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Permit D04-173 - CRESCENT HOMES - LOT 6
CRESCENT HOMES - Z. LOT 6 6. 13425 JU MACADAM RD �W J H WO SOUTH 2 u_Q; co 1- _ tZ 1- O, ZH W 0 U O N 0 I— WW H V: U. w Z N O D04 -173 City of Tukwila i Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Parcel No.: 2613200156 Permit Number: DO4 -173 Address: 13425 MACADAM RD S TUKW Issue Date: 08/26/2004 Suite No: Permit Expires On: 02/22/2005 Tenant: Name: CRESCENT HOMES - LOT 6 Address: 13425 MACADAM RD S, TUKWILA WA Owner: Name: CRESCENT HOMES Phone: Address: 425 PONTIUS AV N, #125, SEATTLE WA Contact Person: Name: BOB THOMPSON Phone: 253 569 -7579 Address: 425 PONTIUS AV N, #125, SEATTLE WA 1 i Contractor: Name: BAY DEVELOPMENT CORPORATION Phone: 253 569 -7579 Address: 425 PONTIUS AV N, #125, SEATTLE WA Contractor License No: BAYDEC *022MB Expiration Date: 07 /02/2006 DESCRIPTION OF WORK: NEW 2198 SF SINGLE FAMILY RESIDENCE WITH 700 SF ATTACHED 3 -CAR GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DRIVEWAY, UNDERGROUNDING OF POWER. WATER DIST. 125 & VAL -VUE SAN. SEWER DIST. Value of Construction: $221,241.20 Fees Collected: $3,146.97 Type of Fire Protection: SPRINKLERS Uniform Building Code Edition: 1997 Type of Construction: VN Occupancy per UBC: 7 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 50 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: N Public: N Water Meter: N doc: Devperm D04 -173 Printed: 08 -26 -2004 �S z �Z ~ w oc � 0 ND co W J_.. N O' w � l- ?. V = w Z �-- F- O Z w U o (D_ ff wW F_ !LO .. Z W U= OH Z C ity of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Z w JU 00 Permit Center Authorized Signature: Date: �� d �� CO w v W X 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 N LL ordinances governing this work will be complied with, whether specified herein or not. Ui 0 i j The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws j regulating constr n or the performance of work. I am authorized to sign and obtain this development permit. CO d LU Signature: Date: Z i / W O Print Name: LL-ia N ? Q U 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 O S2 suspended or abandoned for a period of 180 days from the last inspection. W — j 2V U- 0 — O W Z U co F- t Z t. doc: Devperm D04 -173 Printed: 08 -26 -2004 I' City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Z Parcel No.: 2613200156 Permit Number D04-173 'W W Address: 13425 MACADAM RD S TUKW Status: ISSUED 5 Suite No: Applied Date: 05/25/2004 _3 0 Tenant: CRESCENT HOMES - LOT 6 Issue Date. 08/26/2004 CO 0 co UJI 1: ** *BUILDING DEPARTMENT CONDITIONS * ** N u- w 0 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 U_ ¢ N D w 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 z O work will be inspected by that agency (206- 835 - 1111). z w W 5: All mechanical work shall be under separate permit issued by the City of Tukwila. 0 o ON 6: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any w w construction. These documents are to be maintained and available until final inspection approval is granted. 3: 7: Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection z purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 0 0 _ 8: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 F= O Z Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: All wood to remain in placed concrete shall be treated wood. 11: 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. 12: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 13: Comply with the requirements of TMC 16.04, Demolition /Relocation of Structures and Article 87 of the Uniform Fire Code. 14: Contact the Public Works Division to obtain inspections of the water and sewer connections or disconnections prior to cover (433-0179). 15: 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. 16: ** *PUBLIC WORKS DEPARTMENT CONDMONS * ** doc: Conditions D04 -173 Printed: 08 -26 -2004 „ic .uuu.:,Y.Wr. �,... ..:�- a,zu.;t,c.:+;i4«• ':wi:iur.>:+.�:t:i+wue. uwn1 a.: {. . ;;:. ... a�wn�wr.., tiweP«+ ssNrt�. 1k�.' •exaS+s �� ''F�+r}i # +:•� '�Y. `i�.�s.":iwA:2:1� 'r4,1a..+�..JN.�vZn:.F.�.. .ri,:...�. City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 17: 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. 18: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 19: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. 20: Any material spilled onto any street shall be cleaned up immediately. 21: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 22: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 23: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 50 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 24: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 25: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 26: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 27: All conditions of the Sara Development plan approval shall be met. Refer to Permit Nos. MI01 -210, MIO2 -186, and L01 -033. The Geotechnical Engineer shall provide certification on a lot by lot basis, including excavations for rockeries (if applicable), that the work has been completed in accord with all geotechnical recommendations. 28: Rockeries (if installed on this lot) 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. 29: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on -site ponding of storm water runoff. 30: ** *FIRE DEPARTMENT CONDITIONS * ** 31: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 32: A fully automatic sprinkler system designed, installed and tested per. NFPA 13D shall be installed in lieu of a hydrant. 33: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and doc: Conditions D04 -173 Printed: 08 -26 -2004 Z �w � �U UO ND CO U.1 J = N LL w J LL Q N = = a F _ w z r_ ZO w w D0 O- 0 tr wW 3: F_ ILL W Z CO 0 O Z �g City of Tukwila race Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.5.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recorgnized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1901) 34: All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to the Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) 35: Contact the Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1900 and #1901) 36: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 37: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 38: These plans were reviewed by Inspector 512. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. * *continued on next page ** doc: Conditions D04 -173 Printed: 08 -26 -2004 . : ....'.... L;' J.:. %.w .1 S 4,: +�i :.iu..,.. .1.�.. ..Ui. _...ti.:..A !' • ..1.J .' :....R,GU ,.ii' i z D JU UO ND J = N LL �O U - �d =W Z 3 � - I-- O Z �- W U 0 O - .0 H WW LL ui Z H H' O Z it11U1 . City of Tukwila j f9Q6 i Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 ! (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Date: 2 4 a L I A/ ! Print Name: I V "e'u L � Z �Z `~ W � D U O (0 0 : J to U. W O 2 �: 9 Q. CO) D T O i.-. z �- O Z I-- W U� >O � o f- W W H U: L O. .. Z UN H= O Z i doc: Conditions D04 -173 Printed: 08 -26 -2004 CITY OF TUKWIitr. °) G1 Community Development Department i Public Works Department oti ,r Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 `o cog Bu><lcttng Permit_ Mecliaz b;A Pdfi it No, -- ' ��Publ><c Wozks�Perm><t No FC } 1K5, 1 � � Y�]' g..Y t i y i t (^1 1 y` r. . tt" 1.(FOr -D ice. use. onlY� Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** ►TION:, U aay . 