 a i . J ob Truss russ Type Qty Ply BAPA A R 401167 J81 OA ROOF TRUSS 2 1 Job Reference (optional I ne i russ co., Sumner W i Eugene UK d Scale - 1:28.9 LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 8 -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) 1= 303 /Mechanical, 3 =65 /Mechanical, 4 =54 /Mechanical, 2= 314/0 -5 -8 Max Horz 1= 115(load case 4) Max Uplift3=- 11(load case 4), 2=- 55(load case 4) Max Grav1= 303(load case 1), 3= 65(load case 1), 4= 131(load case 2), 2= 314(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-106/103,2-3=-26/26 BOT CHORD 14=0 10 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3� Refer to girder(s) for truss to truss connections. 4 Prnvirlp marhnniral rnnnartinn lhv nthPrcl of trucS to hParinn nlatP nnnahlP of withstandinn 11 Ih unlift at inint 5.2u0 s Oct zi 2003 Mi 1 eK inoustnes, Inc. noon FeD L3 1 s:/-u:a5 Rage 1 Z '- W J U. 0 Co 0 C0 LU W H N U. W0 } �J LL Q M� : F �W Z H zo w w �5 U� O� OH W U F- -0 .. Z W U= O Z - 8.0.0 -- 9.11.11 - -1 840 1.11 -11 , 3x4 = 8 -0-0 LOADING (pso SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.20 1-4 >468 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.34 1 -4 >275 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 8 -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) 1= 303 /Mechanical, 3 =65 /Mechanical, 4 =54 /Mechanical, 2= 314/0 -5 -8 Max Horz 1= 115(load case 4) Max Uplift3=- 11(load case 4), 2=- 55(load case 4) Max Grav1= 303(load case 1), 3= 65(load case 1), 4= 131(load case 2), 2= 314(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-106/103,2-3=-26/26 BOT CHORD 14=0 10 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3� Refer to girder(s) for truss to truss connections. 4 Prnvirlp marhnniral rnnnartinn lhv nthPrcl of trucS to hParinn nlatP nnnahlP of withstandinn 11 Ih unlift at inint 5.2u0 s Oct zi 2003 Mi 1 eK inoustnes, Inc. noon FeD L3 1 s:/-u:a5 Rage 1 Z '- W J U. 0 Co 0 C0 LU W H N U. W0 } �J LL Q M� : F �W Z H zo w w �5 U� O� OH W U F- -0 .. Z W U= O Z - 8.0.0 -- 9.11.11 - -1 840 1.11 -11 , ,10 13 russ russ Type Qty Ply 13 401 .181013 MONO TRUSS 1 1 4-3 -8 _ Job Reference (optional) Inc Iluaa vV. vunnlCl vvrn L I� 1 Scale - 1:29.9 LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 BOT CHORD WEBS 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 7=836/0-5-8,6=31/0-5-8 Max Horz 7= 234(load case 4) Max Uplift7=- 33(load case 5), 6=- 133(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/48,2-3=-124/559,3-4=-139172,4-5=-70/0,4-6=-283/126 BOT CHORD 2-7=-421/149,6-7=-421/76 WEBS 3 -7 =- 761/53, 3 -6 =- 35/499 Sheathed or 6 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 6 -0 -0 oc bracing. NOTES (4) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 7 and 133 lb uplift at joint 6. 4) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 1J. d I GUVJ IVII I UK I.IUUSII IC,, 111U. IVIVI I r CU LJ 1 O.ZU.Va cuuw rage Z Z �W J UO N W= J H W Il WO 2 9Q CO) F- W Z H H O Z H LU W U� O N 0 I-- W LIJ Z H �. L — 0 W Z U= O~ Z r -1 -6-0 4-1 -1 _ , 8.0.0 9 -11 -11 r 1.6-0 4 -1 -1 3 -10-15 1 -11 -11 5 4 -3 -8 8 -0.0 i 4-3 -8 3 -8 -8 — Plate 0 ttsets LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) 0.02 2 -7 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.10 5 >244 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) -0.00 6 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 BOT CHORD WEBS 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 7=836/0-5-8,6=31/0-5-8 Max Horz 7= 234(load case 4) Max Uplift7=- 33(load case 5), 6=- 133(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/48,2-3=-124/559,3-4=-139172,4-5=-70/0,4-6=-283/126 BOT CHORD 2-7=-421/149,6-7=-421/76 WEBS 3 -7 =- 761/53, 3 -6 =- 35/499 Sheathed or 6 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 6 -0 -0 oc bracing. NOTES (4) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 7 and 133 lb uplift at joint 6. 4) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 1J. d I GUVJ IVII I UK I.IUUSII IC,, 111U. IVIVI I r CU LJ 1 O.ZU.Va cuuw rage Z Z �W J UO N W= J H W Il WO 2 9Q CO) F- W Z H H O Z H LU W U� O N 0 I-- W LIJ Z H �. L — 0 W Z U= O~ Z r -1 -6-0 4-1 -1 _ , 8.0.0 9 -11 -11 r 1.6-0 4 -1 -1 3 -10-15 1 -11 -11 5 o Truss cuss Type Qty Ply BA FA LA / KD — 401167 J812 ROOF TRUSS 2 1 Job Reference o tlonal _ i ne i russ Go., aumner vVA i Eugene Orc 5.200 s Oct 21 2uu3 Mt i etc industries, inc. neon red 23 13:zU:bb zot)4 Page 1 , -1.6-0 , 8.0-0 11 -11 -11 1.6.0 8.0-0 3 -11 -11 a 1 Scale - 1:33.8 LOADING (pso 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) -0.20 2 -5 >468 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) 0.45 1 >46 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 28 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 165OF 1.5E BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 4= 131 /Mechanical, 2= 430/0 -5 -8, 5 =54 /Mechanical, 3= 367/0 -5 -8 Max Horz 2=1 68(load case 4) Max Uplift4=- 22(load case 4), 3=-61 (load case 4) Max Grav4=1 31 (load case 1), 2= 430(load case 1), 5= 131(load case 2), 3= 367(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-137/97,3-4=-53/53 BOT CHORD 2 -5 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 4 and 61 lb uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard r:;',� ... .. ..i l -�, xK..cl.i.S ,. wJtr �,.iY; .i.+ Y.1 .�u. }U•'�✓.i [Ia'4YU4. "erMwrH«..:... «..... ++.'..L h.T ;..w+. Wryt/ u4.luMl'+rsl.w t GiOgi { LfiL1ChSSi ✓ Z `~ W JU UO ND co III J I.--' CO U. WO U-5 W = d Z H O Z 1F– �5 U� O N �H WW H �Z LLI co O ~. Z r 8.0-0 8 -0.0 Job russ Truss Type Qty Ply APAIXTRD 401167 J812A ROOF TRUSS 2 1 Job Refere optional , I no 1 russ Vu., Ju mner VVH / CUgene Vr% a.LVU S Vla L 1 LUVJ IVII I erc II{UUSUIes, If 1U. w1u,1 ruu GJ i -3:cu:at tuu4 rage l 8.0.0 11.11 -11 , 8.0.0 3.11 -11 3 I't d Scale - 1:33.9 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.22 1-4 >439 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.37 1 -4 >258 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 28 lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E TOP CHORD Sheathed or 8 -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) 1= 310 /Mechanical, 3= 131 /Mechanical, 4 =55 /Mechanical, 2= 386/0 -5 -8 Max Horz 1= 139(load case 4) Max Uplift3 =-22(ioad case 4), 2=- 66(load case 4) Max Grav 1= 310(load case 1), 3= 131(load case 1), 4= 134(load case 2), 2= 386(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 133/104, 2- 3= -53/53 BOT CHORD 1 -4 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanlme, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 3 and 66 lb uplift atjoint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6) All dimensions given in feet - inches - sixteenths (FRISS) format. LOAD CASE(S) Standard Z aa W� UO CO o J = F— CO U WO U - = F- W Z� H O z H w w :5 U� O C0 W 2 H C.): LL O W z CO) O Z.. 5 -0.0 i J ob Truss russ Type Qty P y RPACA /�R� 401167 J813 ROOF TRUSS 1 1 Lumber Increase 1.15 BC 0.42 Vert(TL) 0.45 1 >46 240 BCLL 0.0 Rep Stress Incr YES Job Reference o Clonal ..�.. „u.�.a vu., to .4v v,♦ a.c.vv a vt.� c -- Ivll I CR nw. rvwn — ca io ;zu:Or zuu4 rage 1 -1.6 -0 8.0.0 12 -0.0 1� 3 -0.15 1.6.0 8.0.0 4-0.0 1 -0-t 5 II 1 Scale - 1:36.7 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.20 2 -6 >468 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) 0.45 1 >46 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 29 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed 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. REACTIONS (lb /size) 5 =36 /Mechanical, 2= 430/0 -5 -8, 6 =54 /Mechanical, 3= 368/0 -5 -8, 4= 168/0 -5 -8 Max Horz2= 181(load case 4) Max Uplift5=- 6(load case 4), 3=-61 (load case 4), 4=- 28(load case 4) Max Grav5= 36(load case 1), 2= 430(load case 1), 6= 131(load case 2), 3= 368(load case 1), 4= 168(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-152/97,3-4=-55/53.4-5=-14/14 BOT CHORD 2 -6 =0 /0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 5, 61 lb uplift at joint 3 and 28 Ib uplift at joint 4. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z H '~ W JU 0 CO O to III J = I-- 00 LL WO LLQ co 2 F. W Z 11-- F— O z I- W �5 U� ON �H W f- U — Z llj CO) O z 4 , 8.0-0 , Job Truss cuss Type ty my AITA[A7RD 401167 J813A ROOF TRUSS 1 1 _ _ _ � Job Reference optional - i ne i russ co., Sumner vvA i Eugene um o.zuu s uci zl zuU3 MI I eK inaustrles, Inc. mon t Z;J I d:ZU:bt3 2UU4 Pagel l� Scale - 1:36.4 LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E TOP CHORD Sheathed or 8 -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) 1= 310 /Mechanical, 4 =36 /Mechanical, 5 =55 /Mechanical, 2= 386/0 -5 -8, 3= 168/0 -5 -8 Max Horz 1= 152(load case 4) Max Uplift4=- 6(load case 4), 2=- 66(load case 4), 3=- 28(load case 4) Max Grav 1= 310(load case 1), 4= 36(load case 1), 5= 134(load case 2), 2= 386(load case 1), 3= 168(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-148/104,2-3=-55/53,3-4=-14/14 BOT CHORD 1 -5 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 4, 66 lb uplift at joint 2 and 28 lb uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z '~ W W� J UO Co C3 co J = 1— CO U WO J LL- Q. Co _ d �W Z H 1-0 z I-- w w �p U O � o1-- WW H� LL O W z UN P H. O z 8.0.0 12.0•0 t� LL)-A 8.0-0 4 -0.0 1 - 0-h5 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 0.61 Vert(LL) -0.22 1 -5 >439 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.37 1 -5 >258 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E TOP CHORD Sheathed or 8 -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) 1= 310 /Mechanical, 4 =36 /Mechanical, 5 =55 /Mechanical, 2= 386/0 -5 -8, 3= 168/0 -5 -8 Max Horz 1= 152(load case 4) Max Uplift4=- 6(load case 4), 2=- 66(load case 4), 3=- 28(load case 4) Max Grav 1= 310(load case 1), 4= 36(load case 1), 5= 134(load case 2), 2= 386(load case 1), 3= 168(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-148/104,2-3=-55/53,3-4=-14/14 BOT CHORD 1 -5 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 4, 66 lb uplift at joint 2 and 28 lb uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z '~ W W� J UO Co C3 co J = 1— CO U WO J LL- Q. Co _ d �W Z H 1-0 z I-- w w �p U O � o1-- WW H� LL O W z UN P H. O z 8.0.0 12.0•0 t� LL)-A 8.0-0 4 -0.0 1 - 0-h5 o cuss russ Type 1.6.0 1.11 -11 REF -- 401'167 J82 ROOF TRUSS 2 1 Job Reference (optional) The T russ Go., Sumner WA I E ugene nOO Uc iTe n us ries, n on a 3 0:59 7 20U4 – Page i -1.6 0 1 -11 -11 8.0.0 1.6.0 1.11 -11 6.0-5 Scale 1:15.5 3 Z 7.oa Z . Q� W JU 2 T1 131 TOO (0 O Co LLI J = F— 1 4 N LL w O 3x4 = J U. C = a FW 1 11 -11 8.0.0 s ? I 1- 11.11 6-0.5 Z O LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP LIJ LU TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.22 2 -4 >436 360 M1120 185/148 O TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.37 2-4 >257 240 U N BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a p BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 14 I p F. LUMBER BRACING W 1L H U TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. LL W Z UN REACTIONS (lb /size) 3 =20 /Mechanical, 2=261/0-5-8,4=55/Mechanical F= X O H Max Horz 2= 53(load case 4) Max Grav 3= 20(load case 1), 2=261 (load case 1), 4= 134(load case 2) Z FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/48,2-3=-55/5 BOT CHORD 2 -4 =0/0 NOTES (4) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard i J ob russ Fuss Type ty Ply FALN - FRD 401167 J82A ROOF TRUSS 2 1 6.0-5 LOADING (psf) Job Reference optional i ne 1 russ Go., Sumner VVA i cugene urc o.zuu s uct z1 2003 IVIi I eK Industries, Inc. Mon Feb 23 13:21:00 2004�age 1 1 - 11 - I1 8-0-0 1 -11 -i l 6.0.5 Scale 1:13.1 7.00 FTC' 1 3x4 - LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 1650F 1.5E PLATES M1120 Weight: 12 lb GRIP 185/148 BRACING TOP CHORD Sheathed or 1 -11 -11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 119 /Mechanical, 2 =63 /Mechanical, 3 =55 /Mechanical Max Horz 1= 24(load case 4) Max Uplift2=- 11(load case 4) Max Grav 1= 150(load case 2), 2= 