5 t "A t 't King Co Assessor's Tax No.: Site Address: 1 .314 $ Mg< 4 j4 Ak RA Suite Number: Floor: Tenant Name: CVe z>aV_+ 40KA,2 n Lo -T (, New Tenant: F1 .... Yes ..No Property Owners Name: C )re S CaVtA �6vL¢ Mailing Address: __ Z!5 ' i�Dn o Ay S) SosAL L J A- 9 F City State Zip C O.NTAC Y PERSON, Name: o h Day Telephone: c, S 3 , 5"G 7$7., Mailing Address: 4Z15' ?ao4 w s Ave N. -41- 5.e.aLe W 4 ,P/ City State Zip E -Mail Address: Fax Number: .2o6 • .3Z 3 - C 4 g Z GENERAL, CONTRA CTOR ` Company Name: Ca SC4"-_4 4i"o -S Mailing Address: !Z5_�� v�fius ��� 1/�, IZS , aAA4 1-004 9R /fl9 City state Zip Contact Person: T_�a). Day Telephone: =2V3 .:5 e. 9 - 7: 7:F E -Mail Address: Fax Number: mob, 323-6216 Contractor Registration Number: 'RAyDFC ( OZ2WC Expiration Date: 0? /OL/ * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** .,ARC CHITECT OF RECORD. = Ail plans; must be' wet stamped by Architect of Record Company N Mailing Address: Contact Person: E -Mail Address: City Day Telephone: Fax Number: State Zip ENGINEER OF RECORD = All plans must be wet_ stamped by Engineer of Record Company Name: t Mailing Address: _ Contact Person: r 1 E -Mail Address: i i t { \apptications \petinit application (3 -2003) 3/2003 Page I City Day Telephone: Fax Number: State Zip ,,,, «:, :. .., .:.r: t, :.d'gti:::uiL•' , i.[: .' a a2tlip1r�6C."i316µi] rn: i. u.', i> TS ,AML,..uu.na,a�s.x`t13:.Y�tauw ` ` ?{�x�wtt tyiiui�:�iLrcJbtas3:itii✓�tlo�' ( r+' i�aaiLl* �itu` yt�i. iiti '1'n8�'s.�'.�Wo1"w:lu' ' - Z ~ W UO 0 W U) U. WO LLQ C0 D = �_W Z H W UJ 25 U� O <` W LL Z W U= O Z BUILDING PERMIT INFORW, ON- 206- 431 -3670 e + i Valuation of Project (contractor's bid price): $ O J 0 Existing Building Valuation: $ O Scope of Work (please provide detailed information): MOW On S- ♦Yel l/+� Ot,� 5 t ✓ 'L F4 " 2. o 3 4✓ 4 Will there be new rack storage? ❑ ..Yes No If "yes ", see Handout No. for requirements. Provide All Building Areas in 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 documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ®--No If "yes ", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: 4. Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes ❑..No If "yes ", attach list of materials and storage locations on a separate 8-I 12 x l I paper indicating quantities and Material Safety Data Sheets. \applications \permit application (3-2003) 3/2003 Page 2 L Y F Z Z �W QQ JU UO U co LLI J = F— to WO 9Ei W? N = W ? F— F— O W ~ W U� Oco 0 F— WW LL O W Z U= O Z Existing Interior Remodel Addition to Existing Structure New' Type of Construction per UBC Type of Occupancy per UBC la' .Floor no Floor O 3' Floor Floors thru. Basement Accessory . Structure* Attached Garage 7 .Detached Garage Attached. Carport . . Detached Carport Covered Deck Da 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 documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ®--No If "yes ", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: 4. Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes ❑..No If "yes ", attach list of materials and storage locations on a separate 8-I 12 x l I paper indicating quantities and Material Safety Data Sheets. \applications \permit application (3-2003) 3/2003 Page 2 L Y F Z Z �W QQ JU UO U co LLI J = F— to WO 9Ei W? N = W ? F— F— O W ~ W U� Oco 0 F— WW LL O W Z U= O Z i i �i i f . i .. I i f . i. i I Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for..fees,.and estimate sheet. Water District [] Tukwila .. Water District # 125 ❑ .. Highline E] ... Renton . Water Availability Provided Sewer District []..Tukwila ®. Va1Vue ❑ .. Renton ❑ ...Seattle ...Sewer Use Certificate `� Sewer Availability Provided E3.. Approved Septic Plans Provided ❑...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Su fitted with Application mark boxes which apply): ..Civil Plans (Maximum Paper Size — 22" x 34 ") 11ll S ❑ ... Technical Information Report (Storm Drainage) . Geo� nical Report P � ❑ ... Traffic Impact Analysis ❑ ... Bond ❑ .. Insurance ❑ .. 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 Z..Construction/Excavation/Fill - Right -of -way Non Right -of -way _ — .f ... -Total Cut _ _ cubic yards ...Total Fill cubic yards VA A AA, jg ..:Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑...Backflow Prevention - Fire Protection Irrigation D omestic Water _ 5j�,..Peermaanentt Water Meter Size.. ❑ ...Temporary Water Meter Size.. " ... Water Only Meter Size............ " ❑ ... Sewer Main Extension ............ Public _ ❑ ... Water Main Extension ............. Public _ ❑ .. Work in Flood Zone Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line WO# WO# WO# Private Private ❑ .. Grease Interceptor ❑ .. Channelization ❑ Trench Excavation Utility Undergrounding ❑ ...Deduct Water Meter Size ........ FINANCE INFORMATION Fire Line Size at Property Line ❑ ... Water ❑ ... Sewer Monthly Service Billing to: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Name: Day Telephone: Mailing Address: Ci State zip Water Meter Refund /Billing: Name: Mailing Address: Day Telephone: City State Zip \applications \permit application (3.2003) Page age 3 I A r Z ~ W' J V UO Cl) W= J H CO W W O F- 1L Q ca =W Z� ZO W W U� � Coll_ I— WW U. .. Z w CO) O Z Scope of Work (please provide detailed information): ('h p e 4 XA_ _T)Y4ivLs 40 Q Yi 5 •mac r %� r"� MECHANICAL . PERMT INFO tMATION 206=.431 -3670' -, ; MECHANICAL CONTRACTOR INFORMATION Company Name: _rr4� Mailing Address: Contact Person: City State Zip Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** o� Valuation of Project (contractor's bid price): $ 7�}2 Scope of Work (please provide detailed information): &oLzi 14 C - - ,.YCAGQ. A1 V 4/ K 4G2J �4 S watt V &, V Use: Residential: New .... �: Replacement ..:;, Commercial: New .... M Replacement .... M Fuel Type Electric.....[] Gas .... ( -- Other: Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: 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 >IOOK BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended /Wall /Floor Mounted Heater Ventilation System 30 -50 HP/1,750,0OD T,U Appliance Vent Hood 50+ HP /1,750,000 BTU Heat/Refrig /Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm /Ind PERMIT APPLICATION NOTES Applicable to all permits i thls application ; Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR Al JTHORIZED AGENT: Signature: Date: Print Name: ob j k2DW J a �✓ Day Telephone: S3 �6 9 - 5 -7f' Mailing Address: 42S j32 n h4 c, 1/Q . q k9 W-A i flO p City State Zip Date Application Accepted: I Date Application Expires: S pitials: lapplicationstpermit application (3.2003) 3/2003 Page 4 Z Q� W JU UO W NIL WO J (l- Q = a �W Z N I— O Z H W U� ON Cl I-- WW H� u. O .. Z W U= O I... Z L1, G Cit y of Tukwila f906 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: Address: Suite No: Applicant: Permit Number: Status: Applied Date: Issue Date: 2613200156 13425 MACADAM RD S TUKW CRESCENT HOMES - LOT 6 RECEIPT Receipt No.: R04 -01138 Initials: LAW User ID: ADMIN Payee: BAY DEVELOPMENT CORPORATION TRANSACTION LIST: { Type - - - - -- Method Description -- ---------- - - - - -- - - - - -- Amount Payment Check 8560 1,755.95 i RD Pmts Re -Dist .00 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- BUILDING - RES 000/322.100 1,676.95 PLAN CHECK - NONRES 000/345.830 - 1,090.02 PLAN CHECK - RES 000/345.830 1,090.02 PW LAND ALT PERMIT FEE 000/342.400 23.50 PW PERMIT /INSPECTION FEE 000/342.400 51.00 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 1,755.95 Payment Amount: Payment Date: Balance: D04 -173 .APPROVED 05/25/2004 1,755.95 08/26/200412:31 PM $0.00 z Z W UO N 0; U) J H CO) U., W O 9:3 CO = W Z� H- O z F_ W5 U� O N. o�_ =U LL H� .. Z co O z 43 25 0-8/27 9710 TOTAL 103'/ ,. 