63(load case 1), 3= 135(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -26/26 BOT CHORD 1 -3 =0 /0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z Z UJ JU 0 N J CO U 0 J U- Q U) _. I �W zH O z I- w �5 U� O -. � H W LL Z LLl co O z 1 -11 -i l 8-0.0 — 1 -11 -11 6.0-5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.22 1 -3 >431 360 TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.38 1 -3 >253 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 1650F 1.5E PLATES M1120 Weight: 12 lb GRIP 185/148 BRACING TOP CHORD Sheathed or 1 -11 -11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 119 /Mechanical, 2 =63 /Mechanical, 3 =55 /Mechanical Max Horz 1= 24(load case 4) Max Uplift2=- 11(load case 4) Max Grav 1= 150(load case 2), 2= 63(load case 1), 3= 135(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -26/26 BOT CHORD 1 -3 =0 /0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z Z UJ JU 0 N J CO U 0 J U- Q U) _. I �W zH O z I- w �5 U� O -. � H W LL Z LLl co O z J ob russ Truss Type Qty Ply ALA IR 401167 J84 ROOF TRUSS 2 1 Job Reference o tional ' The Truss Co , Su WA / Eugene UK b.Zuu s UCt z'I zuu3 MI I eK Industries, Inc. Mon Feb 23 14:21:00 2uu4 Page 1 - 1.6-0_ _ 3.11.11 5.0.0 1 -6-0 3.11 -11 445 Scale LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.20 2-4 >468 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.34 2-4 >275 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 17 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 1650F 1.5E BRACING TOP CHORD Sheathed or 3 -11 -11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 3 =88 /Mechanical, 2= 312/0 -5 -8, 4 =54 /Mechanical Max Horz 2= 74(load case 4) Max Uplift3=- 10(load case 4) Max Grav3= 88(load case 1), 2= 312(load case 1), 4=131 (load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/49, 2- 3= -77/35 BOT CHORD 24=0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 3. 5) All dimensions given in feet - inches- sixteenths (FFIISS) format. LOAD CASE(S) Standard z Z '~ W l � JU 0 N co W W = F— CO U WO U - to = F. W Z� F- O z I-- U ON � H W S LL O tll z U =, O F- z 3.11 -11 8 -0.0_ , J ob cuss Truss Type ty Ply lSAL4 TR>� 401187 J84A ROOF TRUSS 2 1 Plates Increase 1.15 TC 0.26 Vert(LL) -0.22 1 -3 Jo Reference (o ptiona!L I IIC I Iubu VU., Quo III 1C1 VVM / CuljC.I IC VR s -0-0 3.1 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) -0.22 1 -3 >439 360 M1120 1851148 TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.37 1 -3 >258 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 15 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 1650F 1.5E J.LVV 0 VVl G 1 GVVJ IVII I CIS I[IVV-7111CA, IIIV, IVIVII 1 vw GV 1 V.G I.V 1 GVVY rays 1 BRACING TOP CHORD Sheathed or 3 -11 -11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 177 /Mechanical, 2= 122 /Mechanical, 3 =55 /Mechanical Max Horz 1= 45(load case 4) Max Uplift2=- 21 (load case 4) Max Grav 1= 177(load case 1), 2= 122(load case 1), 3= 134(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -50/50 BOT CHORD 1 -3 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z 1- W JU UO Co C3 W = I— N LL W O 9-1 U- Q N� = W Z H HO Z H. W W U� O - OH W HP -- Z U= O Z 3.11.11 - 8-0-0 3.11 -11 _ 4-0-5 i i J ob cuss cuss ype ty P ly l3APALKTRD 401'167 J86 ROOF TRUSS 2 1 Plates Increase 1.15 TC 0.47 Vert LL) -0.20 2-4 Job Reference (o ptional) I ne I rubs L'U., oulrlller VVM / cugwfle \Jr[ 1 5 -11 -11 8 -0.0 r � 5 -11 -11 2 - a Scale - 1:19.2 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert LL) -0.20 2-4 >468 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.34 2-4 >275 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 20 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 165OF 1.5E u.GVu a %J%A L 1 GUVO IVII ICR IIIUUAUICS, Illu. Mull rCu GJ IJ.6I.u4 avu9 rage - 1 BRACING TOP CHORD Sheathed or 5 -11 -11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 3= 164 /Mechanical, 2= 368/0 -5 -8, 4 =54 /Mechanical Max Horz 2= 97(load case 4) Max Uplift3=- 25(load case 4) Max Grav3= 164(load case 1), 2= 368(load case 1), 4= 131(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-105167 BOT CHORD 2 -4 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 3. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z '~ W JU UO V) o W = IF- CO LL W F 0 }} J U- Q N CY. Z H F- O Z I— w UC) O N oI.- W H� 111 Z U= ~O F- Z � , < .� .. ; ri , xkr, ;i„,3. .s..... «� u�:uaa, '��u..,:ir�iYkk+ t� A�.t.'b:,•.�i.Sw:n.. -1.6.0 i 5 -11 -11 8 -0.0__ 1.6-0 5.11 -11 2.0.5 o Truss Truss Type Qty Ply I KD`V 401167 J86A ROOF TRUSS 2 1 5 -11 -11 Job Reference optional _,___ I nc I 1 uaa vv., vulI II Icl wn i cuvvl lc %J" 1 V.LVV .l Vlir G 1 GVVJ ivii ICR muus[rICS, mu. Ivmi r'tiu GJ :o:c i:uz zuu rage i d Scale - 1:18.9 LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD REACTIONS (lb /size) 1= 243 /Mechanical, 2= 188 /Mechanical, 3 =55 /Mechanical Max Horz 1= 68(load case 4) Max Uplift2=- 32(load case 4) Max Grav 1= 243(load case 1), 2= 188(load case 1), 3= 134(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -77/77 BOT CHORD 1 -3 =0/0 Sheathed or 5 -11 -11 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FRISS) format. LOAD CASE(S) Standard Z ~ W t � -3 L) UO U) o J = I - CO U- W O J U- Q N� = Cy. W Z I— O Z I— W U J �p O co, 0 1-- W H F U- - O llj Z U . O = H Z 1 5 -11 -11 , 8.0.0 5 -11 -11 _ 2.0.5 30 = -11 -11 5 8.0- 0 8.0-0 5 -11 -11 2.0.5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.22 1 -3 >439 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.37 1 -3 >258 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 7.0 Code UBC97 1ANSI95 (Matrix) Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD REACTIONS (lb /size) 1= 243 /Mechanical, 2= 188 /Mechanical, 3 =55 /Mechanical Max Horz 1= 68(load case 4) Max Uplift2=- 32(load case 4) Max Grav 1= 243(load case 1), 2= 188(load case 1), 3= 134(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -77/77 BOT CHORD 1 -3 =0/0 Sheathed or 5 -11 -11 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FRISS) format. LOAD CASE(S) Standard Z ~ W t � -3 L) UO U) o J = I - CO U- W O J U- Q N� = Cy. W Z I— O Z I— W U J �p O co, 0 1-- W H F U- - O llj Z U . O = H Z 1 5 -11 -11 , 8.0.0 5 -11 -11 _ 2.0.5 Job Truss Truss Type Ql, PLATES GRIP 1 -A T 401'167 Plates Increase 1.15 J88 ROOF TRUSS 2 7APAR Lumber Increase 1.15 BC 0.42 Vert(TL) 0.44 1 >47 240 BCLL 0.0 Rep Stress Incr YES b Reference (optional) e I russ Co., Sumner VVA I Eugene S uct z 1 ZDD i e f ndus rtes, nc. on I-el) ZJ 13:21M '10U4 — Pagel l -1 -6-0 7 -11 -1t 8 -0. 1.6.0 7 -11 -11 . 0.0.5 C Scale: 1/2" -V LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.20 2 -4 >468 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) 0.44 1 >47 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed 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) 3= 235 /Mechanical, 2= 429/0 -5 -8, 4 =54 /Mechanical Max Horz 2=1 21 (load case 4) Max Uplift3=- 38(load case 4) Max Grav3= 235(load case 1), 2= 429(load case 1), 4= 131(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/49,2-3=-136/96 BOT CHORD 2 -4 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSl95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard .0 l' 'a �'t } :•xa.,.�e i.j;./. ar,..,t.„,- awwf<ur' kW" '.ite.i3L.rid Z C~ Z �W Q � W U. UO CO = W J �. CO O W L L N� :F �W Z H O Z Ir- W �j U� O N' W UJ H �. LL — 0 111 Z U N. O ~� Z 7 -11 -11 84 r 7 -11 -11 0.0.5 i i i c J ot) russ Truss Type Qty Ply BAPi4Cl�TRD 401'167 J88A ROOF TRUSS 2 1 7.11 -11 Job Reference (o ptional) I IIC Ilutib VU., Aulllllul VVr%I CuyC11C Vr% t J.L.VV A WI L r.1 GVVJ IVII I CR II WUDl1100, 111 IVIVII I cv LJ IJ.L 1.V GVV rayc 1 7.11 -11 7 -11.11 Sca le: 1/2* -1 a LUMBER TOP CHORD 2 X 4 HF SS BOT CHORD 2 X 4 HF 165OF 1.5E BRACING TOP CHORD Sheathed or 7 -11 -11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 309 /Mechanical, 2= 254 /Mechanical, 3 =55 /Mechanical Max Horz 1= 92(load case 4) Max Uplift2=- 43(load case 4) Max Grav 1 =309(load case 1), 2= 254(load case 1), 3= 134(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 104/104 BOT CHORD 1 -3 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 0.0.5 z Q 30 UO y0 Ito Ili J = H CO U- W O ULQ N Z O. W Z If— I— O z I— w UJ Do U 0 W W Z 11J co O z 3x4 = 7.11 -11 8•¢ 7 .11 -11 0-6-5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.22 1 -3 >439 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.37 1 -3 >258 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 7.0 Code UBC97 /ANS195 (Matrix) Weight: 20 lb LUMBER TOP CHORD 2 X 4 HF SS BOT CHORD 2 X 4 HF 165OF 1.5E BRACING TOP CHORD Sheathed or 7 -11 -11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 309 /Mechanical, 2= 254 /Mechanical, 3 =55 /Mechanical Max Horz 1= 92(load case 4) Max Uplift2=- 43(load case 4) Max Grav 1 =309(load case 1), 2= 254(load case 1), 3= 134(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 104/104 BOT CHORD 1 -3 =0/0 NOTES (5) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 2. 5) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 0.0.5 z Q 30 UO y0 Ito Ili J = H CO U- W O ULQ N Z O. W Z If— I— O z I— w UJ Do U 0 W W Z 11J co O z J 01) Truss russ Type ty Ply RIB' - 401'167 R1 ROOF TRUSS 2 1 TCDL 8.0 Lumber Increase 1.15 BC 0.00 Vert TL) 0.24 1 >107 240 BCLL 0.0 Job Reference (optional) e russ co., S umner WA u7 g�0 0 s c !TeK Inclustries, Inc. Mon Feb 23 110.04'1OWPage -2 -2 -4 11.4.8 14-3 -0 18.7.7 2.2 -4 11.4.8 2 -10.8 4.4-7 6 a 11 - 1:36.9 riate on sets tA,Y): IZu- u- 4 ,toge), I;j:u- 1- 4,u - - I-ts1 LOADING (psfl SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert LL) n/a - n/a 999 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.00 Vert TL) 0.24 1 >107 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 41 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 *Except* TOP CHORD Sheathed or 5 -9 -6 oc purlins. T1 2 X 4 HF SS BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 4 HF No.2 REACTIONS (lb /size) 6= 138 /Mechanical, 2=485/0-8-8,3=663/0-1-8. 5= 84/0 -2 -0 Max Horz 2= 185(load case 4) Max Uplift6=- 15(ioad case 4), 2=- 20(load case 4), 3=- 68(load case 4), 5=- 14(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/53,2-3=-151/155,3-4=-98/0,4-5=-68/0,5-6=-58/41 NOTES (7) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 -1995 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) 3, 5. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 6, 20 lb uplift at joint 2, 68 lb uplift at joint 3 and 14 lb uplift at joint 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5. 7) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard ,..i � .. ,, 7. .: .. �... ,.: f �, a.J ��'�S '.. ...� -,�� n �., �;.t G,� .-L �':. 4;r�n;�i:i.M�1 M.k. cn4l'q ,.>, r��,.`t .wwa.:9.unr�.wr. 31l +4m�.A'suiN• ��,rc.'I.Y. "'L,a.f;iii �'4.:L�.i"+K� lei. .... .. ..- .... .;, Z ~ W JU UO Cl) 0 J = F- N LL W OO U- Q CO = d. �.. W Z H F- O z ILILI 25 U� CO) C3 W H LL O W Z N H N1 O Z 18 -7 -7 18 -7 -7 M J - 0101 — Truss russ ype Qty Ply EFAPFALA - M 401167 R2 ROOF TRUSS 2 1 J Reference ( motional __� I IIC IIuJJ VV., ou11II ICI VVr%/ Cuvwit: Vr% 1 a � BOT CHORD 2 X 4 HF No.2 a: Scale - 1:36.7 �r 6x6 \\ 18 -6-11 18 -6-11 ate sets - ,F ge , [2:0=T =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 0.87 Vert(LL) n/a - n/a 999 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 38 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E *Except" TOP CHORD Sheathed or 4 -11 -1 oc purlins. T1 2 X 4 HF SS BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 5= 139 /Mechanical, 1=326/0-7-0,2=697/0-1-8,4=59/0-2-0 Max Horz 1= 157(load case 4) Max Uplift5=- 16(load case 4), 2=- 83(load case 4), 4=- 6(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 148/165, 2-3=105/0,34=-67/0, 4- 5= -45/42 NOTES (7) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 1ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joints) 1 considers parallel to grain value using ANSI1TPi 1 -1995 angle to grain formula. Building designer shouldd verify capacity of bearing surface. 