51 doc: Receipt Printed: 08 -26 -2004 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 S i t RECEIPT Parcel No.: 2613200156 Permit Number: D04-173 Address: 13425 MACADAM RD S TUiKW Status: PENDING Suite No: Applied Date: 05/25/2004 Applicant: CRESCENT HOMES - LOT 6 Issue Date: Receipt No.: R04 -00636 Payment Amount: 1 i Initials: BLH Payment Date: 05/25/200412:09 PM i User ID: ADMIN Balance: $1,755.95 s i Payee: BAY DEVELOPMENT CORPORATION i TRANSACTION LIST: Type Method Description Amount i ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 8159 1,391.02 i I } ACCOUNT ITEM LIST: t Description Account Code Current Pmts PLAN CHECK - NONRES 000/345.830 1,090.02 PW BASE APPLICATION FEE 000/322.100 250.00 PW PLAN REVIEW 000/345.830 51.00 Total: 1,391.02 z ..Z W WV U UO J �. LL . W O. 9 -1 LL Q CO =W z� f- O z �- �o U � ir-- WW U- .. Z. W CO z doc: Receipt Printed: 05 -25 -2004 i INSPECTION RECORD T Retain a copy with permit O INSPECTION NO. PERM' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)431 -3670 Pro Type of I= Ad '5 �� cJ C Date Call d: Special Instructions: Date &Ii Requester: Phone No: _ 77;�— 5 i - r Z �Z � W QQ � JU U O to C �LL W O �Q co �W H O W ~ W U� O CO3 OH WW H 0. LL O W Z Cl) O Z [2 App per applicable codes. O Corrections required prior to approval. ,, � r I INSPECTION RECORD Retain a copy with permit Do 25�� INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 i i Pr 4ect: Typ Inspectio Address: L ate Cal le . Special Instructions: Z Date Wanted: T ' a.m. p.m. Request Pho No: ( �( ) _ JR Approvecl per applicable codes. Corrections required prior to approval. Receipt No.: Date: i i I �i i 1 i I ii J 58.00 REINSPECTI N FEE REQUI ED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z �Z � W Q � JU U CO 0 W Co W WO LL to = Cy W Z t- O W ~ W �p ON � H W W. H F u. O LLI Z. U P H. O Z SPECTI 4 ; !� ON RECORD R tairra copy with perm�i 7+ INSPECTION NO. PER T CITY OF TUKWILA BOLDING DIVIS ON . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 \ ' � ' Npproved per applicable codes. P ject: Type of I spec � _ Address: �S �= Date Called: .fi - Special Instructidns: S , Date.Wante � Q � a.m. p.m. Request ]�6) 7,;V — 7,�Pej Corrections required prior to approval. l Z �- Z �W QQ� WU UO W� Co U. W O U¢ N� = �W Z Z W W U� .O co oI-- WW LO W Z co O Z 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 (� Approved per applicable codes. Corrections required prior to approval. 7 , ect: Type of Inspection, iv Address: Date Called: .. j L Special Instructions: Date anted: -9 p.m. Reque ster: , Phone No: Inspector: ' 4 Date: , Receipt No.: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z =Z � W� UO CO W = NLL W O. LL Q co �W Z= t- O W F- 5 U� ON o I- W H� U. O til Z. U =, O Z INSPECTION RECORD ``'' Retain a copy with permit b 7 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of Inspection: , r15 Lo V ' I P � Address: Date Called: / ` �^ J l� �✓ r Specia Instructions: Date Wanted: a. m. J p.m. Requester_ / �� AIX Phone No: - 2 fjG 7 7 r ZcJ Inspector: Date: 5- IF b d / k I 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 W� JU UO N C CO) LU J I N u-, W O. LLQ U� = F- W Z H Z� �5 U � N a }--. WW F- W Z L11 N b H O Z Approved per applicable codes. FI Corrections required prior to approval. A. INSPECTION RECORD INSPECTION N0. PE Retain a copy with permit ' PE RMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 . N Approved per applicable codes. Corrections required prior to approval. COMMENTS: . V t � Inspector.- Date. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be Paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Pr o'ect: Type f Inspectio �< �; "V , d/ 1, � , A ress: �� � Date Called: . - � _. /� a p ial Inst uctions: Date Wanted: a.m. -/ - / Requester: Phone No: /� _ � -`� Receipt No.: Date: Z J �. W 5 JU 00 wLLI S2 LL w LL Q co) = �W Z f1— E- 0. w ~ w U ON OH WW H - LL .. Z W U= O E- Z .. INSPECTION RECORD Retain a copy with permit INSPECTION NO. 4PEN .' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P * t: Type o� inspection: M � AL 1-,41 I Addres : ate Called: S ecial Instructions: Date Wanted: _ a.m. :U / 0 _ p.m. Requester: TM Phon No: '''] teceipt No.: Date: Approved per applicable codes. Corrections required prior to approval. COMMENTS: . t i� Inspector: � Date: .� - , - U $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 1 Z W JU 00 N 0. J � co LL W 2� 9a = �.. W Z F- I— O W F- 5 U co OH W W 111 Z H = O E- Z INSPECTION RECORD r r Retain a copy with permit INSPECTION NO. PE T N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)431 -3670 Pro'ect: Type of Insp ction: �4 VV C v P es : , r ate Called: 2 2 ia Instructions: Date Wanted m. •� �� p.m Requester: Phone _N�o: COMMENTS: ' a, f L. t!� Approved per applicable codes. Corrections required prior to approval. Inspectors Date: 3 -0 Q $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. f . - -. (Receipt No.: (Date: I l I Z ~QQ W W� UO Cl W= �LL WO LL Nd = W H ? H E- O Z t— W U� O— o I-- W W. W Z llt U= O ~. Z t INSPECTION RECORD Retain a copy with permit INSPE ION N0. PERMI ' I CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43;1 -3670 j f�oject: � � S` `"U Type Ins ection: � f Address: p 5pe — c — iiallnstructions: Date Called: Q Date anted: / ( ';rn. `p Requester: Phor� / e :Z - 7 N P7 roved per applicable codes. Corrections required prior to approval. COM ENTS: ns ctor: I L)ate: 3- -29--OS $ 8.00 REINSPECTION FEE R UIRED. PH r to inspection, fee must be P id at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z Z W QQ � JU 0 W = H T LL W LLQ cf) �W Z H. H O W H W U O co WW H LL Z UN F= _ O Z INSPECTION RECORD INSPECTION NO. Retain a copy with permit I PE CITY OF TUKWILA BUILDING DIVISIOISI-Q 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Projec r)r-?Vf1y\,A Type of Inspection: Wot Address: (A Date Called:' Special Instructions: Date Wanted: a.m. C P.M. Requester: Phone No: S : NApproved per applicable codes. Corrections required prior to approval. inspector( Date: o s F� $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: I Date: I JV Z Z W 0 0 NO co Ill J T- Ir— S2 U- W 0 .2 r- 15 LL. V) 0 z �- UJ LLI 0 Cl) O LLI U j M C Ir— U- --z Cl) .z I O INSPECTION RECORD Retain a copy with permit � (73 INSPECTION NO. PE T N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proje Y P.SC e✓�`� Type of In (9 f G t r Address: )- Date Called: Special Instructions: Date Wanted: (a a.m. 3 ` l Cl -(�S p.m. Requester: Phone No: �pproved per applicable codes. Corrections required prior to approval. Inspector: r Date: J $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: 2 — Z JU UO CO) 13 J = H N U., WO 2 QQ LLQ CO) = �W t Z= H HO W ~ W U� ON D F- W W'. H� LL O .Z W U CO) O Z n, , � INSPECTION RECORD L Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Prpject: _ Type of Inspection: Address: 3 �� a Date Calle • Sa �•� Special Instructions: Date Wanted r M. 1 ID 5 m. Requester: Phone No: � p 9 l?--o M Approved per applicable codes. n Corrections required prior to approval. COMMENTS: �) rn 2— ) - e-e wo r >>t� --Pv- r 4 u `O f'C P v1 —er bag h'l �r L () f A 6 A VV , P'r `t i V 5 S 46 yr P c -''' T> J� L \GV I.: ('rit l k — $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. z �U U0 W� �LL W� LLQ co = a �W z I- 0 LLI z l- W U � co 0 H WW �U �0 lil z N z INSPECTION RECORD Retain a copy with permit -7 INSPECTION NO. P T O. CITY OF TUKWILA BUILDING DIVISION .6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)431 -3670 Proje Type of In pection: ) A dress: 3� c, Date Called: Special Instructions: Date Wanted: a.m. C77-- —, L -(_ P.M. Requester: Phone No: COMMENTS: - C n v \r ec 0 nr X "9 ('e ? 1 Approved per applicable codes. 1:1 Corrections required prior to approval. Inspecto . Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. y Receipt No.: Date: I z ~ W �QQ � JU UO D W = S2 U WO J U. Cj)d = W z Off. W �j �p ; O H WW H� U- O ui z U =. O z C INSPECTION RECORD % 7 Retain a copy with permit l73 t INSPECTION NO. P IT 0. CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 IF COMMENTS: P \:H'V C)+kQ - J 6 0 ck V'- P l 'P- 4 -e,r Address: 1 S)-0- 1 , Date Called: CYF;� 44h Requester: Phone No: nspecto . Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: i Projet YAPS Type of Ins ection: ' l S> Pxoo r WA - C Address: 1 S)-0- 1 , Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. z fH ~ W i JU UO CO o U) Lij J � N U- 0 95 LL � = W ' Z F- Zo LIJ �5 U� O N 0 1-- WW U LL �".. Z 111 O E- z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERM CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 P ject: �P Type o� Inspe ion* AdOress:, * s- Date Calle&' 1 ,2 Special Instructions: Date Wanted:' CD Reque Pik No: ..206 ) 7,�� - 7,�;02d proved per applicable codes. Corrections required prior to approval. 1>vp COMMENTS: Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: I Date: I Z 3: Z �U L) 0 O)c C0 LLI Cl) LL W O 9 LL co) CY LLJ 0 W 1�- LLI LL j 5, C.) 0 0— a t- LLI Lu 3: I-- LL 1j z l L) U) z r INSPECTION RECORD c.( Retain a copy with permit INSPECTION NO. VO) CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 -3670 Pr 'ect: , nn Type o Inspection: A d ss: � �- to Called: 1 c 1 vt C V �`h� Special I structions: Date Wanted: M. � c - e Requester: ' c P ne No: a- _ 7 J - Approved per applicable codes. Corrections required prior to approval. COMMENTS: I \ ` 1 0o + o t -C C '9 A4 'e r d c, vt C V �`h� �I r( D a 1 � � c - e V v.% C� -e, Y- N G c S'} t c, U vin I v\ 0 - v C� 'n C iGr, i p ► o `� 5. la 4 0-yk 1 00 If 7 Inspector _ Date: Q,j l� s. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 77 z �z �W �U 00 Co a W= N tL W O 9 E U. to = �W Z F- Ir- O W ~ W U� O -. 0 E- W u" O .z W v__ o� z INSPECTION RECORD � Retain a copy with permit b ( S' INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of Inspection: Vq IDale Address: Called , S. /0 Spe ial I structions: Date Wanted: Lj / DS p.m. Requester: TcImf pp Pho L" I COQ Inspector. 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: Z ' W JU U to D W= DLL WO 2� L L co d. = W ? F- z ° W U� O N o�- W UJ U- O Z' W F• _ O Z INSPECTION RECORD ` ! Retain a copy permit INSPECTION NO. PER rr S � CITY OF TUKWILA BUILDING DIVISION 6300 SOLA9center BIvd1, # Tukwila, WA 98188 (206) 431 -3670 Pr ject: "o— Typrotf Inspection VIM J14 - Addr s: �� at Called: Special Instructions: Date Wanted: I afV, p.m. Requester: �)' X one N� 1 1 7 N pproved per applicable codes. ffc required prior to approval. COMMENTS: 1 J Ins tor: Date: 1 - - 25 .00 REINSPECTI N FEE REQUI ED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., Su' a 100. Call to schedule reinspection. Receipt No.: ' I Date: Z ,= Z ~ W UO 07 0 C0 LLI J x �U_ W U. C0 = W Z F_ W F_ W U O �H WW H u. O. I LI Z U =, O Z INSPECTION RECORD INSPECTION NO. Retain a copy with permit 7 PERMIl� CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P j �� Type of_p.spe tion: Mrs M �0r/ Al ddress: 3 �Iz At'c�rrrr� Date Called: s Special Instructions: Date Wanted: 2- / Requester: 1 Pho a No: � - y X Approved per applicable codes Z Z �W -j L) UO Co 0 w= F- U) 1L w LLQ (a = f- W z WO UJ �p oC oI-- wW H li. O: iU Z co O ~. z FI Corrections required prior to approval. INSPECTION RECORD' Retain a copy with. permit Og INSPECTION NO. PER N CITY OF TUKWILA BUILDING DIVISION 630 uthcenter B V Tukwila, WA 98188 (206)431 -3670 Pr Type.,of Inspection: A ddr ss:� 7G '? S 14C�Arvl ed S. Date Called: U I Z (ZO .� Special Instructions: Date Wanted: a.m. r'Z Z� �� p• Requester: ` Phone No: c-20& 723 1 1 V96 , Approved per applicable codes. Corrections required prior to approval. r/ � f dtl - lli� ., 1 Inspe or: Date: O $47.00 REINSPECTIO FEE REQUIRE . Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: I Date: z W� UO Co 0 co W J H N LL. WO LLQ co d =W Z� Wo UJ �O U a it W W �� LL Z L1J U =. .O F- z f 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 Pr 'ect: 9 Type of q pection Ad ress: -A `` Date Called: r (/ Special I structions: Date Wanted: _- a. . Requester: P 6 0 N o: Approved per applicable codes. Corrections required prior to approval. f COMMENTS: � U v C C¢� v 0"� 'Q - b to S v Low o Inspector: Date: / D Receipt No.: Date: $47.00 REINSPECfION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z z W JU 00 W= �L W Ei L � � = W Z H_ O Z F— �O O co, o�. W W �Z co Z INSPECTION RECORD Do+_l7� Retain a copy with permit INSPECTION NO. P N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: C Homes of Inspection: I T,,, r .m o wns ouis Address:��, 4 �� m aCa j � j Iii Date Calle : �� Special Instructions: Lot l�-�✓1 . Date Wanted: m, A ..... .... t -5 p.m. Requester. TO Y1 Phone No: z 06 - 2iL6 -- 4g8.� Approved per applicable codes. Corrections required prior to approval. t , �w i . . C ' { i t i f , IN • Y i 4 s o Inspector: Date: 1 i $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be i paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: i • mnaiar — ar - Z S E' �~ W J U' UO to o J = NU- W LLQ co =a �W ?_ F- 11-- O W LLJ U� O N OH WW F-� LL O W U = O X. ~. Z O ,' _13 1908 t r /• � city of Tukwila 4V Steven M. Mullet, Mayor Fire Department TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Approved with correction notice issued Sprinklers. Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: rized Signature FINALAPP.FRM Rev. 2/19/98 Thomas P. Keefe, Fire Chief Date T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 a Fax: 206 -575 -4439 z ~w 3 UO NO C0 Uj J = I-- 00 LL WO } �J LLQ ND = �W Z H HO Z I— W W U� ON 0 F- LU W 2 I- u. O z W co O Z I F7 The next image may be a duplicate of the previous image. [� Please disregard previous image. F Please disregard previous 2 images. ❑ -lease disregard previous 3 images. _j Z L D 0 0 U) 0 CO) W LL 0 CO D LU 0 R W LU 12 -5: D CO: 0 W LU . LL O. --z UJ CO 0 Z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARfiHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. o:j ,. J: -�-- ;-- - •- 1908 O , V City of Tukwila Steven M. Mullet, Mayor Fife Department Thomas P. Keefe, Fire Chief TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM oprin : ; Fire Alarm: Hood & Duct: Halon. Monitor: Pre -Fire: Permits: ZuL— iorized Signature Date FINALAPP.FRM Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 Z Z �W dd JU UO yD C0 W W = C0 LL WO LL Q C0 a 2 W Z F- O Z F- W U O �. OH W 2 F- H L O Z W co O Z . �. _......._,_�___a..____�_�_._ -�. �..............- w... u.. w...-..-._+., sar_ ss. s... r a.^:%. rsiJ7�-:. t3�:,..:..,....... v..-._._.. n........: �_............-. ...:............_.. rL..-.......__.;.._..._.... n_ �.,+.... n.. �... v...--.. ,._.:v.....a....,�_,....�__.. _,.. _.. ,...v ._.._ t � t 09 (.Lm ru ) . � a ,£L•tl 3.81,£SsON Z7 £9 •9l 3.0k ZO.6BN 17 mss -V _L*. 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BUILDING PAPER VIER SHEA'T'HING PER PLAN 6" MIN. z �zu_ TIGHTLINE <(V- STORM iO DRAIN O <(< IF REQUIRED' • f C� �1L. nv AYg, 1 I"d0�"fC allci ' C ►"ta 'Tl�•i�' ci p �� �,�1v� �` J"q► 'fie 'i vt . _ , y RECEIVED orA Tf ai) • JUN 0 2004 MAY 2004 PERMir csto TUKWIL.A PUBLIC WORKS d a * . 1) d lo 173 .dl.l'.: ••n I L 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T. � G. PLYWOOD SUBFLOOR GLUED 4 NAILED FLR. JSTS. PER PLAN P.T. SILL PLATE $ A.B. PER SHEAR WALL SCHEDULE AND /OR FOUNDATION PLAN 6-MIL. BLACK V. B. �- •II a o o o z . �.. �. r: y...: r.:.,... �...,. a.... y.::. i. v..... at .....;✓..d:.:.�:.w1+'w......i •..; �.:: 1J�.::. ur' ir'« iGn... a• �,. r..•C_nev./.yu:d:a...'�iva:s`.: '.r.L•c:,l.:� {�1:vYu'wS'uwiw:o7 v:i::.,.;..:....�•. 4" VIA. PERF. FOUNDATION DRAIN Z z W WI D UO U) 0. w= N LL W O u- Q' U = �W Z H F- O Z F-- 5 U� O o t•- WW ~ k LLi Z U =: O Z JAIJ- 10 -2Oa5 11:43 FROM: T1 376 9780 P.001 - SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners ROBERT J. DAHMEN P.E. 2901 South 40 Street, Tacoma, WA 99409.5697 BRENT K. LESLIE, P.E. Telephone 253.474 -9449 ROBERT N. ERB, P.L.S Fax 253. 