53 4 Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 4. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 5, 83 lb uplift at joint 2 and 6 lb uplift at joint 4. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4. 7) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard 9,6UU J VGl G 1 L000 IVII 1 CR IIIUUbk11CJ, II1U. IVIUII 1 60 10.4 1.UD LUU4 rage i Z Z �W QQ � JU 0 to o W = J I.- N LL WO U- N d = W H Z I... Z� W U� O N o ff WW ~ H LL O 111 Z U= O Z 11 -48 143 -0 18.6 -11 11 -4-8 2 -10-8 43.11 5 i t ob Truss Truss Type Qty Ply APAL7�rRD - -� 401'167 R3 ROOF TRUSS 1 1 LOADING (psf) Job Reference (?PjLo nal i ne i russ uo., Sumner vvm i cugene um d 1 1.34.9 LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E 'Except' TOP CHORD Sheathed or 6 -0 -0 oc purlins. T1 2 X 4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 4 HF No.2 REACTIONS (lb /size) 6= 164 /Mechanical, 2= 417/0 -8 -8, 3= 380/0 -1 -8, 5= 321/0 -1 -8 Max Horz 2= 174(load case 4) Max Uplift6=- 19(load case 4), 2=- 18(load case 4), 3=- 35(load case 4), 5= 40(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/53,2-3=-141/110,3-4=-76/0,4-5=-60/36,5-6=-87/48 NOTES (7) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer shouldd verify capacity of bearing surface. 4) Provide mechanical connection by others) of truss to bearing plate at joint(s) 3, 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 6, 18 Ib uplift at joint 2, 35 lb uplift at joint 3 and 40 lb uplift at joint 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5. 7) All dimensions given in feet - inches- sixteenths (FFIISS) format. LOAD CASE(S) Standard 0.000 5 %JUL L 14WO IVII I UK IIIUu1U IC,, II1U. IVIUII 1 CU GJ 10.4 I.UO GVV9 rage z 4_ Z '� W ,J U UO to 0 C0 Ul J (A LL. WO J LL Q (n = a W Z H I•- O z I- W LL I 0p U N O F- WW H �O llj z U =: O I— z -2 -2 -4 8 -5.2 11 -4.8 17.3 -14_ 2 -11.6 5.11 -6 6 17 -3.14 — Plate 6 se s , 2.0 - -E E` ge LOADING (psf) SPACING 2 -0 -0 CS1 DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) n/a - n/a 999 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.00 Vert(TL) 0.07 1 >358 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 38 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E 'Except' TOP CHORD Sheathed or 6 -0 -0 oc purlins. T1 2 X 4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 4 HF No.2 REACTIONS (lb /size) 6= 164 /Mechanical, 2= 417/0 -8 -8, 3= 380/0 -1 -8, 5= 321/0 -1 -8 Max Horz 2= 174(load case 4) Max Uplift6=- 19(load case 4), 2=- 18(load case 4), 3=- 35(load case 4), 5= 40(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/53,2-3=-141/110,3-4=-76/0,4-5=-60/36,5-6=-87/48 NOTES (7) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer shouldd verify capacity of bearing surface. 4) Provide mechanical connection by others) of truss to bearing plate at joint(s) 3, 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 6, 18 Ib uplift at joint 2, 35 lb uplift at joint 3 and 40 lb uplift at joint 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5. 7) All dimensions given in feet - inches- sixteenths (FFIISS) format. LOAD CASE(S) Standard 0.000 5 %JUL L 14WO IVII I UK IIIUu1U IC,, II1U. IVIUII 1 CU GJ 10.4 I.UO GVV9 rage z 4_ Z '� W ,J U UO to 0 C0 Ul J (A LL. WO J LL Q (n = a W Z H I•- O z I- W LL I 0p U N O F- WW H �O llj z U =: O I— z -2 -2 -4 8 -5.2 11 -4.8 17.3 -14_ 2 -11.6 5.11 -6 6 J ob ---- Truss russ Type Qty P y BAPAQI I KU 401167 R4 ROOF TRUSS 1 1 Jo Reference ( i ne i russ vv., aumner vvm i muyene vrN a Scale - 1:34.7 d REACTIONS (lb /size) 1=254/0-8-8,4=166/Mechanical, 2= 415/0 -1 -8, 3= 305/0 -1 -8 Max Horz 1= 146(load case 4) Max Uplift4=- 19(load case 4), 2=-51 (load case 4), 3=- 34(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 142/121, 2- 3=- 74/30, 3 -4= -87/48 NOTES (7) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanlme, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joint(s) 1 considers parallel to grain value using ANSIIrPI 1 -1995 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) 2, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 4, 51 lb uplift at joint 2 and 34 lb uplift at joint 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 7 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard J.LUV * VGl e- 1 GVVJ IVII I Cr% 111UVJUIC.7, 111U. IVIVII FCV cJ IJ.c I.VV ewv-t rdqu 1 Z �Z '~ W �U UO CO 101: C0 LLJ J � CO LL W O. U- S2d W Z H F- O Z I— W W n N � E— WW H� u. O W Z 0- O F-, Z 8 -5.2 _,_ 11.4.8 17.3 -14 8-5-2 2.11 -6 5-11.6 4 5x6 17 -3 -14 17 -3 -14 Plate Offsets (X,,Y) -['f 0- ge , 2 0= 1 - -4;O= -8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) n/a - n/a 999 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1=254/0-8-8,4=166/Mechanical, 2= 415/0 -1 -8, 3= 305/0 -1 -8 Max Horz 1= 146(load case 4) Max Uplift4=- 19(load case 4), 2=-51 (load case 4), 3=- 34(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 142/121, 2- 3=- 74/30, 3 -4= -87/48 NOTES (7) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanlme, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joint(s) 1 considers parallel to grain value using ANSIIrPI 1 -1995 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) 2, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 4, 51 lb uplift at joint 2 and 34 lb uplift at joint 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 7 All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard J.LUV * VGl e- 1 GVVJ IVII I Cr% 111UVJUIC.7, 111U. IVIVII FCV cJ IJ.c I.VV ewv-t rdqu 1 Z �Z '~ W �U UO CO 101: C0 LLJ J � CO LL W O. U- S2d W Z H F- O Z I— W W n N � E— WW H� u. O W Z 0- O F-, Z 8 -5.2 _,_ 11.4.8 17.3 -14 8-5-2 2.11 -6 5-11.6 4 i J ob russ Truss ype Qty Ply AIsACA 7R 401'167 R5 ROOF TRUSS 2 1 Plates Increase 1.15 TC 0.46 Vert(LL) -0.04 6 Job Reference o tional h e I russ o., S umner AT ugeE 60 R s Uct 2 1 iTek - Indus nes, Inc. on e5Z3 TT71:07M04 age -2.2 -4 5.8 -10 8 -3.0 2.2.4 5 -8 -10 2.6.6 A 5 d LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.04 6 >999 360 TCDL 8.0 Lumber Increase 1.15 BC 0.16 Vert(TL) 0.08 1 >336 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 - 1:18.9 PLATES GRIP M1120 185/148 Weight: 16 lb BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2=360/0-8-8,3=32510-1-8, 4 =37 /Mechanical Max Horz 2= 101 (load case 4) Max Uplift2=- 24(load case 4), 3=- 12(load case 4), 4=- 16(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/52, 2 -3 =- 72/73, 3-4= -54/4, 4- 5 = -4/0 BOT CHORD 2 -6 =0 /0 NOTES (7) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3� Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. C% D. ..: J . .. .L ...:..1 .... -- &:.... L .. .{L..r.\ .[ t.... •.. L....:. . -1-&- .. .. ,L. L.. -[.. . ')A IM .—IM -4 :..:nf Z 'X Z W QQ � JU UO U) 0 N LL WO 5 LL CO) = W Z� H O w �5 U� O - 0 I_- WW 111 Z U= O Z , 8 -3 -0 , s { t J ob russ Truss Type ty Ply BAPAI�I rR 401167 4 R6 ROOF TRUSS 2 1 2 -0 -0 CSI DEFL in (loc) I /deft Job Reference opt ional) If 10 IIUOO Vu., 01.11111 ICI YY/1/ GUUZI IC VR d 1� 1 1:22.9 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF No.2 :J. uu , Vul L 1 —wo WIl 1 un 11 umiu ICS, 111u. 1-11 r cu LJ 1 o.G I.uo 4uu4 rage i BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 422/0 -8 -8, 3= 591/0 -1 -8, 4=- 136 /Mechanical Max Horz 2= 121(load case 4) Max Uplift2=- 18(load case 4), 3= 43(load case 4), 4=- 136(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/52,2-3=-96/122,3-4=-106/0,4-5=-4/0 BOT CHORD 2 -6 =0 /0 NOTES (7) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 2, 43 lb uplift at joint 3 and 136 lb uplift at joint 4. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z Z �W �0 0 CO o. co UJI J = I-- LL W O - J U- d = W Z� H O z I— UJI �5 VO ON 0 E- W W. H H — O 111 z U =' O z -2 -2 -4 8.6.9 10.7.4 2 -2.4 8.6-9 2.0.11 A 5 10-7 -4 10.7 -4 - - - LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.21 6 >492 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.31 6 >333 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 19 lb LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF No.2 :J. uu , Vul L 1 —wo WIl 1 un 11 umiu ICS, 111u. 1-11 r cu LJ 1 o.G I.uo 4uu4 rage i BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 422/0 -8 -8, 3= 591/0 -1 -8, 4=- 136 /Mechanical Max Horz 2= 121(load case 4) Max Uplift2=- 18(load case 4), 3= 43(load case 4), 4=- 136(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/52,2-3=-96/122,3-4=-106/0,4-5=-4/0 BOT CHORD 2 -6 =0 /0 NOTES (7) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 2, 43 lb uplift at joint 3 and 136 lb uplift at joint 4. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard z Z �W �0 0 CO o. co UJI J = I-- LL W O - J U- d = W Z� H O z I— UJI �5 VO ON 0 E- W W. H H — O 111 z U =' O z -2 -2 -4 8.6.9 10.7.4 2 -2.4 8.6-9 2.0.11 A 5 4 1 � i Job russ russ Type Qty Ply 6 401''67 R7 ROOF TRUSS 2 1 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.14 1 >198 240 BCLL 0.0 Rep Stress Incr YES J Refere n�qptlonal I #lu I iuoa vu., vunn:ci vvn 1 cuycnc vi% -J.r-uu 0 WLIL r- i GVUJ rvn i cn I iuuauioa, I w. mull rcu — io.G 1.uo zuu9 rage l 1 2 -9.3 5 -7 -2 2.9-3 2 -9 -15 Scale - 1:14.4 N LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.00 2 -5 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.14 1 >198 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97 /ANSI95 (Matrix) Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2 -9 -3 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 4 =93 /Mechanical, 2= 334/04-15, 5 =18 /Mechanical, 3= 89/0 -5 -8 Max Horz 2= 75(load case 4) Max Uplift4=- 11(load case 4), 2= 45(load case 4) Max Grav4= 93(load case 1), 2= 334(load case 1), 5= 43(load case 2), 3= 89(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/53, 2- 3= -68/0, 3-4= -28/28 BOT CHORD 2 -5 =0/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 4 and 45 lb uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) All dimensions given in feet - inches - sixteenths (FFIISS) format. LOAD CASE(S) Standard Z �~ W J tJ U O U) o co U.1 W= J L.. U) U W O L Q co Z H W ZH N O Z H 5 O U) � H W H U U. O •• Z W U =. ~O h- Z -2 -2 -4 -- ' - — -- 2.9 -3 — - - 5.7.2 { r 2 -2 -4 2 -9 -3 2 -9.15 4 as 0 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director �soe z 'M W 10 -01 -2004 �U tU 0 N o ASIAN AMERICAN CONSTRUCTION COMPANY W W � 9501 S 207 PL H KENT, WA 98031 N W W O RE: Permit No. D04 -088 U. Q 4724 S 164 ST TUKW N d = W Dear Permit Holder: ~ _ Z� O In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. W Per the International Building Code and /or the International Mechanical Code, every permit issued by the Building Division under the j provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not U o commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or O co abandoned at any time after the work is commenced for a period of 180 days. D H W W Based on the above, you are hereby advised to: LL O Call the City of Tukwila Permit Center at 206 - 431 -3670 to arrange for. the next or final inspection. til Z U co This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if ~O H the project should be considered abandoned. Z If such determination is made, the Building Code does allow the Building Official.to approve a are -time eVension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 11/06/2004, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer, Permit Technician xc: Permit File No. D04 -088 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 � l C, Bruce S. MacVeigh, P. E. Civil Engineer /Small Site Geotechnical ! JAN 2 2H3 14245 59" Ave S. D oloA Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same City of Tukwila September 12, 2002 Planning Department 6200 Southcenter Blvd. Tukwila, WA 98188 Subject: James Marsh Residential Permit, 4724 S. 164th Street, Tukwila, WA - Geotechnical Report (Abbreviated) for Existing Bank Dear Sir: General: On this date I visited the above site to evaluate the geotechnical factors relating to an existing eight foot high bank along the east property line of the above site. The site has an existing single family residence and driveway. The residence will be removed and a new residence constructed. The driveway will be largely abandoned, with only the first 25 feet into the property retained and upgraded to allow turning into the new driveway. Attached is a surveyed topographic map of the site, with the new residence and driveway configuration sketched in. Some supplemental topography relating to the bank beyond the property line has been added based on information from today's visit. Discussion: From miscellaneous cuts on the site for terracing and along the bank itself it appears that the soils are the fairly typical sandy clayey loam common in the upper elevations and hillsides in Tukwila. These soils have from low to moderate permeability and typically do not allow significant flows of groundwater. These soils have typically low erosion potential in an undisturbed state, and from low to moderate in a moderately compacted or weathered state. These characteristics are noted from personal observation. No evidence of spring activity or areas of existing concentrated surface runoff were noted, although minor springs would not be active during summer months. It is not likely that any spring activity would occur on this bank based on the low permeability of the soils. No evidence of either failure en masse or of surface movement due to either localized failures or surface erosion were evident. The bank appears to have not been disturbed since its initial construction and is presently vegetated with natural vegetation and brush. 