474 -0153 RANDALL C. HAYDON, P.L.S. Fax Transmission Sheet To: Crescent Homes Date: Janus 10, 2005 Attention: Ted Chesledon From: Ed Brown Fax Number 425.271 -7473 Number of Pag (including Cover : 1 RE: 2200 Plan —13512 43 Id Avenue South „Tukwila, Washington Documents Transmitted. 7) 2 _ Remarks: We are providing this letter in order to clarify the following items from Inspections #6 and #7 on the 2200 Plan: • Detail 301 shows the bird blocks installed vertical. It is structurally acceptable to tilt them out parallel to the truss top chord. A Simpson RBC clip should be installed on every other block attaching it to the top plate to provide the required shear transfer. • Detail 303 calls for Simpson AS clips to attach the ends of the outriggers and truss braces. 2 -10d nails may be used in lieu of the Simpson clip if desired. • Detail 403 indicates a lateral restraint panel and requires that the concrete stem wall be installed as required to limit the panel height to 3.5 x width. Since the panel width is 2'- 0”, the maximurn distance from the top of the stem wall to the bottom of the header should be limited to T -0". L •� ,p g _s �� NA1J Ir , If an Incomplete transmission has been received, please contact our office at (2531 474.9449 Hard Copy: ____ Will Follow Hard Copy: Will Not Follow RECEIVED FEB 10 2005 B UILDING DEP ARTNICNT z �z GC � D UO to 0 U) CO W w U- co 1 �w z tr O z F- W U� ON off wW LL —0 w z U N H= O z FED - - 2 oos 1 6:14 FROM. Ti , 2o6 E.P. E ggs P1001/00i SITTS & HILL ENGINEERS, INC. A Professional Engineers and Planners ROBERT j. DAHMEN, P.E. 2901 South 40"' Street, Tacoma, WA 98409 -5697 BRENT K. LESLIE, P.E. Telephone 253474.9-149 ROBERT N. ERB, P.L.S. Fax 253. 474.0153 RANDALL C. HAYDON, F.L.S. Fax Transmission Sheet To: CRESCENT HOMES Date: February 4 2005 Attention: TED CHESLEDON From: Ed Brown Fax Numb 425 -271 -7473 Number of Pages (including Cover): 1 ti RE: CLARIFICATIONS FOR LOT #6 SARA VISTA, TUKWILA, WA Documents Transmitted: 1) 2) Remarks: We are providing th letter in order to clarify the following items: 1. 40 posts off center in two areas. Based on conversations with you, about half of the post is bearing can the footing. Since the post is supporting main floor loads only, a 20 may be sistered on to the side of the past to provide additional bearing area for the footing. The 2x4 should be the full length of the post and be attached with 1 f►d nails at 3" on cantor. 2. 4x6 post under double joist at stairway missing. We understand that a 4x10 beam has been installed instead of the double joist called for on the plans. Based on our analysts, the 4x10 beam is atloquate to transfer the point load from above to the adjacent footings. The 4x6 post may be omitted. 3. The Simpson A35 clips shown on the shear wall schedule are required for additional shear transfer only if the plywood sheathing Is not continuous over the rim Jolst and attached to the mud sill or top plate of the wall below,. We understand that you have lapped the sheathing over the rim joist and thus would not require the additional A35 clips. Please contact our office If you have any questions. t�,Y,L •Q �� 35ti39 ,�� 44, 7 Y F)cp!RE ' d 0 70 � If an incomplete transmission has been received, please contact our office at (253) 474.9449 Hard Copy: Will Follow Hard Copy: ,_,_,.,,,,,,,,, Will Not Follow FEE EIVED 71o 44%. `1 3 FEB 14 2005 DEPARTMENT z W I t W JU UO 00 J = H NLL w O 9-1 U. Q Nd = w z t-- Zo w 25 U� ON o t-- wW U O iii z U= o z CRESCENT HOMES BAY DEVELOPMENT COKP, 47 -5 Pontius Ave. N.. M 1 25, Seattle. W yg 1 Uy 206.-323 -6656 (Fox) 206. 323 -6762 FAX Z �-- W J u: UO N 0 J H LL. WO U. ca d �W Z x. zO W � o U O— 0H W W u. O .• Z W O F " Z Paw Pawl O•rw 'I wm eel 0 0 Por R•WSW 0 Nlor• Conw1010 0 MWAM R.oly • C•ww"llls: ,�. DEC 2 0 ?004 BUILD!NG , may LOr '� QG�L w• `'}- D vLA 1 Z Z �-- W J u: UO N 0 J H LL. WO U. ca d �W Z x. zO W � o U O— 0H W W u. O .• Z W O F " Z SITTS a HILL ENGINEERS INC, Professional Engineers and Plan ners ROBE DAH MEN, F.F. 29o1 Sowt. 4o ,Street, Tenome, RYA 98409 -5697 B RENT K. LFSLIE, P.E. Telephome 253•A74 -x.49 R04CRT N. ER9, P.L.S. Fax 253.474 -0163 RANDAL•L C rtAYDON, P L.5 Fax Transmission Shest To: CIU of Tukwila .� Date: October 20,204 Attention: Jinn Dansws From: rood Brown Fax Number: 42S.27 [ NumborofPa"e L1ncI y4 In9CQv9Q:2 R F Sera Vista Lots S and fi - Tall Foundation Walls - Site Specific Letter Documents Transmitted: -- 1) 2) Rwnarks: Pub1, Attached is an alternate detail for the foundation walls for the Crescent Morriss 2200 plan. These plans are being constructed on the following Lots: Lot 05 Sara vista -- 1.3512 42' Avenue South, Tukwila RE Lot 06 Sara Vista 13425 macadam Road South, Tukwila The attached detail is intended for these two locations. DEC 2 0 2004 BUILDING Plssse contact our office If you have any questions DEPARTMENT �►I.,LE�- r. 'V A� � 3g639� Wit_ If an Incomplete transmission haG been received, please contact our ofRcs at (203) 474.9449 Hard Copy: Will Follow Hard Copy: Will Not Follow Z =Z �w 2 D 00 co W J = 0L. w 9 z LL a co D = Cl �w z z� W U O N. 0 F- wW 111 Z N O z I Re- .n DroMna sul'Ircl or Ae•l!.iy ALTEiiM1ATE STEM WALL DETAIL JI i r 10) �(11) , 2 CIA vv fg) J 1 :Q. 04 TO � c = ��: 3Qlt✓r NO. n Onto— _ T — . eiC; CK NOM 1 WE PINE NNUNG PER S WALL Cr:Hfvuu 2. F L OOR SHEATHING 3. FLOOR .01STS PER PLAN 4, (2) +4 BARS COgNUOUS (4T TO P) PRO IUE it AT 10' O.C. HORIZONTAL 5. 5/8' D1A11_TER ANCHOR BOLTS w iTli PIAtf WASHERS 0 48' U.C. • EMKI" 7'. MINNUM G. 8 CONCR STEM WALL 4RTICAL AND KPIZONTAL RUNFON,aK P ER SCHEDULE E. DOWELS TO MATCH AND LAP REINFORCENEW., ALTERW.TE BEtcCS 5. EDGE NkLINC 10. 2.k CONTINUOUS RAM H. I6d 0 8' ox. 1 2• (2) $4 BARS. CONTINUOUS RETAINED HEIGHT '4RT)rAl. REINFORCIHI; RriNrORCiv, 1 J' -O" � WS 0 : 2" 0, " �i 4 BAR! i 0 10" 0 B _ O R 04 BARS 0 I B" O.C. ; 9AR. 0 10 O.C. RECEIVED DEC 2 0 20C CEP, RTME f >r[es[tnt�r uT noun &01 LTER FOUNDATION S TEM WALL A �: ► ' s H •I i :� rsulcif -, c; E na nt?e ��l'• .:� 6;'• �'i frrgi•t:, v /p:ltir.c:a� fIf{4f,'9 Zbg..d:c- ;boa iIT.E P:o;er' No D:7wn i1 SAY DEVELOPMENT 11763 @.N.r,., y :0! E -tree: S PLAN 2200 VU /04 O.Iil. Z '~ W JU 00 N cl J � NU- UJ 0 J U- � 3: UJ Z� ZO UJ W U� ON o�- W H LL Z tJJ U= O H Z T0: 253136;, 30x,8 � . OE2� 4]E1 4. Rev, on ororinq sub) - l of a&aslor A STEM WAL DETAIL R � vl � f�OQ 0016 .u v. ES. 1, BA;.E PLATE NAILING PER ShEAR WALL SCHEDULE Z. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN 4. (2) 14 BARS CONTINUOUS (.AT TOP) PROVIDE 04 AT 10' O.C. HORIZONTAL 5 . 5/8" DIAMETER ANCHOR SOLT5 WRH PLATE WASHERS 0 48' O,C. — EMSC:: 7 MINIMUM 6. S' CONCRETE STEM WALL 7. VERTICAL AND HORIZONTAL REINFORCING PER SCHEDULE 8, DOWELS TO MATCH AND LAP vourN, REINFORCEMENT, ALTERNATE BENDS Q. EDGE NAILING 10. 2x CONTINUOUS RIM 11. 