1?,D4,00bD Z �w �U UO Cl) J = � w� �a� LL a = d F . w Z �O Z �- w W U 5 O - o �- wW �P LL O W Z U= Z a..+t • .i . ,.c��s� 1, nitit t r �we.L.M . ,n�i}t.�r ,u .Y„ecaF'...kib' :7.1�,. • �•� 4 ...�.y.. k}A180.v1Mryi.'SL�.f .. N The bank is noted in sensitive mapping of the area used for screening by the City of Tukwila staff, and as such has been identified as a potential Sensitive Area. Field measurements indicate the bank to be typically eight feet high and fourteen feet wide, with level ground above and below it. It was produced probably 30 to 50 years ago to provide a level parking area for the house on the site, and to produce usable level land 'below the site, to the east. The bank was probably produced by equal heights of cut at the bottom and fill at the top. The typical slope is 57 percent (1.75:1), greater than 40 percent, which per TMC 18.45 rates as a Class 3 Potential Geotechnical Instability slope. As noted above, the height of the bank is only eight feet. The proposed driveway will follow the existing driveway routing to the site and then will turn west into the new garage upon entering the site. As such, the proposed driveway will have a lesser loading on the bank area, although as noted above, the previous long term use had no apparent adverse effect on the bank. The new house will be located in the western portion of the site, roughly 80 feet from the top of bank. The existing house is approximately 60 feet from the bank. Runoff from the new house and reconstructed driveway will be collected and piped to S. 164th Street, whereas current runoff is uncontrolled. Conclusions and Recommendations: The proposed new driveway will impose less load on the bank than the present one. The existing house at 60 feet from the bank imposes no load on the bank. The new house at 80 feet from the bank will also impose no load on the bank. The existing house has uncontrolled runoff. The new house will have house and driveway runoff collected and piped to S. 164th Street. As such, surface and groundwater potentially affecting the bank is reduced. In order to produce a nominal 2:1 maximum load prism within the bank, as a matter general practice recommended by this office for existing stable slopes with no groundwater problems, a two foot (2') top of slope set back is recommended. It is recommended that the vegetation on the slope of the bank not be disturbed. It is recommended that the brush, weeds and blackberries above the top of bank, if removed for landscaping, be re- vegetated with minimum delay, and that interim surface protection measures may be used if re- vegetation is deferred. This would be in accordance with usual residential clearing practice. A filter fence is recommended at top of bank during disturbance. Due to the bank being only eight feet high and stable, and the new construction on the site being 80 feet from the bank, any requirement for additional geotechnical evaluation for this site and for this bank is not warranted. z z �w 5 0 0 U) �LL W O Ua N � = d �w z = F-- 1- O w �o UJ O N. 0 H W u' O w z CO O z 4' i • , M i •• Questions relating to this report may be directed to this office. 4 Bce qSMacVeig , P.E. Civil Engineer � o� mac j MARSHOI .doc .d. 18657 _ EXPIRES: 4/24/ Z ' w IX W O JU U O LU CO LL' Wo 9 : U. i a. r~ W z� F O. z 1- W �p .O N. 01-- W W. I- U W Z; 0 CO lli M- _ z i A4 I chain link fence north of line E.' end chai �, �?� is 0.6' nort 2 S88'42'38 "E ti v ?� 2� 150.00 ' of set. reba ni 200.0 x Ar t Elevation 218.2 v �; V Q, ry 216.0 - - - - cn c;w o Zp$.� Z 200.0' ° : Ln Lot 2 • p a x . r w �, k 19" V v 217 216.0 + �3 ti o°°° S88 1 '38 "E 2 213.8 'Z 20 .5 N�.\ 00,6 SO I Existing 150.03 21 .3 j Z House . w 47,E I �. - 0 30 c x ti e L Proposed 20' 7 o , i 0) ti 0 o ingress, egre �n ! .� �Y 208. *, U-) 2 x o 11.7 �`i v) corner not se x 215. � + 2� 150.00' s rl N88 4 2'38"W N rp / f 9 N. end wood fence r �6 is 0.9 south & 0.3 est of set rebar w /cop I Q 30' ease i I I 30' cl? G " Y G E. en c rim 205. top = a X0 0 c� c'ps 8 200.4 1 painted rii' `.r ';r•' `!e� 'kr ; : , �,a..y;4 , .� •'i...r��:u ;�..,� ,�, t Sd.Ji�.hn:ii�SvbS L ,e :.. ,.. c . i � :3 . ;FN A i t<�£'i ?d'h.. ^4 . i1 ' .ti 'k ;•.t . . S` . LVa+ '�� 7n ..4 .� .. . ,� ' a ' ..AS .Nr r� .n¢nh;�. z ;- z �W QQ JU UQ CO CO S2 U- WO u. COO = W z F- WO UJ UCI �_ o 1-- W W H H U- O w z CO o z � w r N Nr 2 .� O o � z c� ru 0�� 199.3 Found 2 0.65' w X of set � -. cl? G " Y G E. en c rim 205. top = a X0 0 c� c'ps 8 200.4 1 painted rii' `.r ';r•' `!e� 'kr ; : , �,a..y;4 , .� •'i...r��:u ;�..,� ,�, t Sd.Ji�.hn:ii�SvbS L ,e :.. ,.. c . i � :3 . ;FN A i t<�£'i ?d'h.. ^4 . i1 ' .ti 'k ;•.t . . S` . LVa+ '�� 7n ..4 .� .. . ,� ' a ' ..AS .Nr r� .n¢nh;�. z ;- z �W QQ JU UQ CO CO S2 U- WO u. COO = W z F- WO UJ UCI �_ o 1-- W W H H U- O w z CO o z Bruce S. MacVeigh, P.E. Civil Engineer /Small Site Geotechnical 1424559 Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same City of Tukwila Building Department 6200 Southcenter Blvd. Tukwila, WA 98188 September 13, 2002 Subject: James Marsh Residential Permit, 4724 S. 164th Street, Tukwila, WA - Recommended Footing Bearing Pressure for New Residence Dear Sir: The following information is provided to insure proper footing design and to prevent water in the crawl space. Soils Discussion: From miscellaneous cuts on the site for terracing and along the lower bank it appears that the soils are the fairly typical sandy clayey loam common in the upper elevations and hillsides in Tukwila. These soils have from low to moderate permeability and typically do not allow significant flows of groundwater. These soils have typically low erosion potential in an undisturbed state, and from low to moderate in a moderately compacted or weathered. These soils have good bearing capacity in the undisturbed state. They cannot be recompacted for structural bearing in foundation areas, and significant trench backfills under foundations must use mechanically compacted pit run or suitable equivalent in these areas. Conclusions and Recommendations: The soils on site are acceptable for common footing and stem wall foundations. Footing should be a minimum of 18" below finished outside grade. Soils in an undisturbed state will have a safe working soil bearing pressure for footings of 2,000 psf. Due to the poor drainage characteristics of the soils, a positive footing drain is required around the entire building perimeter. z ~w � �U 0 N J V) LL LUo J U. _. d . =w z� �- O z �-- w w U O - 0H LU LU LL O w z v= z Runoff from the roof should be collected and directed away from the location of the z foundation. z The finished grade around the building should positively slope away from the building v for a distance of 5 feet or more, and the yard should be contoured to lead any uphill v o runoff running in the direction of the building around it to the lower yard. w = J �. There should be no "low spots" in the finished yard contour to trap runoff during wet 0 weather. w� Questions relating to this report may be directed to this office. N a _. z �- �' �O z W Bruce S. MacVeigh, P.E. o Civil Engi S neer �� mac j� MARSH02.doc F p �; � �o , t�f o �. = w CIO U U- 0 O z 0 18657 ��fi SFr S1T ti9 4 H U CO _ . 1 z ExP�R� Es: 4�24� G Bruce S. MaeVeigh, P.E. Civil EngineeriSmali Site Geotechnical 14245 59 Ave. S. Tukwila, WA 981.68 z Office: (206) 242 -7665 Fax: Same, w City of Tukwila June 3, 2003 L& v .Planning Department v 6200 Southcenter Blvd. o N W Tukwila, WA 98185 N a, wo Subject: James Marsh Residential Permit, Lot 1 of Proposed Short Plat L03 -004, Tukwila, WA - Geotechnical Report (Abbreviated) for Existing Bank a Dear Sir: U. �° w F Z = General: �- o z F- w On September 12, 2002, I visited the above site to evaluate the geotechnical factors D o relating to an existing eight foot high bank along the east property line of the above site. p W The site has an existing single family residence and driveway. The residence will be ° removed and a new residence constructed. The existing driveway will be largely w v abandoned, with only the first 35 feet into the property retained and upgraded to allow L o turning into the new driveway. z w ca Attached is a surveyed topographic map of the site, with the new residences for Lots 1 0 and 2, and driveway configuration sketched in. Some supplemental topography g relating Z to the bank beyond the property line has been added based on information from today's visit. Discussion: From miscellaneous cuts on the site for terracing and along the bank itself it appears that the soils are the fairly typical sandy clayey loam common in the upper elevations and hillsides in Tukwila. These soils have from low to moderate permeability and typically do not allow significant flows of groundwater. These soils have typically low erosion potential in an undisturbed state, and from low to moderate in a moderately compacted or weathered state. These characteristics are noted from personal observation. No evidence of spring activity or areas of existing Concentrated surface runoff were noted, although minor springs would not be active during summer months. It is not likely that any spring activity would occur on this bank based on the low permeability of the soils. The existing house at 60 feet from the bank imposes no load on the bank. The new house at 80 feet from the bank will also impose no load on the bank. The existing house has uncontrolled runoff, The new house will have house and driveway runoff collected and piped to S. 164th Street. As such, surface and groundwater potentially affecting the bank is reduced. In order to produce a nominal 2:1 maximum load prism within the bank, as a matter general practice recommended by this office for existing stable slopes with no groundwater problems, a two foot (2') top of slope set back is recommended. It is recommended that the vegetation on the slope of the bank not be disturbed. 4 is recommended that the brush, weeds and blackberries above the top of bank, if removed for landscaping, be re- vegetated with minimum delay, and that interim surface protection measures may be used if re- vegetation is deferred. This would be in accordance with usual residential clearing practice. A filter fence is recommended at top of bank during disturbance. k .`W E ,a�. •�..7•..��'� =.sx��a.5.'' t �t.,a4, , Ta �p, y. Y;k hS. i& �' irY, �r s�±;. c ;uy�z.�'glndir*.t'.YU.:�.GnN:eu +...:, .t.V.t.