16d 0 6' O.C. 12. (2) 14 WS, CONTINUOUS RETAINED `/ERTICAL. HORIZ HEIGHT REINFORCING REINFORCING 13' - 0" 114 BARS 0 'Z` j4 BARN 0 10' O.C. Ox, g •�• J4 BARS ® 18" _ #4 WS 0 10' O.C. O.C . .._... #4 WS A 'a" _. � � BARS Q 10' O,C, OX. A 1 �4 �S'CA LTERNATE FOUNDATION STEM WALL. ' L E: N,T,S. Sitts & H,I C�nsul , Engineers ''90 Scutn 401n Strest, iccoma, Woshirg;on 98 253 -474 -9449 MTLE Piojece No Dr°wn Steel BAY DEVELOPMENT tt763 �.r+JL. We Engnear SK1 -1 PLAN 2200 110/04 B.R,L. Z � W UO U) 0 cl) Ill W = F— S2 LL W } O } �J t� Q N� = �W Z H 1- O W ~ W U� co 0 I— W w H� W Z U= O Z e V FPOM :COMPUTER SONICS j, MAR-28 -2004 02:17PM FROM- KRAXAN AND ASSOC +425- 485 -8837 Mar. 30 2004 03:50PM P1 T -398 P- 002/004 F -015 1<XaZan &ASS0CIATES,IN 1- C- GEOTECHNICAL ENGINEERiNG . SNViRON.Ni NTAL ENGINEERING caNSrizt;crloN T EVIEWE OR l CODE COMPLIANCE Marsh 26, 2004 Project Igo. 066 -43049 A�'.PROVED Permit itio. M102 -156 Mr. Bclizud C hauhdry JUL` 0 8 2004 SARA DEVELOPMENT, INC, Y.O. Box 5544 1 _ Z & — Ken Washin ton 98064 r " nc ,-r �E� g ity Of TUkwila T'rK�yn a R>c: Final Letter Regarding Earthwork on in •S G DIVISION 1; , 8 Lot Subdivision (Previously Proposed 9 Lots) Macadam Road South r'fi�•n ccjr��� Tukwila, Washington Dear Mr. Chauhdry, At your request, Nve have prepared this Oral letter for the individual lots, within the above referenced subdivision, to address the earthwork construction associated with the development of the site. The earthwork is generally complete. Construction of the single family homes has not yet commenced. Yjazan & Associates, Inc, performed periodic, on -call geotecl•,nical special inspection and testing services (as requested by Sara Development, Inc.) during earthwork construction. The geoteclmieal special inspection and testing services for this project included: • Preconstruction Meetings + Observe and Monitor Excavation (Storm Det. Vault) + Observe and Monitor Temporary Cuts (Storm Det. Vault) • Observe and Monitor Dry Season Grading • Structural Fill Placement and Compaction • R.eintbreed Concrete (Storm Det, 'Vault) • Soil Bearing Verification (Storm Det, Vault) The items that were inspected during our periodic site visits were in general accordance; with the original Oeotechnical Engineering Investigation Report KA Project Ni o. 092 - 01004, dated February 20, 2001, any noted engineering revisions, and the approved plans and specifications. The special inspection for each individual lot is as follows: • Lot Y: .Lot I is designated as a cut area for the building site. Topsail and organic soils were removed during site clearing and grading, The single - family residential structure location or structure design was not finalized at the time of our site davo1oprnezn1 inspection work. Based on the grading plans structural fill was not proposed for Lot 1. Suitable footing subgrade for the single - family residential structurre should be verified by inspection. This is the responsibility of the contractor performing the constnteiion work for each individual lot. e Lot 2: Lot 2 is desipated as a cut area for the building site. Topsoil and organic soils were removed during site clearing and grading. The single - family residential structure location was not finalized at the time of our site development inspection work, Based or the grading plans structural fill was not proposed for Lot 1. Suitable footing subgrade for the single residential structure should be Offices Serving The Western United States 1501 15`� Sneer NW Stiitc 106 • Aubuiir, Wachinston 98002 • (253) 939 -2500 - Fax: (253) 939 -w556 .f F' � llcr.0• FAX N0. :2065750337 Z Z � D UO U) 0 co W J = to u~- W O Ua to D = C% f. W ` Z tL H O Z F- 5. U� 0 00 OF ww O ui Z N H O F- Z FPOM :COMPUTER SONICS FAX NO. :2065750337 Mar. 30 2004 03:51PM P2 MAR 26 02:18PM FROM- KRAIAN AND ASSOC +425- 485 -6837 T -398 P.003/004 F -015 K A project No. 066 -03043 March 26, 2004 Page No. 2 of 3 verified by inspection. This is the responsibility of the contractor performing the construction woric for each hidividual lot. • Lot 3: Per approved grading plans structural fill was placed on Lot 3. In place density tests (Compaction tests) were performed on the placed fi'l during our periodic sire visits. The soil compaction generally met the structural fill compaction s-pccifications. The compaction tests results are for the date and time of our visits only. The single- family residential structure location or structure design was not finalized at the time of our site development inspection work. Suitable footing subgrade for the single - family residential structure should bo verified by inspection. This is the responsibility of the contractor performing the construction work for each indivicual lot. • Lot 4: Lot 4 is designated as a cut area for the building site. Topsoil and organic soils were removed during site clearing and grading. The single - family residential structure location or structure design was not finalized at the time of our site development inspection work. Based on the grading plans stmotural fill was not proposed for Lot 4, Suitable footing subgrade for the single- family residential structure should be verified by inspection. This is the responsibility of the contractor performing the constriction work for each individual lot. • Lot S: Per approved grading plans structural fill was placed on .Lot S. In place density tests (compaction tests) were performed on The placed fill during our periodic site visits. The soil compaction generally met the structural fill compaction specifications. The compaction tests results are for the date and time of our visits only. The single - family residential structure location or structure design was not finalized at the time of our site devc.Iopment insreeti.on work. Suitable footing subgrade for the single - Emily residential structure should be verified by inspection. This is the responsibility of the contractor performing the construction work for cash individual lot. • Lot 6: Lot 6 is &signated as a cut area for the building site. Topsoil and organic soils were removed during site clearing and grading. The single - family residential strucr re location or structuve design was not finalized at the time of our site development inspection work. Based on the grading plans structural fill was not proposed for Lot 6. Suitable footing subgrade for the single - family residential stn:cture should be verified by inspection. This is the responsibility of the contractor perfomtutc the construction work for each individual lot. • Lot 7: Per approved grading plans structural ;till was placed on Lot 7. In place density tests (compaction tests) were performed on the placed fill during our periodic site visits. The soil compaction generally met the structural fill compaction specifications. The compaction tests results are for the date and time of our visits only. The single - family residential structure location or structure design was not finalized at the time of our site development inspection work. Suitable footing subgrade for the single- family residential structure should be verified by inspection. This is the responsibility of tl:c: contractor performing the construction work for each individual lot. • Lot 8: Lot 8 is designated as a cut area for the buildinn site. Topsoil and organic soils were removed during site clearing and grading. The single- family residential structure location or structure design was not finalized at the time of our site development iztspectian work. Based on the grading plans stmotur31 fill was not proposed for Lot 8. Suitable footing subgrade for the single- family residential structure should be verified by inspection. This is the responsibility of the contractor perfarrning the construction work for each individual lot. KjtAZA.N & AS,soctATlrs, INC. Offices Serving The Westcrc United States Lary KnY Lanw.n4 . i Z w 5 00 C0 LLJ J H CQ U- w LL � = w Z 3 Z� LLJ w D0 ON 0 t-- wW H tl. O Z U= 0 k- Z 'FROM :COMPUTER SONICS MAR-26 -2004 020 9PM FROM- KRAZAN AND ASSOC +425- 485-683T T -398 P.004/004 F -015 KA yrojcot No. 066 -03049 March 26, 2004 Page No. 3 of 3 The inspection and test results are valid only for the dates and locations documented in the field reports. As surficial soils are exposed to wet weather, there will be a gradual deterioration of the upper f6w inches of material. This should be expected and all footings should extend beneath the moisture disturoed surface material into underlying dense soil. All water softened soils should be removed from footing, slab axed paverzent areas. We hope that this letter provides the information required at this time. If you have any questions or if we can be of further assistance, please do not hesitate to contact either our Auburn or Woodinville office at (253) 939 -2500 or (425) 4$5 -5519. Respectfully submitted, FAX NO. :2065750337 Mar. 30 2004 03:52PM P3 z Z �W 2 D J U' UO w= H CO U- W O LLQ U� = CY f.. W z h- H O W 5 U� O� W W. H u. O tll Z U N H 2:. O z KRAZAN & ASS TES, )INC. is Behrens, L. G., E.G. Sean L. Caraway, P,T Senior Engineering Geologist Geotehcnical Division Manager CB /slc it k �w w 0 �j. KRAZAN & ASSOCCATES, INC. Of#ices Serving Ttte Western United St atcs LaG r al LCt1ot.Odc I LLD /, ,is ociates , I nc , ........... .. . . ............. . ......... .. . .. . ...... .................... ... [.*N('ANllV11,1G • FN,'lP.UNmuqrm T!.!,TlN(', i\Nl:l l.Nf';lTCllC'N DATE: Z2� CONTRACTOR: .. PROJECT ft: .......... !? oq . .. ... ............. .. JURISDICTION: ...... ....... PROJECT. _9 4 S 1 PERMIT #: ..00ATION: INSPECTOR:- - h .. ............... •- 1 KRAZAN PROJECT MANAGER. ........... WEATHER:_ Scrnn SPORT N( D . ............. . . .............. . ..... . ..... . . . ..... ........ . .... ...... well-r-- to r kl;'A V L. t &l A lq� I S4 dl—:-• Vo 1 0- 4 V'- C 3. + 4.4t.C 44 L-V""'oc " � a ." 12Zp"4-- A i V,,-, re - ferO�r S �-4 j e !�t -'L k' / 0 +t, /'Z 61 • � 4C.4;e ••4 9 17 rr%J- G- 4 c� -r / A, 4L"c- 6cc, VaiA4=.vim, on 4k e— 6a 4- z•+ r4l OF MA Y �11 I the t')unt of my k r c1go. S N(,'.)T [:I("f Superintendent /Representative: cI 1'(-751a- li'okoiWiolcf, ("A . r.3.' - 108 (1560 633•,?.X10 5on Jost:•. (,'A 951 7. t" 0111".11 it:'. 9:'4 11,11M1 ItiOl - l6th St. Ws'S )uitct 10,5. At;hjrri. 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Comm), CA 92880 0 1 • (909) 549088 -1231 Foster Ave., Nkersfield, CA 9.3308 • (6611 633.2'2(10 1501 15th Street NW, & Auburn. WA 9800, • (253) 939•2500 IN'S t000 1 Avo. Sre. 2 Modorto. CA f/5351 • (201)) 572•2200 20714 State Poule.305 N.C., Ste. .3(:, Nulsbo, WA 96370 • (.36(.2) 598.21 545 Nitwit St., CA 9S I 1' • (408) 271.2200 13434 N. E. 1 7 7th Phre, Woodhivillo, VVA 980' • (425) 445 -55 1 ? rommorro Circlr q. CA Q M 7 0 1 sr,4 700 I I q I I N F 101rd Aliamin thnt•rinvor WA 70 . 1 Z.1-- ,, 9110 Z 3: Z LLJ 2 D 10 00 Cl W W J C0 LL 0 Ei LL C% W z 3: 0 z �— W Uj 5 0 CO 0 0 H W W 5 LL 0 Z f1i C0 0 P X 0 Z i & Associates, Inc. ` i:,rc�rr.�:nrnr C•ru;utrtrairt�; " Et'a! {Itc'ir•IrJ {!'.t'J1P.t fa Cor -j. iwt!r:t!r;r'1 Tr'.mr4c, Arn! INSa'rt;flr;;r1 f )ATE: ... G� .... -. G . 7.. W.. 0 ...... I ....... 11 ................ ............. PROJECT#: ... ".... t �".'` . ....... ........,.... .......................•....... PROJECT: F..zeC — KHAZAN PROJECT MANAGER: COME �Tld, REPORT NO 4373 CONTRACTOR; ....... /...'...! .............. ............................... ..... ............................... PERMITNO : ..�. -G ........ . ................................................ ............................... INSPECTOR: r���L�'.�'�'' .................. JURISDICTION:.,,, ... . . WEATHER: C•. �� - - ^ .............. T,EM.P :,....7 i _.. _............_ ................_ ..............._._ ..._......._....._......_.. --- ._._....._...... ....:....__..._...._........... .._.._.......__.......__....... __ ....... ... . ............. . . WASHINGTON DEN SANDCONE L NUCLEAR TEST I. _ OTHER ........... ............. .................. 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I............... ....................................... a.................................... ............................... - _ .................................................. ......................__....... ...... ........ ................... ....... _.......... .. . .... Test Elevation t_ocation(Cornments) Curve I Mode 8: Density Most Percent Required Depth °� Compaction ....... ............._................................................ ............................... ....... ............ .... ....... _ ........ .,................. .............. • ................................................................ ............................... �' 7-K-.... f t ....% .�' ........ �.��?... Y .�.. .. ......... .............. .. ..• ........ .. .. ....... 2._ rrr., li. .�..............7.............. - ._... __.........._._� ....�........... ... ...... ... _._ .........: ....... _..__ _. r p.L_..._ *.....L- ................C��'1J... ..r!d/.... _..t._t (Y_.L..�G. ��� 4!.... .. s .. -. _...__ +Z ��... .... . .. .............. �!� ........... 7 #.5..........:... 't' - .._...c�1 ... a: 5. .....!...7 ................ /_z-: ....... V-1 ........... _.. .- - X11. ._ _....._... �... . ...................... . ......_.._.._ Z. �t17.. �. 1!` �2..- I '-- rr.._..... r �_ .............._....( �77.Zr- ......�...��_�.........' S(...' �':. ._.'......./�T.............� - -. I ' �.c ` . #.� r�'TaZ,..0. .- ..........�- T�....I.......�z. �. �.._! .1...._........... �...1. _ ... . -. !.... C ,......... 1_.......... ............ ................... ''/c '� r. ..._C ... L�?.. . _.... .._ ` - �p.... /__z..... �. _.. /.��.. _.j... _...` _._. . .......... z:...... ' ...Il. :. _... /_� _ (. .5 .......... _.. ...... ... _ . a�.......)' ..�...,_ r....' 3 .........c.rZ- ............. ��' /.-1.......t .? _..'.' ... !�4 • d ............................... ..................... . ........-�... (..:..Z.- i.......���t.'.. .. . /Map o ation: Curve Test Mothod: ....... ..... -_- _.._ ..........._ ................................... ................ Attached U on Backside ` HOURS Daily Avg. Std ;..D SC.PT........�........ IN .............._CU _..._._ ST.. .....i.....QT............_Mll.. �..� Plans. Sheet# �,Courtt pensities........L- .'t- -_.rg. ! I... ...........................................;............................... ..............._............... Daily Avg. Std I C aunt .. moisture . �J To the best of my knowledgt:, the oboe WAS NO T pe in Scor dance �i the approved plans, s e if'ca-tlans, and regulatory requirements. P :itperintendent /Re prose ntative: Tech '-ian: / I 1 e�:. 7 21 West' Dakota Avenue, Clovis, (:''1936 12 (559.) 348 -2,00 226 N erman, Ste. A, Carona, CA f'880 � (709) 549 -11.88 4231 Foster Aw'!., Bahers6eld, Cat 93308 • (E61) 03- ?.201) IS01 15th Strect NW, 4 Aut unL WA rb9gU� • '53) !)30 ?.500 i0 ?..S Lone Palm Ave. Ste. 2E, A1adrsto, CA 953.5 1 • (709) 572.2200 20714 State Route 305 N.E., Ste, 3C., NOW, 4 A 983" ") • (360) 598.2126 545 Parrott .St., San Josh, CA 95112 • (40P) ?.!1.22(10 13434 A E. 177th Place, Woodinville, WA, 98074 • (425) 485 -.5519 123 Commerce Ord(% SilVIRMen(a. (A 95815 • 19 16) 564-V00 11913 N. F. INat Awmin V,errno m6, WA 9? :ver. • (36111 254.37nn M'••""" = 9�Pi�R:.onn+.arx�rrsm+�b -'�"r +ny ' �L' a"'% wwaM�snn++ �n" !ywr»h'flf BgrXrN�f r +"r' , r.'�'�e . a nw{n'w m+�,...m.:,vww+ i z ~ W JU 00 �W W� Cl) ( w 9� U.D T =w Z— F- 0 w U N OH WW HF- O z U= O F-- z `�c� & Associates, Inc. GCOINJI FviC lMl rrnn, Eravlr ?r, InlnACt.ltnl, kr1(:Irvtcrlrar, C:C)11 }1R ?IICnon 11.tSuw; Aim IF•ISPff,:tlr_lhl PATE: �.. � (. � _••... 01 ............... . . . i i P 'ROJEC'T (.1:..... �,.. �' ......�. 3...�..��. � ...... ............................... . PROJECT: ..S�c.I C� ..Ul.} 1 �c. .............. LOCATION: f 3 / 4 1 7- . ... --/- . ........................ KRAZAN PROJECT MANAGER: ...... COME ^'TIO REPORT NO 4423 CONTRACTOR:. �� .. /.....`.�...........�:..��J` j�',cf c rl °ti' . ........................ _. PERMIT NO: .......... ............. . INSPECTOR :...'..... I :� -�.` �'y ......................... rw.. JURISDICTION: ,.- WEATHER: ........0 R _I WASHINGT DENSOMETE L.a SAND El N UCLEAR TEST I .. LOCATION MAP X , / T NOTE: Separate C._..� Paved Areas (circle one): Sub /Agg /Asphalt report S/B use for each item Pad (s) -� rz, r Gt7� 3 ?15 West Dakota Alrnuo, Clovis, fa 936 12 # 15591 348 2200 4'31 foslerAvv, NraAosfir:ld CA S13308 0 (66U 03.2200 1025 L.1•rne Palm Ave. Ste. 2F, Modesto. CA 95.351 • (209) 5r2- 'a °.00 545 Parrot St.. San.losv, (:A 951 I 0 (408) ? 