�:•��t�ttiF�a; No evidence of either failure en masse or of surface movement due to either localized failures or surface erosion were evident. The bank appears to have not been disturbed since its initial construction and is presently vegetated with natural vegetation and brush. The bank is noted in sensitive mapping of the area used for screening by the City of Q Tukwila staff, and as such has been identified as a potential Sensitive Area. Field = Z measurements indicate the bank to be typically eight feet high and fourteen feet wide, with level ground above and below it. It was produced probably 30 to 50 years ago to v provide a level parking area for the house on the site, and to produce usable level land 0 0 below the site, to the east. The bank was probably produced by equal heights of cut at the CO CO W greater than 40 bottom and fill at the top. The typical slope is 57 percent (1.75.1), g W = � percent, which per TMC 18A5 rates as a Class 3 Potential Geotechnical Instability slope. N 0 U. 0 As noted above, the height of the bank is only eight feet. J The proposed driveway will follow the existing driveway routing to the site and then will N d turn west into the new garage upon entering the site. As such, the proposed driveway w will have a lesser loading on the bank area, although as noted above, the previous long Z 7: term use had no apparent adverse effect on the bank. The new house will be located in z o the eastern portion of the site, roughly 14 feet from the top of bank and 24 feet from "the W toe of the bank, giving a toe of bank to foundation slope of flatter than the 2:1 j o recommended for the 8 foot high slope. The existing house is approximately 60 feet. from p CO the bank. Runoff from the new house and reconstructed driveway will be collected and piped to S. 164th Street, whereas current runoff is uncontrolled. M v .. U- 0 Conclusions and Recommendations: z CO Thb proposed new driveway will impose less load on the bank than the present one. U p H z The existing house at 60 feet from the bank imposes no load on the bank. The new house at 80 feet from the bank will also impose no load on the bank. The existing house has uncontrolled runoff, The new house will have house and driveway runoff collected and piped to S. 164th Street. As such, surface and groundwater potentially affecting the bank is reduced. In order to produce a nominal 2:1 maximum load prism within the bank, as a matter general practice recommended by this office for existing stable slopes with no groundwater problems, a two foot (2') top of slope set back is recommended. It is recommended that the vegetation on the slope of the bank not be disturbed. 4 is recommended that the brush, weeds and blackberries above the top of bank, if removed for landscaping, be re- vegetated with minimum delay, and that interim surface protection measures may be used if re- vegetation is deferred. This would be in accordance with usual residential clearing practice. A filter fence is recommended at top of bank during disturbance. k .`W E ,a�. •�..7•..��'� =.sx��a.5.'' t �t.,a4, , Ta �p, y. Y;k hS. i& �' irY, �r s�±;. c ;uy�z.�'glndir*.t'.YU.:�.GnN:eu +...:, .t.V.t.�:•��t�ttiF�a; s 4 } Due to the bank being only eight feet high and stable, and the new construction on the site being 24 feet from the toe of bank, any requirement for additional geotechnical d evaluation for this site and for this bank is not warranted Questions relating to this report may be directed to this office. Bruce S, MacVeigh, F.E. �G of W L �'f Civil Engineer ��'�w G, MARSH03.doc 18657 • �On �FGlrrr.�ti� �� I EXP IRES: 4/24/ a _5 — M z J- '~ w u Q ) � UO (D o CO COL w O 2 � 9— . N d, = W ~_ Z O I- LLI U� O N: D F- w F- U _ Z. lli CO) O Z Bruce S. MacVeigh, P.E. Civil Engineer /Small Site Geolechnical 14245 59"' Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax: Same City of Tukwila Building Department 6200 Southeenter Blvd. Tukwila, WA 98188 June 3, 2003 Subject: James Marsh Residential Permit, Lot 1 of Proposed Short Plat L03 - 004, Tukwila, WA - Recommended Footing Bcaring Pressure for New Residence Dear Sir. The following information is provided to insure proper footing design and to prevent water in the crawl space. Soils Discussion; From miscellaneous cuts on the site for trraoing and along the lower bank it appears that the soils are the fairly. typical sandy clayey loam common in the upper elevations and hillsides in Tukwila, These soils have from low to moderate permeability and typically do not allow significant flows of groundwater. These soils have typically low erosion potential in an undisturbed state, and from low to moderate in a moderately Compacted or weathered. These soils have good bearing capacity in the undisturbed state. They cannot be recompacted for structural bearing in foundation areas, and significant trench backfills under foundations must use mechanically compacted pit run or suitable equivalent in these areas. Conclusions and Recommendations; The soils on site are acceptable for common footing and stem wall foundations, Footing should be a minimum of 18" below finished outside grade. Soils in an undisturbed state will have a safe working soil bearing pressure for footings of 2,000 psf. Due to the poor drainage characteristics of the soils, a positive footing drain is required around the entire building perimeter. z i� '~' w JU UO N CO W J = H WU w LLQ CO) d = w z� �O z 1- LU U� O CO o�- w u. 0 . w z CO 0 F- z w Runoff from the roof should be collected and directed away from the location of the foundation. The finished grade around the building should positively slope away from the building for a distance of 5 feet or more, and the yard should be contoured to lead any uphill runoff running in the direction of the building around it to the lower yard, There should be no "low spots" in the finished yard contour to trap runoff during wet weather. Questions relating to this report may be directed to this office. A, 1: t A 71 Bruce S. MacVeigh, P.E. Civil Engineer � °F WAS `vt Cn 4i4 ,8657 _ EXPIRES: 4/24/ OS 3C;r ""0 3 MARSH04.doc z '~ w � D UO �o w= J F- CO U WO �: U rn D = a �. w s z� z� W 5: U� 0— H w F- - O. iu Z CO H H O Z r ' 0 PUBLIC WORKS BULLETIN 1A,# TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees ME RATE ,0 PERMIT # • 1. APPLICATION BASE FEE $250 (1) 2. Enter total cost for each improvement category: $23.50 General 30 0 rosion revention) J 5b W ater le'7 So Sewer 0 0 (Storm water) ga °ad /Parking / Access. /Parking / Access. A. Total Improvements OO RECEIVED CITY OF Tl1KWil A 270 o — 3. Calculate improvement - based fees: B. 2.5% first A. Sb MAR 15 2004 (e'7 of $100,000 of thereof. C. 2.0% of amount over $100 ,000, PERMIT CENTER but less than $200,000 of A. PLUS $7.25 for each additional 10,000 or fraction thereof. D. 1:5% of amount of $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) (4) 5. GRA` tN.G : Plan Review and Permit Fees $ (5) Enter total ikcavation- volume cubic yards Enter total fill volume n cubic yards Use the following table to estimate the grading application fee. Use the greater of the exravatinn and fill volumps_ QUANTITY RATE IN CUBIC YARDS Up to 50 CY Free 51 -100 $23.50 101-1,000 $37.00 1,001-10,000 49.25 .10,001 - 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000 PLUS $7.25 for each additional 10,000 or fraction thereof. TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 317 5 ° ' The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction. shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 z ~ w � D 00 w= �- CO U . W 9-1 LL a = �W z H Zo W U� O� OH W O z U= O z PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance /Inspection Fee (B +C +D) � "` 0� 5n (6) 7. Pavement Mitigation Fee The pavement mitigation fee compensates the City for the reduced life span due to removal of existing roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the conditipri k the existing pavement. Use the following table and Bulletin 16 to estimate the pavemeni Ak6atipn fee. Approx: `= ' Remaining Yeafs -. -. Pavement Overlay and Repair Rate (per SF of lane width 20-15 ' (100 0 /6)- - -- $10.00 15-10(75%) 7 10-7(50%) `I ,` 5.00 - 7-5(33%) ' '�� 3.30 5-2(25%) 2.50 2-1(10%) 1.00 0- 0.00 O 8. GRADING Permit Review Fee Z 3 (8) Grading Permit Fees are calculated usirig.t6e following table. Use the greater of the excavation'and fill volumes from Item . 5. Q UANTITY in CY RATE 50 or less $23.50 51 -100 $37.00 101 $37.00 for 1' 100 CY plus $17.50 for-each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for 1' 1000, plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1 10,000, plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1s' 100,000, plus $36.50 for each additional 10,000 or fraction thereof. Ap roved 04.25.02 2 i 8.03 y 5.1, .91 ti z �w UO C0 CO LL w LLQ �❑ = �w z� f-- O z t— w W U 0 00 C) I-- W X 111 z C.) CO) O z PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin 1 Total A through E $ (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance • 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance' 1777) $ D. Special Connection (TMC,Title 14) $ E. Duwamish $ F. Storm Drainage Mitigation $ G. Other Fees $ Total A through G $ (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. 1 1 -7 1°� Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 z �w �0 00 CO 0 wF- S2 U- wO UQ v7 = �w z i` ZO W w U� O - o�- w o ui 0 CO H H. O z w gsy City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director P • `i 1908 June 29, 2004 Mr. Harinder Singh Asian American Construction, Inc. 9501 South 207` Place Kent, Washington 98031 RE: CORRECTION LETTER #1 to REVISION #1 Development Permit Application Number D04 -088 4724 South 164` Street, Lot 1— Retaining Wall Revision Dear Harry: This letter is to inform you of corrections that must be addressed before your revision 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: Ken Nelsen, at (206) 431 -3677, if you have any 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 sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made its person and will not be accented throujelt the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, eG.�.ee�v Stefama Spencer Permit Technician encl xc: File No. D04 -088 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 + Fax: 206- 431 -3665 Z Z . �w QQ D JU cU 0 U) D C0 J �. N U w 0 LL ¢ co D z d �w ZF- �0 Z �5 U� ON o� W w. F- u- 0 .. Z w UN 0 H O Z .r1,%:6':,a; » baTPV >'W `�•7;1hx�nJ �� : t• �: �" � V. a '+I•Tb= 4j"6:}t^`� <�. ti$i 'i�'Mn'JWrt,Yi:lii.;l.St CrN.Y'sa1tiSW iw .kv • .�s�.;y .,.�. PLAN kkV19MRb&[ SLIP ACTIVITY NUMBER: D04 -088 DATE: 07 -07 -04 PROJECT NAME: ASIAN AMERICAN CONSTRUCTION SITE ADDRESS: 4724 SOUTH 164 STREET Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 tO X Revision # 1 afte permit is iss DEPARTMENTS: g D' ' ff © Fire Prevention ❑ Plan ing Division Publi Works (� Structural ❑ Permit Coordinator '1�bj&A 1A& 1 1 1%, 04 , DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete i Incomplete ❑ Comments: DUE DATE: 07 -08 -04 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TOES /THURS 7 P Structural TING: Please Route Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved d Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DUE DATE: 08 -05 -04 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documents /routing shp.doc 2.28 -02 z ~ w JU U ND CO W W = WU_ w LL T = w H zF- �O z i~ W w U o 0)_ ff wW LL O .. z w U= O� z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -088 PROJECT NAME: ASIAN AMERICAN CONSTRUCTION COMPANY SITE ADDRESS: 4724 SOUTH 164 STREET Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter #_ X Revision # 1 afters permit is issued DEPARTMENTS:, B /_- Build) AMP � Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator DETERMINA ON OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DATE: 05 -27 -04 DUE DATE: 06 -01 -04 Not Applicable ❑ TUES /THURS ;pStructural TING: Please Route Review Required REVIEWER'S INITIALS: ❑ No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only / �/ CORRECTION LETTER MAILED: G -a'60 Departments issued corrections: Bldg W Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documents /routing slip.doc 2.28.02 DUE DATE: 06 -29 -04 Not Approved (attach comments) z Z � D JU UQ CO co Lu J -r NW w UQ �D = �W z �O z�_ W �5 U� O� off WW LL .. Z W L) OH Z �Sra.r. �r. 5. ' ..iv .srv..kx � � � �:+r [�:�,c r+..,r. tuG:.�;^ J.�', s'i" Y-' i ;itAYr,N „+3 k}�2:+�,% '� ' "lt 4 '' 'Yhd: +Str' tnti+at+4 <oii�' :.a. • �+ ' ^l PROJECT NAME: IV -4. � �irc�il�c� ��5� PERMI JO:.. a4y Gir Site Address: S/TZ S l 6s/H- •fir - -- Original Issue Date: REVISION LOG Revision No. ` Date Staff Received I Initials ` Date ; Staff I Issued Initials i Staff I Initials Received By: Summary of Revision: Received By: LlAg S G Received By: (please print) Revision Date ! Staff No. I Received i Initials Date Staff Issued , Initials Staff I Initials Summary of Revision: i Staff I Initials Received By: (please print) - Revision No. Date I Received Staff I Initials Date I Issued i Staff I Initials Summary of Revision: Received By: (please prim Revision No. Date I Received Staff I Initials Date ( Issued Staff I Initials Summary of Revision: Received By: �N ca3c HI.- -.� Revision Date No. I Received Staff Initials Date 4 Stan ` Issued Initials Summary of Revision: Received By: z ~ w Q � JU UO CO J = S2 LL WO LLQ co = �. W Z I— O z F— W W U ON 0 F- W HF- �z ui U =. O z ,,:,e.: i:, rMil �1ILA, }r r !• J 1 u � isoa � City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION .SUBMITTAL Revision submittals must be submitted in person at the Pernnit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7 - Plan Check/Permit Number: D04 -088 w ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 TO ® Revision # 1 afte Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ASIAN AMERICAN CONSTRUCTION Project Address ` 4724 SOUTH 164 STREET Contact Person Harry Singh Phone Number -9 ' -L4 �K3! Summary of Revision: VP c �F� pA�. 1An, i Sheet Number(s): i "Cloud" or highlight all areas of revision including date of revision i 1 Received at the City of Tukwila Permit Center by: i Entered in Sierra on 7'7 — e 7 l 06/29/04 z Z �w 2 D UO CO C J = H U) LL WO LLQ �D = CY �w z X F- F- O w 25 U� ON � I— wW LL Z ui U= O z City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 RECEIVED (206)431 -3670 CITY OF TUKWILA MAY 2 ? 2004 PIZOAAM REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fmv, etc. Date: (. S- -R ? 'n " Plan Check/Permit Number: ' D 0 � D YY ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # ` after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: �p Project Address: 1,1 S / G ti S i , < w 1 L A � � Contact Person: --H Phone Number: F Summary of Revision: L'j e, C / Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: reK Entered in Permits Plus on _ = a 08/06/03 Z �z �w QQ JU UO N J = H 9w w� u_ Q �D = �w z H I- O Z F- w w U� O N �H w H� w z ui U =. O H Z w" +c;.u� . w Z -.+ ...:..r!. iii . •]is', ;.v�:�:i..,�:...x«.,d L.t:ria;+.zy 7]�j�'.} b . .:•::c�2�:E.;i1.p «:wtiN:J;+.k�3 ,WG;,;x�a�x: n5tie:? ' t.w 1 G':. 'GA� tF' � ya s>4 kR��iiin2A4t1^fif. elaw2A4�77 � ;CL�aa �:5+}?s:At...i� tit+v'r�i�'ik.x w MY OF TUMIL1� Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit CeiBuilding Division: 206 - 431 -3670 Public Works Department: 206.433 -0179 Planning; Division: 206 -431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila water district PERMIT NO.: PiillrfA`iTo'be completed liy applicant Site Address: 4724 So 164th St (attach map and legal description showing hydrant location and size of main):. Owrier,lnformation: Agent /Contact Person:: Name: I-larinder Bapla Agent /Contact:_ Address: 9501 So 207th PI Kent, WA 98031 Agent Address: Phone: 206- 478 -0633 — Contact Phone: This certificate is for the purposes of.: SrR W BUILDING PERMIT ❑ PRELIMINARY PLAT ❑ SHORT SUBDIVISION ❑ COMMERCIAL INDUSTRIAL ❑ REZONE ❑ OTHER Estimated number of service connection and water meter size(s): one Vehicular distance from nearest hydrant to the closest point of structure is 180'+ - Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner /Agent Signature Date 'ART B To B iJ e completed b' wwater.utility district , RECEIVED. CITY nFTC1tCWl1 I. The proposed project is within TUKWILA /King (City /County) MAR 15 2004 PERMIT CENTER 2. 0 No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 2071. gp m at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. 5. Water Availability: © Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B -3 are met. ❑ System is not capable of providing service to this project t)OCk"0088 R I hereby certify that the above inforniation is true and correct. HIGHLINE WATER DISTRICT / 206 - 824 -_0 B y Agency /Phone THOMAS KEOWN DISTRICT' ENGINEER 3/2/04 Date r l� Z �Z '~ W JU UO CO) 0 C0 LU J � CO) LL WO a � a u- N :D = I.-W Z H 1-- O W U UJ ON o I— WW �O .Z 0 to W P H O Z m ED w , �+ W Z {4..g 69 oSS2 82n 2992 t L9'99 9L w 922N6 L9 L 5L OL L 99 D 091 O 9 L9 H V L9ZH - n 9ZH � �Z L9ZH L L str ` < L v v j -4 .a. si 10 I 9LOA D N N A �� o w o 000 � o �� N L9dS U , w O ,8 1 �� , op c�i� v ,5Z rn w N I �� O O 0 L z m I L 101 OL W --,L 0 L8W Z (Z 10�°j -' Z 2L�BW - cn s L Z9 L N � ZL� 1129 L` �so0 L w w �I 0 w L 10 Z 10 01) V 8�Z91 0 I f o 08 m , I o :L I S£Z9 L 2 N I N N L 101 9 3 :0) ZL�8W 3:0) o k0£9 L c� ; W w ZCZ9 L sw �g £0£9 l o L o 0 (IS L 10� 996 L `'1X3 � C1�1f18 Ndf`U C C 0980 LW ov„v 989 LA T 9ZZ9 L *ZZ9 L T ( �, SW g 9L96W �j� j Z8l lW ,L 0 `£ZtL9 L L L Z9 L z Z c' 9 `�y ° 209B ° s�solw I *926w �sLLw 0 0 8LZ9L Ln £LZ9L ID 00 9 9LZ9L j ' L£OOZW W �'� < < ��t' w o o Z LZ9 LZ w 9� U ' W �Z�6W 58l lW I Q s90 W 0D a L 9OZ9 L t`' OZL °° ri p W 0 W wv v S lZ9 l o ��� L LZ9 L � W 2200ZW L 8 L � BLglw LW o 90Z9L o� in701 NOTICE: IF THE DOCU UE TO THE QUALITY N THIS NOTICE IT IS D TY OF THE DOCUMENT.- LI'V9L 9V09L { I Z629w 3A7rA hoz r- 00 co 00 co 00 coo C CP 14 W N �*-4 � - N v V CD - -aQ c - _ O 0 � � v J N p 'ado 00 1 Sl9 {1 .1140 dl - V3S 9L 9L 9L 9L CD 9L L9 L 29 qL 0 vl lmq 1 'lS Hl t 'S {4..g 69 oSS2 82n 2992 t L9'99 9L w 922N6 L9 L 5L OL L 99 D 091 O 9 L9 H V L9ZH - n 9ZH � �Z L9ZH L L str ` < L v v j -4 .a. si 10 I 9LOA D N N A �� o w o 000 � o �� N L9dS U , w O ,8 1 �� , op c�i� v ,5Z rn w N I �� O O 0 L z m I L 101 OL W --,L 0 L8W Z (Z 10�°j -' Z 2L�BW - cn s L Z9 L N � ZL� 1129 L` �so0 L w w �I 0 w L 10 Z 10 01) V 8�Z91 0 I f o 08 m , I o :L I S£Z9 L 2 N I N N L 101 9 3 :0) ZL�8W 3:0) o k0£9 L c� ; W w ZCZ9 L sw �g £0£9 l o L o 0 (IS L 10� 996 L `'1X3 � C1�1f18 Ndf`U C C 0980 LW ov„v 989 LA T 9ZZ9 L *ZZ9 L T ( �, SW g 9L96W �j� j Z8l lW ,L 0 `£ZtL9 L L L Z9 L z Z c' 9 `�y ° 209B ° s�solw I *926w �sLLw 0 0 8LZ9L Ln £LZ9L ID 00 9 9LZ9L j ' L£OOZW W �'� < < ��t' w o o Z LZ9 LZ w 9� U ' W �Z�6W 58l lW I Q s90 W 0D a L 9OZ9 L t`' OZL °° ri p W 0 W wv v S lZ9 l o ��� L LZ9 L � W 2200ZW L 8 L � BLglw LW o 90Z9L o� in701 NOTICE: IF THE DOCU UE TO THE QUALITY N THIS NOTICE IT IS D TY OF THE DOCUMENT.- H2ONET Report for 4724 S. 164th St. 0 hvdrant #H2613 Date: Tuesday, March 02, 2004, Time: 07:33:32, Page 1 Static Fire -Flow Residual Available Available ID Pressure Demand Pressure Flow Flow (psi) (gpm) (psi) (gpm) Pressure 1 2021 52.77 1,000.00 43.71 2,071.65 20.01 Date: Tuesday, March 02, 2004, Time: 07:33:32, Page 1 :NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR fiHAN > THIS NOTICE IT IS_DUE TO THE QUALITY OF THE DOCUMENT.. Fl :NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR fiHAN > THIS NOTICE IT IS_DUE TO THE QUALITY OF THE DOCUMENT.. HIGHS NE WATER DISTRICT STATEMENT OF CHARGES PROJECT NAME: Harinder Bapla LOCATION 4724 So 164th St SCOPE SFR Totals LFC = $.40 per lot SF Previously Paid $0.00 GFC $2,100.00 1 ERU per SFR = $2,100.00 $2,100.00 ERUS: 1 TOTAL CONNECTION CHARGES: $2,100.00 NOTES: New services to be charged time and materials for installation. A bid for service installation will be provided when service is requested. Service installation bid amount and facility charges are to be paid in full prior to service installation. The Facility charges listed above are based upon information provided by the project representative requesting Water Availability information. Total Facility charges, hang fees and service installation costs will be determined at the time service /meter installation is requested. All connection charges must be paid in full before water will be provided to a project. Prices subject to change without notice. Please call to verify. Glossary of Term ERU: Equivalent Residential Unit (ERU). One ERU = $2,100.00 GFC: General Facilities Charges are charges levied to provide an equitable means for new connections to the system to pay their fair share of the costs for overall system facilities and District - LFC: Local Facilities Charges are charges levied against newly connecting customers in order to 1 cover the costs of the water system facilities in the immediate vicinity of the connecting property. 'i f PREPARED BY: POLLY DAIGLE DATE: 3/2/04 REVIEWED BY: THOMAS KEOWN DATE: 3/2/04 i z '~ w JU UO (0 0 C0 ui J S2 LL w UQ U) i �w z ►- O zt_ w w U O C .0 H W LLO .. z w L) f O z 51 of Sewer Availability OR 14816 Mllltai ;oad South P.O. Box 69550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 O Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Propose Use: La Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Applicants Name: /-/ c / r) d-4,e— Phone: 201, p ia3 Property Address or Approximate Locatyon: Tax Lot Number: Legal Description(Attach Map and Legal Description if necessary): Lot 1 i_P Part B: (To Be Completed by Sewer Agency) 1. 1a. Sewer S rvice will be provided by side sewer connection only to an existing _ size sewer D feei the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or RECEIVED f:ITY OF Till A 13 (3) other (describe) MAR 15 2004 ?ERMIT CENTER 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. (" a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ 80 c � a. District Connection Charges due prior to co nection: C sox 37 GFC: $ 0 Sy O O SFC: $ Z9&Q 00 UNIT: $ TOTAL: $ 3 8 10 . 00 (Subject to Change on January 1 st) King County/METRO Capacity Charge: Currently, $1826.04 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required ❑ Maybe Required c. Other: I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date f si nature. �.S In 52 . JZ- Z OS By Title I Date • Jill ' "` AP ll� ,Y.M,k>? 5 `.�Kyy ASH'3l!+w'':`A°q ^7 f T�:ni 't'vitr:.!'i..,�. _r.: ..wra4.jf�lf'ytt�u� 451�r1. Ntk' i�N,:r,?r• <<.;_ +�+r..mrax e..wi:fr,�"� .:FSlw,.4it:� c..,�n......e. ... ..u., ... ...,...�..:, .i.T......�Y.w.w+,':rc�ra .-,4 .. ..*.... ��tr, y 4 �`.n_ tw..c��,.�...w.. . +rwr•c�. ', rry gs : -,. 1 I Z '~ w � JU 00 Cl) 0 CO W J = H CO LL WO LLQ N� 2 �W z E- w� W U ON o1J.- W H LL O w Z U= O Z I P�� a '� 6 \ Ba ( .. , West end chain link % (b fence Is 0.1' north 130.00 S88 caic.. S 89 E dead 150.00' dead �$ j5 " - z3 - 1 Ck 1bCz)Q z y P p 305250d=d E 0 CS z 0 70.00 W o \A� cay.vv ' 8 CS L en( . 18 0.6 of 'Bel C I 0 Va 4724 Rec. h in 6 0* M Now Private 20'• 8 W ingress, ogre" & I C; utwies casement 1 0 Rec.' #20030923000594. 150.00' dead N8W42!38 calc. N891 N. and 130.9" of sat wood fence south & 0.3! west rabor w/cop * S e , WW djeed �! I VC o 1 J :50.0w -7U d 8ado LO7 - 0 U9 OZO — Q r - W F> 8 0 0 <' comer n W 0 30 30 So. 164th St. C KOM Q LL. D 00 (/)D CO) LLJ LLI :r LL w 0 LL (J) a UJ Z �- 0 z �- LLJ 2:3 D a 0 CO, 0— a �- LU LLJ, 5 0 z CO) 0 1-- z 70.00' Lot 2 4722 I > C%& Existing 0 04 House W �$ j5 " - z3 - 1 Ck 1bCz)Q z y P p 305250d=d E 0 CS z 0 70.00 W o \A� cay.vv ' 8 CS L en( . 18 0.6 of 'Bel C I 0 Va 4724 Rec. h in 6 0* M Now Private 20'• 8 W ingress, ogre" & I C; utwies casement 1 0 Rec.' #20030923000594. 150.00' dead N8W42!38 calc. N891 N. and 130.9" of sat wood fence south & 0.3! west rabor w/cop * S e , WW djeed �! I VC o 1 J :50.0w -7U d 8ado LO7 - 0 U9 OZO — Q r - W F> 8 0 0 <' comer n W 0 30 30 So. 164th St. C KOM Q LL. D 00 (/)D CO) LLJ LLI :r LL w 0 LL (J) a UJ Z �- 0 z �- LLJ 2:3 D a 0 CO, 0— a �- LU LLJ, 5 0 z CO) 0 1-- z �• •� -':•. • : +;� • . NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR fiHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. r AWN"t SWN&M ALY12 400P PITCW 0 i q f I� t i r 1 f � 1 I I _ r4 w. . ■ter. r. T MEN iii son t I O OEM son mom son mom son 5ee M Nwbe4n� ? now&b - Uptra� 6uk a'siilGrl- • . i 17 Q 7 9 0 MID m" 40 0 fi �E�R ION r , 1 1 cl o 0 Q� MU& KAeW" • wuU'.M0C* AM "" r CLEARANG! 1 � Q4 2 r �4 r• • _ . G NT TION To All , o 4 FILE COPY I understand that the Plan, CkaxL elm a* subject to errors and omisgws w.!+ vWmaf of pWm does not autl erize tha vi Mism of ii . W adapted code or ordiraamm. !R� -0of cax - vadoe dopy of app=md" s: bob LEFT V TION 0 E -- .- O a* SEPARATE PERMIT REQUIRED FOR: MECHANICAL EfELECTRICAL RECEIVED �'0Fn MAR 1 5 2004 PEFOAT CENTER 7%1 O 3 4S I& r a g e O lie z U.1 lU J M ■ cq x w a oc U� a_ Q r� • z x :3 W- LAL N W z O co I� s t i I I i t i , u w I i I , f • t f i I I 1 i ; 1 i I i { i i I 1 ; F1 _ s t i I I i t i , u w I i I , f • t f i I I 1 i ; 1 i I i { i i I 1 ; F1 i - i f i L 0 0 �o a �o m A lob m • • ,i t i t t I Is O �. 70 O D �o Q m D N u� O • a. 1� t RUSBOURNE DESIGN 201- 22 90 DEUIDNEY TRUNK ROAD, MAPLE RIDGE, 13,.C, V2X 3 PRONE: (604) 416 - 1241 FAX: (604) 416 -1249 ■ 1,d' t a LTD "` ° " ": 8111T Tfflel: s I FLU==: T5 -2620 -D NM 1/4 a ro N . wI& O VW4 hl• d ..r as Ideas A — lat.i �Na i• tM .�i l.�I �r� �f �i.� �M M.IN 3oF5 FLOOR FRAMING FLANS "t w �• '• " w is Nit •ltb"t Witten wr.Nl. ■ it I 1 i I t t t P J s i } f i 3 i f i r f i L 0 0 �o a �o m A lob m • • ,i t i t t I Is O �. 70 O D �o Q m D N u� O • a. 1� t RUSBOURNE DESIGN 201- 22 90 DEUIDNEY TRUNK ROAD, MAPLE RIDGE, 13,.C, V2X 3 PRONE: (604) 416 - 1241 FAX: (604) 416 -1249 ■ 1,d' t a LTD "` ° " ": 8111T Tfflel: s I FLU==: T5 -2620 -D NM 1/4 a ro N . wI& O VW4 hl• d ..r as Ideas A — lat.i �Na i• tM .�i l.�I �r� �f �i.� �M M.IN 3oF5 FLOOR FRAMING FLANS "t w �• '• " w is Nit •ltb"t Witten wr.Nl. ■ it I 1 i I t t t P J s i } f i 3 i f i r • j 1:i 51 Lo Is 71 s • s M i . ` i • o� Tr J� �J o � 0 I� I I I I 1 I �� I • . . II .. i I - i ' i i - E O � O I X ROl� t bNE1.F 1 O f'O'xri I 70 I � I *c Cp I W 4 i �R - O s X V, Q O� r0`xS'o I I - i IF V n or V sv nav co O. p a_ ► O R 4 0 .100'� i i q, / 1 • 1 r X I � I � I I I a� i K r V O' 0 p om 24 1 — — 4' 0 1 X ' " 4 X x 6 4 4' of x I' o' a s 1. II • - r s !k • D E S IG T. D 201 - 21590 DEWONEY TRUNK ROAD, MAPLE RIDGE, B.C. Y2X 34 PHONE (b04) 416 -1241 FAX= (604) 416 -1249 PACHOT: 1`6 xd'o' WVCHd!'ACE 6 .� u...to. RR. UT& 0YW4 tN�� MLI ELECTRICAL PLANS ::::�: n:': N am no N '~" i; :�`' Goolmom beelp U., C r N:� :,� .'�� r.�.�'..;,.I r part vlt&mr t Witt" epproftl. o � I O X I a, � O I co O. p a_ ► O R 4 0 .100'� i i q, / 1 • 1 r X I � I � I I I a� i K r V O' 0 p om 24 1 — — 4' 0 1 X ' " 4 X x 6 4 4' of x I' o' a s 1. II • - r s !k • D E S IG f + f S 1 4 t J k 1 F I r E t t t t i t i i i ■ T. D 201 - 21590 DEWONEY TRUNK ROAD, MAPLE RIDGE, B.C. Y2X 34 PHONE (b04) 416 -1241 FAX= (604) 416 -1249 PACHOT: K�..�M: TSB ��-0 .� u...to. RR. UT& 0YW4 tN�� MLI ELECTRICAL PLANS ::::�: n:': N am no N '~" i; :�`' Goolmom beelp U., C r N:� :,� .'�� r.�.�'..;,.I r part vlt&mr t Witt" epproftl. o � N ` 3 or 5 3 or 5 f + f S 1 4 t J k 1 F I r E t t t t i t i i i ■ 1 1 R . 0 • 43' 0M W4 34' of 3'0' W 49 8 � 8r 9 8M li ' 4" OF 0" u !f'd� �'ON O r 7w K , d CI r I �� y� s I '' W CO� MN NAu i � 1 oN Iwcs cONc p aar I I n I ' I . ► rs I 8' lio 5' 8• El 2 — • INTER wm ro-c'! R w _ _. . .... _ ' C0W "G G r — SW a I r• ?XIO "M E * OTC. — . — .,r — I I Q.ATiON TO M •r I 41 1 CANT 1 1 r � � I Do �MItCN I r- OWN 40 I 0 I - � 1 I I Q • 3 Vt CONC dLAas S� r AML POLY Ya. I i I I — MIN 5• COMA GM >aVOK:RAVEL, I rr 1 1. - - - -- -- - - -- I I e�F.AIRM To Eft cp aC, I ,r bPEGS I I :ar � iA I I . l •tit E, I I { I i I i R i I NodIN t r *A "") G" 8 fw4m FLT, M TO FLOOR WEdw &06 M 00'0 34 TOTAL * RM G 1!1/1 MM CUM EAC 1 TREAD 1 AM DEG. WALE= V4%(O' ALL W AM ARE NO MORE TWAN 0 WC EACH GET OF VAM TO BE GIr FM WM ONE NAI�1lAL nEIA11 SCALE= AS SHOWN .o ` ZW "*Ta O.G. 1 3 O' b I I • •1 I r I a • - _ _ ri 0 O 1 1 1 Boo r_ — — _ i I •► so comc Km Bulk Q ;, I ON we CoNc G _ _ ter► _ I I ` r I _ • . i I I' • . • • • . • . I r I = 1 I GARAGE fiDOR OVER I I 4' COW RAM SLM I I 1 I i ML POLY Y& I r r I • ► I w GAm/GftAYB. I O I I I - - I I I I I •► I . o w O N b , o . . O . 1 •. I I ol le I ' I I vW eoNCRETE IRooTm Z COAT AGPK4LT EMIL M AL a a 'A "INWROOPNG 4 DRAIN TLE p" WO T nib 11' Oki" 0 DRAIN ROCK OVER 43' FLOOR AREA: 1312 W, Fr, Slt MDT g 11 emig P�ekdC - �►AV,�t,v Subrnitt,�e,C . L .L-..ao 10 0 � �.I o � o 2 e►� I 'oO� . ::e x W A.R. ra om DINING ROOM TYPICAL aw Kom Wou" - w TAG PLYMOOD GI!lFI.00R - aw FLOOR . mis ! iai' o a. M - as cmm mvcvm cEnEc MAR 1 5 2004 mmo c&a r M ow"Ildw STOPS X11 � .... +•_ rIa .I..r.�w... -.. ...�yR. � - -«_ � .. _ � = o " CUft � O (� Ll M w er" .owm O a• COW. Am i � r a�� on i►R 1°"K � Q �IQS�l1 � aoRmoNT,� soft "lie PArm YiO°D �'� �� 0 io° o. c wcuoa pan ar �rw � w o�c RID P W wIL/AION x � 11L1"OLT a ge W 61frNM OOARD s = r O r110YDE Its MIIILAf10N 1i01i000A110N /ALL O tat Sr" 1W OAG A"* PER lILDNb 600E 17 6m.001M !Da 1 Q O W, WAM ou O 2 GDAIb Alr11KT W snos 0 Ir o/c r.:: aueaN eaar aeAm yr Mo. sor+wr Q �5s�cor�rro. Q s• cons. FawAnow au. Z was' conkCAM."s. g O TO &= e�rdMs � � ��° V c+ua�c AM JoiNts eEwrm� 2W Roae ,foists � r• ox IKB1s one ��o�i►tm WAUS 24 CROMORDbMb 1 TO' OC MAX. O 4' ORAN 1LE (j)EAYEfqR o�ecno� Z s• rKcaw oeoaccovee If FAST woE PACE of snns Q .. Q rE Q ~ a � •S M ■ IM X } uj 0 Q W- tu 4p N Q � cl ^ a� v X =3 W- � IL r A ,r— O t Z �a o(L r M ow"Ildw STOPS AI T � .... +•_ rIa .I..r.�w... -.. ...�yR. � - -«_ � .. _ � = o " CUft • W CM SM E "acs�a °F i�eAM o ir NOTES= ALL ENGINEERED ROOF TRUSSES TO BE SUPPLED WITH 13/4' HEELS, UNLESS OTHERWISE SPECIFIED. ROOF PITCH AT 14' G achoplawLm 0 ow"Ildw STOPS AI T � .... +•_ rIa .I..r.�w... -.. ...�yR. � - -«_ � .. _ f CuMnam om = o " CUft @ W CM SM 'IV I sw mm. aff ; Pu w er" .owm O a• COW. Am i � r a�� on i►R 1°"K � Q �IQS�l1 � aoRmoNT,� soft PArm YiO°D �'� �� 0 io° o. c wcuoa pan ar �rw � w o�c RID P W wIL/AION x � 11L1"OLT M��L b�ANC�E W 61frNM OOARD O r110YDE Its MIIILAf10N 1i01i000A110N /ALL O tat Sr" 1W OAG A"* PER lILDNb 600E 17 6m.001M !Da O W, WAM ou O 2 GDAIb Alr11KT W snos 0 Ir o/c aueaN eaar aeAm yr Mo. sor+wr �5s�cor�rro. Q s• cons. FawAnow au. was' conkCAM."s. g TO &= e�rdMs � � ��° O c+ua�c AM JoiNts eEwrm� 2W Roae ,foists � r• ox IKB1s one ��o�i►tm WAUS 24 CROMORDbMb 1 TO' OC MAX. O 4' ORAN 1LE (j)EAYEfqR o�ecno� s• rKcaw oeoaccovee If FAST woE PACE of snns ATTIC 1 ENSUITE MASTER Sl11tE UP ems►+ N rums 0 --lsj ncs 67" � W o/c vt esra.eon+eas PLATE NT TO L K. aW&U LIVING ROOM 3-W M AS . ,AML POLY V.D. IV COWACM bAIVIrsMVK KITCHEN 3X4 GAM 0 W O/C. e CONCRETE cws IN s a s Q • ao 11 _ • _. f/. .. v - - . ��. . - -r•�• w r � .... +•_ rIa .I..r.�w... -.. ...�yR. � - -«_ � .. _ w .. _ ._. wr V_ KITCHEN 3X4 GAM 0 W O/C. e CONCRETE cws IN s a s Q • ao 11 1 . FRAMING LUMIBER SHALL BE Nlo: 2 OR BE I I DOUGLAS FR UNLESS NOTED OTHERWISE FRAMING METHODS AND PROCEUUIES SHALL CONFORM TO THE REQUIREMENTS OUTLIER BY THE LOCAL BUILDING CODE. EXPOSED II R 0. DECKS,ETC) SHALL BE PRESSURE TREATED OR OTHERWISE PROTECTED WITH AN APPROVED PRESERVATIVE COMPOUND. "TOUCH -tF' ALL SAW CUTS, SPLITS, ETC. DOUBLE -UP FLOOR JOISTS UNDER PARTITIONS PARALLEL TO JOISTS, OR INSTALL SOLD BLOCKING THE SAME DEPTH AS THE JOISTS AT 48" O.C. BETWEEN THE JOISTS BELOW THE PARTITION. SECURE FLUSH FRAMED WOOD MEMBERS WITH APPROVED METAL FRAMING ANCHORS. LINTELS SHALL BE 2 -2X10 UNLESS OTHERWISE DATED. • SYMBOL INMATES SOLD OR BU1LT - U P STUD COLUMN (LOAD BEARING POINT) 0 SYMBOL INDICATES A PONT LOAD ON A LINTEL. BEAK GIRDER TRUSS, TRUSS, ETC. PLYWOOD SUBFlOORING SHALL BE GLUED AND SCREWED TO ITS SUPPORTING JOISTS STRUCTURE INSTALL 2X2 GING OR SOLD BLOCKING THE SAME DEPTH AS THE JOISTS BETWEEN FLOOR AND ROOF JOISTS PERPENDICULAR TO THEIR SPAN N ROWS NOT TO EXCEED 7V APART. WHERE ONLY ONE ROW LS REQUIRED, LOCATE R AT MID-SPAN, WHERE MORE THAN ONE ROW IS REQUIRED, SPACE THE EQUALLY ACROSS THE SPAN. . STAR CQNfSTRIICTONI WITHMN OR Sf.RVING A SINGLE DWELLING tW SHALL CONFORM TO THE REQURF.1ENTS FOR A TYPE I STAR AS OUTLINED BY THE RELEVANT BU LDING COOS, CURRENT EDITION, ATTIC FACES GREATER THAN 2V HGW SHALL BE PROUDER WITH ACCESS WATCHES IrEASURIIG HAVING WEA WKS I AND INSULATED COVERS EXTERIOR ACCESS DOORS AND ASSOC11ATED FRAMING SHALL BE N CONFORMANCE WITH R E L EVAN1T «1 1 CURRENT Mm 1 13 Ir « Hmow «1 " WN =S SHALL BE DOUBLE GLAZING N BA KED IENIAME L OCAL THE - - I i SW METAL FLASHNG OVER ALL OTHMW UNPROTECTED /'7 m T O sx7 CAULK AROUND ALL OPE N1 S TO THE EXTERIOR. GLAZNG N A DOOR WITHN 3r OF AN EXTERN DOOR, WITHIN 12W OF A FLOOR SURFACE, OVER A BATHTUB N A BATHROOM AND N A SKYLIGHT SHALL BE SAFETY GLASS OR APPROVED ALTERNATIVE. EACH BEDROOM SHALL HAVE AT LEAST ONE OPERABLE EXTERIOR WINDOW HAVING A M MMMI OPENAB.E AREA OF 38 SOFT. WITH A M I M U MI LIIMENSION OF 1'3'. BATHROOMS AND WATER CLOSED ROOMS INITHN A DWELLING UNIT SHALL HAVE A MI N NIU MI OF 1 SQFT. OF NATURAL VENTLATMIN OR BE PROVIDED WITH AN APPROVED MECHANICAL VENTILATION SYSTEM/ CRAWL SPACES SHALL BE VENTED TO THE EXTERIOR USING VENTS HAVING A FREE VENT AREA EQUAL TO AT LEAST 1 /500Uh OF THE FLOOR AREA. SUCH VENTS SHALL BE UNFOR'MLY DISTRIBUTED AROUND THE CRAWL SPACE PERIMETER BASEMENTS CONTAINING NO OPENINGS TO THE EXTERIOR SHALL BE VENTED N THE SAME MANNER. ATTIC SPACES SHALL BE VENTED TO THE EXTERIOR WITH VENTS PROVIDING A FREE VENTILATION AREA EQUAL TO AT LEAST 1 /300th OF THE FLOOR AREA. SUCH VENTS SHALL BE UNIFORMLY DISTRIBUTED ON OPPOSITE SIDES OF THE BUDDING TO Cowm WITH THE LOCAL BUILDING CODE, CURRENT EnnTONH. ROOFS CONSTRUCTED WITH ROOF JOISTS OR HAVING A PITCH LESS THAN 2/12 SHALL BE VENTED TO THE EXTERbR WITH VENTS PROVIDING A FREE VENTI,ATbN EQUAL. TO AT LEAST 1 /150th OF THE INSULATED CE1 ING AREA. SUCH VENTS SHALL BE U *UV LY 051 RIBU I ED TO VENTILATE EACH ROOF SPACE: INSTALL INSULATION STOPS BETWEEN ROOF MEMBERS OVER EXTERIOR WALLS,, F REQUNEDX TO PROVIDE AN UNRESTRICTED AR PASSAGE SPACE OF AR BETWEEN THE ATTIC SPACE AND SOFFIT. SCREENED COVERS FOR VENTS, DUICTS ETC. SHALL BE DESIGNED SO AS TO PREVENT THE ENTRY OF RAN, SNOW OR INSECT. rl .`•1 1 11 1' 04 r.• •r r •a•, a• 1 • r a �.�, / a• .� 1 a l ".' T' « « M• M 1 • 1 1 « a BRICK VENEER SMALL HAVE A MINIMUM MI 1" AR GAP BIND R AND SHALL BE TED TO SHEATHING WITH NON - CORROSIVE METAL TES AT 11' OTC. H018ZONTALLY AND 24" OTC. VERTICALLY. INSTALL A NON - CORROSIVE BASE FLASHING EXTENDING A MINIMUM OT 8" UP SHEATHING BEHIND THE MUM PAPER. PROVIDE WEEP HOLES AT BASE AT 24" O.C. IN TERIOR CEILING SHALL BE 5/8" GYPSUM BOARD AND WALLS SHALL BE 1/2" 1/2' GYPSUM! BOARD. GARAGE CE1X AND WALLS ADJACENT TO THE HOUSE SHALL BE SIMILARLY FINISHED, AND MUST BE TAPED AND FILLED TO PREVENT PASSAGE OF FUMES INTO THE HOUSE TOWEL RACKS AND TISSUE HOLDERS SHALL BE INSTALLED N ALL LAVATORIES. BATHTUB AND SHOWER ENCLOSURES SHALL CONTAIN A GRAB BAR /SOAP DISH„ HAVE A CERAMIC TILE OR EQUIVALENT SPLASHES,, AND ANY PARTITION GLAZING SHALL BE SAFETY GLASS OR APPROVED SUBS I I I U rE SHOWER STALLS AND BATHTUB /SHOWER UNITS SHALL BE EQUIPPED PED WITH SHOWER CURTAIN RODS, A LOCKABLE MEDICINE CARET SHALL BE INSTALLED N AT LEAST ONE BATHIR1D . CABINETRY SHALL BE AS PER OWNERS SPECFxATIDM DETAILS BY THE MANIEACTIRER INSTALL SMIL POLYETHYLENE EAVE PROTECTION FROM THE EDGE OF THE ROOF TO A POINT A MANILLA 3V UP THE SLOPE AND A WIINU I OF If INSIDE THE OR FACE OF THE EXTERIOR WALL INSTALL SMOKE ALARMS /DETECTORS N CONFORMANCE WmN LOCAL C0DES ELECTRICAL, PLU MBK AND HEATNG INSTALIATDNIS AND EWPMENT SHALL CONFORM TO THE REQUIRDAW OUTLINED BY THE LOCAL BULDING CODE, CLOW EDMA DETAILED OESPI BY OTHERS CITY OF TUINVIL.A APPROVED APR 2 6 2IN � T1 '►(WIr e MA R 1 5 1 004 " ) D+o K oof THESE DRAWINGS AND THE IDEAS DEPICTED ON THEM REMAIN THE EXCLUSIVE PROPERTY OF THE DESIGIE.R. THESE DRAWIGS MAY BE USED TO CONSTRUCT ONE BUTA G ONLY UNLESS WRITTEN CONSENT TO THE CONTRARY 6 PROVIDED. THE BUxM TAKES FULL RESPONISB.RY FOR ANY DEVIATIONS FROM THE WORK AS DEPICTED ON THESE DRAWNGS. DO NOT SCALE DRAWINGS WRITTEN DIENISIDNS SHALL TAKE E)ENC EXTERIORNSIONIS ARE TAKEN AT FACE OF SHEATHING OR CONCRETE. INTERIOR D1ENSgNS ARE TARN AT CENTER LIE OF STS UNLESS OTHERWISE MICATED ON THE PLAN. CONSTRUCTION MATERIALS AND PROCEDURES SNAIL CONFORM TO THE REQIINEMENTS OUTLINED N THE RELEVANT STATE OR FEDERAL BUEDING COOE AND ALL ADDENDA THERETO, AS WELL AS ANY APPLICABLE LOCAL BY -LAWS THE BUILDER SHALL TAKE PRECAUTIONS AS OUTLINED BY THE CONSTRUCTION SAFETY CODE TO ENSURE THE PUBLIC'S SAFETY DURING CONSTRUCTION. THE BUILDER SHALL TAKE ADEQUATE PRECAUTM TO PROPERLY STORE MATERIALS ON SITE TO SAVE THEM FROM DAMAGE. WHEN APPLICABLE, READ THESE DRAWINGS N CONJUNCTION WITH STRUCTURAL, ELECTRICAL, MECHANICAL OR OTHER ENtyEERING DRAWINGS, SHOP DRAWNGS LANDSCAPE DRAWL OR WRITTEN SPECFICATK NS. e open " AM: % of � C W Vauked C.� Sao � oladr�. me e ooa. e.bw► &MOW Grade FbcO on V**W Omho „ L 12% 2A M .. 3! R -30 R -15 R -1S R -10 R -30 R -10 ILA 15% a* 0-m an R -38 R-30 R-21 R-21 R-10 R -30 R -10 Q1. Unlimited Gmmp R -3 y ally 0.40 0.S! 0:20 R -38 R -30 R,21 R-21 R -10 R-30 R-10 zdm ra CAN O 41 BE ADVISED THAT ANY BUILDING AUTHORITY MAY REQUIRE A PROFESSIONAL CERTIFICATION ON THESE DRAWNGS. IT REMAINS THE BUILDER OR OWNERS RESPONSB•ITY TO ARRANGE AND PAY FOR ENGINEERINGy SURVEYK LEGAL., OR OTHER SERVICES REQUIRED. TRUSSES, GLUE LAMINATED BEAK OR MICRO -LAM BEAK F ANY SHALL BE DESIGNED AND CERTIFIED BY A REGISTERED PROFESSIONAL STRUCTURAL. F OOTINGS M. ON B ELOW 1 PENETRATION 1]' ALL OW OPENNGS N FOUNDATION FOR SERVIC A S COMBEFO 00 NOT BAC*U BUM FLOOR JOISTS AND SIIPLOORING ARE SECURELY TED INTO PLACE. NOR BEFORE CONCRETE HAS REACHED ITS REQUIRED 28 DAYS STRENGTH. ANCHOR ALL PLATES TO FOUNDATION THE 5 /a BY Ir LONG STEEL ANCHOR BOLTS OR APPROVED METAL TES AT A M1ANNIUM SPACING OF 4V OTC. PROTECT WOOD LAIRS N CONTACT WITH CONICRETE WITH AN APPROVED DAMPPROOFING OR SILL GASKET. FOUNDATION WALLS ENCLOSING INTERIOR SPACE SHALL HAVE TWO COATS OF APPROVED WATERPROOFING COMPOUND APPLIED TO THE EXTERIOR FACE BELOW FIND GRADE LEVEL. CRAWL SPACES SHALL BE PROVIDED WITH ACCESS HATCHES HAVING A MMMiRAMI LION OF 2O" X28". INSTALL APPROVED PERFORATED PLASTIC DRAIN PPE OR 4" NSDE DIAMETER DRAIN TILE WITH COVERED JOINTS AROUND PERIMETER OF FOUNNDATIONI, PLACE A MINIMUM OF C DRAIN ROCK AT SIDES AND TOP; DO NOT PUCE DRAIN ROCK .Irk A0 UDR PPE. w ..N■.► Idavo , WAC 51 -11 -0625 Table 6-1. TABLE 6-1 PR.. -- to THE IN 11 * FOR OROUP R OCCUPANCYS CLNMlrE ZONE •I MIASONARY FIREPLACES AND CHIMNEYS SHALL BE DESIGNED AND CONSTRUCTED N ACCORDANCE WITH GOOD PRACTICE AND TO THE SATISFACTION OF THE AUTHIORITY HAVING JURISDICTION. k CLEARANCE AS MUTED BY THE at= CODE CIANm EDITION SHAM BE MAINTAINED. CHIMNEYS FOR SOLD FUEL. BURNING APPLIANCES SHALL RISE TO A MINIMUM 2V ABOVE ANY BUILDING SURFACE WITHIN A HORIZONTAL DISTANCE OF 1ff VENTS FOR GAS -FRED APPLIIINHCE'S (B- •VENTS) SHALL BE I F TALLER N ACCORDANCE WITH THE LOCAL GAS AUTHOR M NATURAL GAS INSTALLATION CODE; CURRENT' EDITION. INSTALL PREF7 ATED METAL FIREPI_Ams CHIMNEYS, AND WOOD BURNING STOVES N STRHCT ACCORDANCE TO THE MAN'S SPECFICATIONS AND TO THE SATISFACTION OF THE FIRE MARSHALL ALL FIREPLACES„ WOOD BURNING STOVES,, FURNACES, ETC SHALL HAVE A COMBUSTION AR SUPPLY DUCTED DIRECTLY FROM THE EXTERIOR. 5TfflSTED TRUSS LAYOUT SHALL BE CONFIRMED BY MAKFACTURER PRIOR 1 THE COMM OF 1.• 1 FEPO ANY CHAN 1 BUIL THE DE S I GNER . A MW SNOW LOAD OF 50 psJ. 6 ASSUhIED FOR ALL STRUCTURAL DESIGN UNLE NOT OTHERWIS S OL BEARING « OF 111 . ASSUMED NOTED OTHERWI CONCRETE SHALL BE 3000 pd. AT 28 DAYS UNLESS NOTED OTHEI1MSE. 'OADINGS IMPOSED BY CONSTRUCTION PROCEDURES, I WMY STORAGE, TC. SHALL N OT «aal DESI 1 1 t+. iF*4 cm SLOPE FLASHED GRADES DOWN FROM BMW AT MINIMUM OF 1I TO FACILITATE RUIN -OFF OF SURFACE WATER. t' 1 a i � 1 • a~. � 1 y «aal � r 1 ',a• / �3 r• 1 a•� :a .mar � •••1 ar « a• �.. r ..J! • ' *1 1 —a � RETAINING WALLS SHALL BE CONSTRUCTED N ACCORDANCE WITH GOOD PRACTICE TO THE SATISFACTION OF THE AUTHORITIES HAVING .ADISODTIONT. ENSURING AN ADEQUATE DESIGN FOR ANY PARTIC" SITUATION SHALL BE THE BIEDER REST'ONISBJTY. • N w .,,, - I 1 q RANCsE KITCHEN K ITCWEN CABINET$ 1 /211 = b il loll -0 5EDR00M 2 BATH VANITY CITY of TO MILA ,APPROVED jk?R 2 6 Z A 100 MINIMUM MASTER BATH VANITY RECEWD t'M r n)wW# e MAR 1 5 2004 PEOW«W" Ln .. M sag • �+ M ev 0 s o Too of •r� 0 qp a 20 i as fki r �s 0 w 46 cm J J%p cq ac" C3 �m RU LU 0 Q Q N W � 0 Z W � W. Oz " m w� o� z , KircWFN • w A LU z �4 rr J C r r �e M i N i i I s i r i i I r t I i I k I i I k A SHARED BATH VANITY I • • 6 �1 11XV P him u.L. f. b. r�� art ,,, ( Mino op "p- ..... 7P " 10 R FL 2-113 lie 4 U P PE- R • IN 'I GrARA(xE Pmm i r 151 COVERED kcf APPRO 1-5-01 CA L 48 A 47 W00 4 00' �( � � AsMALJ L� 0A 04 ('+�1� 111►1 � A� t NORTH • F) 20 /0 �14tZ1�lWORK -- �: �. cu- c r - 40 l.... "I 14A f bALES 40 C."t F OpItiuXaWt4I pArftle IV 1-W)MI6 - N\ r o -rS*- BASE vrmtry Pot-E 50 6-ArSeNWANT Nakt. V L) e ?Am Q"JWATrP VV DEEP Cl4ft4MG1. r 4• P&C.F• VIPNI.M& I CX '5Lv Pk WA VArt-VE va$ I t-A ro twsq 0% # 144 qf MjnP O standards. Acceptaice Is subje t tc en­'�m cmissions which d3 not ithorime vi -2tic is c. ..dopted standards of oa amom Tk req)nsibilit,. ftly the adequaq cf do i!o vesh totally 'I JMgm. &I as W mWW- as tu thk.� e K rma ok &a % a VW this = mcc and will ftq*e • iods A of orris I &-mr. for SINMXM " Final 0 r C to= k sul, HOC b field W md( a b the Pubk Waft u:WJft Wqasw. Date: Dr. LAM=. CITY OF TUKWxA F 1 2 F 2013 PEAS 11T CENTE BATE MAC" iTe puv4 46pi 64 Si. Lkt SCALI.jd I APPMV90 OV: DRAWN BY j . r! RIEVISED 0 W New E OOAWW40 NU MM" SITE r h64 Or os* 4 10 I so -I*.- 4 1 r �* 6 ;4mkp � N ISO SCH 0a to PVC U N C ER (g2puty D *0V9dr**fJ P01006)C-OR 1 7V PAC> 4 C, CA IS%"S 2 5 103 17 ' � w /k� 3TAY 0000- � MAX Q� Owt�atu Ov WAR -im ;*Mai 0 0 Sti tSU5 �5 WHOLE HO SE � 0 lop (x�*S vns i a" I ' n DRniN qn* T / .' I / � EMQJEP 47 ft tr x l q; � 4 wmww--�- J F �C CL V U \5 Q W V) w 44 *�� A L .000" CW -1110094M -.owns T P IP E: owft ATG H i r CURB KO PCME D 20" F*Aarmep4wr CPR.IVA,TE AT 1 VT(Lm%TlES� 14 lU C AS EMENT 1W L SS 'E.L -ZrZ U 5S n -P /r• �V �61 OF I "JK':VILt\ "MIT , r,f1i i efi CORR LTR# . - -- t' 30 � eASE MEW -r ° I REG. *L 2'mml l ¢>m20m►35q- Q� ' I Date: 8•: �''�1►Y�� �`'r� �D ; J AMES A l:Pt� MAR5M O W NER .�..�.. .,,......, SCALE: lo t APPROVEOMY: ORAWN BY OATS $ • 0 0 � REVIsEo rz A I 5 ROJECT ; ORAWING NUM ©EA PA K & . 5Z"7 9 Be Z.• 0 c �l 7."' � «:r =*` .ynu ..: . , �x,ilMjk... `+IbMr.. .►.., -... ..r�r . ,, ...,..r � ..: ti,� M, :r -.` � -, ��.#JAW +r+w - ..r ...�.,. a. �►. y* ..�y� y... «� +.A..4 �wv�YS x..r 1 fft These plans havt been reviewed by the Public Wo rks Depa rtm( t for confo 1 ina ncc w curm t City standards. t.:ceptance b subject to as n and omissions which not authorize violations of adopted standards m ordinaooxa The responsibility for the adequacy the desip' rests totally with the designer. Addition. deledoas or revisions to these draw ings after ft Ja wiu void this acceptance and Will requ i ne s . of cruised drawings for subsequent api tjvg Final acceptance i � subject to field inspection by the Public Turks -tilities insprt CURB KO PCME D 20" F*Aarmep4wr CPR.IVA,TE AT 1 VT(Lm%TlES� 14 lU C AS EMENT 1W L SS 'E.L -ZrZ U 5S n -P /r• �V �61 OF I "JK':VILt\ "MIT , r,f1i i efi CORR LTR# . - -- t' 30 � eASE MEW -r ° I REG. *L 2'mml l ¢>m20m►35q- Q� ' I Date: 8•: �''�1►Y�� �`'r� �D ; J AMES A l:Pt� MAR5M O W NER .�..�.. .,,......, SCALE: lo t APPROVEOMY: ORAWN BY OATS $ • 0 0 � REVIsEo rz A I 5 ROJECT ; ORAWING NUM ©EA PA K & . 5Z"7 9 Be Z.• 0 c �l 7."' � «:r =*` .ynu ..: . , �x,ilMjk... `+IbMr.. .►.., -... ..r�r . ,, ...,..r � ..: ti,� M, :r -.` � -, ��.#JAW +r+w - ..r ...�.,. a. �►. y* ..�y� y... «� +.A..4 �wv�YS x..r 1 fft I* File* D04 - 0088 35mm Drawing #1 -2 _Er. E� EJ�R I F I ION _OT I OF C,1 OE TUKW I LA SHORT F LAT NO. L05 -004 ZECORDED UNDER <N& NCB COUNTY ZECORD I NCB NO. 2005 1105ci000OC :�)VIIIIIIIIIINER - ARI NDER BAFLA 1501 5 20 PL GENT, IIIIII cl8051 206-47a-06 S ITE ADDRE55 4724 S. 164TH ST L� I • : « 11 • 1 7 1 1 I 1 •• 7 111 1 1•• ` I 11 I � 1• I �_ � • I � - • I I • � 1 QYOf A llkoft E IE m OFAJ G DIVMON LOT COVER LOT AREA = 0000 SE 5U I LD I NG AREA = 1 1� 1 O SE DR I \/E /PAT 1 AREA = 545.5 5E TOTAL AREA = 2455.5 S.E. 2458.5/8000• = 50.79 No changes shall be nmede tID the OMP ®f work AthoUt pri SIPP W Of , T Building Division. Ign: Revisions will require a new plan s'ubnittd and may include addict ml plan - - - A� r SGALE . 1 = 20 - I 20 164TH ST d� . Ipl' a le ep 0 K- %d 44 1 64 1 0 � ZO �-- fF RM1T 01 Qe ftF R RECEIVED CITY nF TE JKWII A MAR 1 5 200 PERMIT CENTE=R CORREC ION LTR# TD V 0 r 1� 2 C\1 O CID rn LC) z 1 w J � _ ^U o4 O ° o 10 C: � to N qtrN ^ob w N Go Z �v T w LLi Lu LL LL ILL Z O J T O rn 00 F— cn V w w 2� U � � 0 Q Z 01, II�III�ILI.L.i.�ll' 1 .i�I I j�l Inch 1118 Illyl�I III 111 III�I�I 15 B,S.B.L. - I(I I (i Ijl ICI lll�l1i I .I I nyr. r� dit 7 `` UTILITY POLE O O 60 O LL PROPOSED RESIDENCE_. 5!• f' E6 ZL 6 .O Q o m 2 -CAR I I I COV' , ir GARAE.E L wD IIIIIIIIIIIIfIII_ L�LIIIIIIII�IIIIIIIIILLIIIIIIIIILLILLIIILIILILLI PORcH t,�, _IIII�ILIII IIII,,.. �I III I I IIIII�IIIIILiI IIllllll�lIIIIIIII�IIILIIIII� W PRIVATE 20' IN6RE55, EGRESS t 'IIIi�IIIIIIIII�IIIII I N88 °42'38 "W e o.00' — \- 10' P.S.E. BASIN EASEMENT to r_ r z 30' EASEMEN REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 4 2004 I' City Of Tukwila BUILDING DIVISION N J C-4 LA II �CJA 10' VAL VUE SEWER 15 B,S.B.L. - EASEMENT y PATIO - UTILITY POLE O O 60 O LL PROPOSED RESIDENCE_. I .O Q o m 2 -CAR I COV' , ir GARAE.E O -- PORcH t,�, 4'00 �ci •ice -?+�; WALK • r�Rly ' W PRIVATE 20' IN6RE55, EGRESS t 80.0 0j,?:;'`I .' -: �, UTILITIES EASEMENT \- 10' P.S.E. BASIN EASEMENT to r_ r z 30' EASEMEN REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 4 2004 I' City Of Tukwila BUILDING DIVISION N J C-4 LA II �CJA LEGAL DESCRIPTION LOT I OF CITY OF TUKWILA SHORT PLAT NO. L03 -004 RECORDED UNDER KING COUNTY RECORDING NO. 20031105900006 OWNER HARINDER BAPLA 8501 5 207TH PL KENT, 1NA ga031 206 - 478 -0653 SI ADDRESS 4 S. 164TH ST LOT C0VERA6r LOT AREA = 5000 SP BUILDING AREA = IC-110 5F DRIVE /PATIO AREA = 548.5 5F TOTAL AREA = 2458.5 S.F. 2455.5/5000 = 30.79 t REGISTERED RING T Oy NOTE: CONTOURS ADDED TO � SITE PLAN RESPONSE TO CITY OF TUKWILA CORRECTION LETTER DATED 3/17/04 ITEM #I NOTE: FOOTING DRAINS TO CONNECT TO EXISTING STORM DRAIN SYSTEM RESPONSE TO C OF TUKW I LA CORRECTION LETTER DATED 5/17/04 1 TEM #2 These plans have been rev' t e Public Works Depart�ttt�ent nt City standards. Acceptance errors and omissions which do not alath 'adorns of adopted umdards or ot 5 a responsi for the adapacy of the esip totally with the designer. Additions d- — % -- s or lions to these drawings after tbia etc will void t acceptance and will require a rMbmittat of ed drawings for subsequent approval. MAR 2 r, 2004 I I E) I T Final acceptance is subject to field 4 npection by the Public Works utilities inspector. Date: B . f SCALE : I " = 20' -0 ❑i 20 40 04 ry ry ry a8 °4:2 80.00' N O p 0 O 80 64TH I ST CO N A war ifs 1 NEW PRIVATE 20' 1 NGRESS, EGRESS 4 UTILITIES EASEMENT INCOMP1 LTR# ETE 1 2 - __ Inch ins I I11 III LII 111 Ill l�l 111 111 111 III III III II�II I . L�I . III(II_ . IIII�IIIII : IIVIIII I I III I brxr cYD� I 6 ■ ! f' i r � 7 � " t c w t lr ys�c C� ` 1 IIIIIIIIIIIIIIIII IIIIILIIIIIIIII _IIUILLILILLII�IIIIIII � II.l... I I(IIIIIIILI_ LILT; I�IIIII(( IIIIII(( IIIIIILIIIII�IIIIIIIII�IIIIIIIII�IIIII Y% I T7 ­ 5504 N ry 10' P.S.E. EASEMENT 0 N 10' VAL VUE SEWER EASEMENT N H$� UTILITY POLE N 0 � . I O 0° - Ul ;ITY OF I MAR Z 5 2004 M t U co 0 3 . �w J 2 U Ei 1Q 3L 000 T EvT �_ th N ' N x '00 W N (10 Z W vW QUW " ' Z J CY 0 1 T- rn co T H V) I U LU W 3 V � �o Qz