1.2200 r; r ......nr, -n r'orr.. G.: ..mnnl, I ^ A ac R 1 c . MINI ................. ............ . TEMf':...../.�...f ............... OTHER .... ....... ................ ?f N. Sherman, Ste. A, Carona, C.4 92880 • ('909) 549.1188 1501 15th Slrtt P NW, 1 Auburn, IVA 980.2 a (253) 939•2500 20714 State Route :305 N.E., Ste. A., Poulsbo, A 98370 0 1'360► 598.21211 13434 N. E'. 1 1 7 th Place, Woodinvillr., WA 98012 • (415) 485•5519 1 1014 AI l• 1111"1 IAM 0A."'97 . tur11 ?r,d_ z S '~ W 00 Cf) wi J H S2 LL w U. Da �w z� �O z r-: W W U� O N 13 F—. w LO .z W U= O H' z / I I L( I N I C. A I. N QI N L f. I IN( ENVIKOP41'1)1-4 1 1 1L. r rp At4p DATE: -_ALL - •----- ._......_— PROJECT #: . ... .......... ............ I ........... U; 3;0, IV ...00ATION: KRAZAN PROJECT MANAGER, -LU ffl=POK Inc. CONTRACTOR: JURISDICTION: PERMIT #: INSPECTOR: WEATHER: 00 rrrag I NU: L) 0, ... . ............ ............. ....... _. Tff.M.P:..-.--.-Y . ...... 44 4le c / 30 —;�.oeorel 4-b 1 o e'l C .0 6., kej "7 4e top rr (A -") rz>= �u- all V O i Al I•', re- Uce 4�cF 3 s4 3 -f j � j ,, e V rl m 4— 07 SVIT -V-C4'�f ka.- kl / -1 - k - v;a k r s+; -4; II 5 4ie- c" i n jk �' weJG, .- -6--> avo t) A d reAew re, - Vo I ICU -V s Wei y � 'I thi•l Ixg-A of i riv knovolcx1c. o. tl *o atxrv- In ac.cordancx.. with Ine applrc.-vc. pk.ms, and rc!qulcifcry r(?CjLilfern(.a nts. Superintendent /Representative: C)oknlu 4*.'.lov ' CA fosfot Avo.. (66 1) 03 3. M F :if , N (-'A 4j; 11;% ',3 C orroww.'a -'* iick'-?. CA 9,M 16 Hli"':koll 4 "t. lk Q1 11 1(742 Aubuw' IV 1(1501- 14144) NE 411--.30(l i V;A t2"?o 19 IVA 2, Rm wwl Et Fll'mke Mac R;1will moms==== z Z w U 0 0 (0)a C0 w W Cl) LL WO LL D Cl LLJ z = 0 z �- W W 5 C0 0— a � W W L) 0 z lij (1) O z COW "TION & Associates, Inc. REPORTNO 4361 ............ .... . ....... Gr( MCI 11 A I ['14G, I N I I rwi(. rj\-ircii-iivii W I Al. FNGINt.lT. It-sumn, A•jo lnr;prcuop-i [.)ATE: Ct'g . ...................... .. ....... ...... .ROJECT#: � I-ROJECT: tOCATION: J q ,w KRAZAN PROJECT MA14AGER: CONTRACTOR: ..... .............. PERMIT NO INSPECTOR: 11RISDICTION WEATHER: TEM ..... ..... ............. .. . .............. . . ..... ..... ..... . .. ............ . ........ WASHINGTON DENSOMETER SANDCONE NUCLEAR TEST . ........ . . OTHER .. ............................... ... .. .......... ..... ....... . ... .............................. I ......... LOCATIO�_MAP .... .. . .. ................ .... . . ........ NOTE: Separate J Paye� .. Areas (circle ore): . ..................... .... --.- ..... . ........... . . Sub/Agg/Asphalt ........ ... . 3 report S/13 use for .... . .. ....... r .. . .........................I..... _ .................. . ................... .... G.-- -f 3 ....... . .......... .. ................................................................. each item �•- Pad (s) ... ...................... ........ V (209) 5,"2-2ZOO El Other .. .........._...._............... • (360) 598-2 ........................ ............. ... ... Ej Trenches (circle one): . .. ....... ... ...... ... .... ... .... .. ....................... Water Storm Drain Utly / Irr. ..... .. )C2- . . . .. .............. ............................ ..... I.......... I ........... .... Curve U nified Soils Classification ..................... ..... ...... ............ .. . . . .... .............. ................... .......... Max Dry opt Density Moisture . ... . . . . .. . .... ............ ..... ...... ..... ..-- ........ ......... ....................... ... ... ........... . ....... .. .. 11, . ......... ..... ................ ................ ................... ..................... .......... . . . . .............................. ..... .... .... . ....... ..... ... ... .. . ... ... K . .......... 4 t 0- e ..... ..... .1 ................ . ........... ...... .. J.--/ ............. .......................................................... . I .. ..... I ........... ..................... . . ... ... ............................................................. ................................................... ....... ..... ... ...... . ..................... ... .......... "**-"*"* .............. * -* * . ) , I S / .. ......... ...... ..... ..... ... . . ........ . IA..? ..... ...... .......... ... . . .. .... ............................. . .................... . ... ... .. . . . .............. .................... ' .. . ......... .... ................. ................... .... ............... .. .. .. .. . ....... ..... . .. ........................... . . ... .... ...... ... ........ ........ I ......... ................... . .. ...... .... Test Elevation Location (Corn --* -- ... *""**"*'*'*"'* -- ...... ..... .............. ........ ............ ....... ................. I ............. ........ ..... I . .. .......... .............. I ........ ....... I ......... ...... ....... I . . ......... ......................... ......... T . ...... ..... ..... ments) Curve e * Y' "M" Mode 6 Density 1 ... . ....... .. .. . ...................... . ... ....... . . .............. . .................. . .. ......... .... .. .......... ... I ................... .............. I I I . . ........... ..................... I ........... . I ....... .... . . : ......... ................................. . ...... . . . ............. ............... . ......... r c e 'n" ........ ... ............... .......... .................. t h ?X .......... ........... I .................... ..... p 4 ............................. ..... .......... ...... ... .............. .... .......... Compaction ..... ..... .. ........ ..... ...... .......... " .......... . ............ ; .............. ................... .... ................. . .. ....... ......... .... .... ..... . ........... .............. ........ ...... ............. 9 9 . . ..................... I .... ............ . ..... .... ................. . . q )0-� 5 V51 ........... . ..... ............... ( 3 ................. ...... .... I ... ........................ . .......... / ........... ... ...... ....... its .......... .... . ...... ... L Map Location: Attached Plans. Sheet# . .. . ...: ....... ... ....... ... .... ............................ ............. ... ............... ............... ................... ............. — ... . .. ..... .... ...... ..... ...... ............... ........ Curve .. HOURS r --� ........ .. ....... .. .. .. ....... LJ on Backside Moor, .... .... 1 r n MIL To the best of my knowledge, 1he above �;tiperintendent/Represeiitative: D ally Avg blu . ....... . ..... ... !.�4 ... .... ....... -r ST ............. ........ . ...... ... .. ....... Count nsifies .......... ..... ... ...... .. . ..... ... ... .......... ............. .. ......... .................... 15R.- Avg St Y ' Zq ........... ....... .. I . . .......... .... Count niolShire %-- ........ . ... ........ . ... .. ... .................... .............. ..... ... ..... .. ....... ... . . ........ ............ ................ .... .... . ....... I ........ ... - .. ........ ........ ..................... . . ... .. ... .. Perforrned In accordanco with the approved plans, specMications, and regulatory requirements. Technicia 15 West Oakouf Avenue, Clovis, Ca 9:36 0 (559) 348. 226 N. Sherman, Sto, A, Corona, CA 92880 0 (909) 5 11 ........ ... . 3 3 ..... . ..... ...... ........... .. ...... . ... ....... r .. . .........................I..... _ .................. . ................... .... G.-- -f 3 ....... . .......... .. ................................................................. � 1025 Lone Patin Ave. Ste. 2E, Nbries(o. Cil 95351 V (209) 5,"2-2ZOO .... ...... . ..... ...... .. .........._...._............... • (360) 598-2 545 Nfroti St., San Jose, CA 95112 ....... .... .................. ....... .............................. f 1-. 4 . ... ... ........ ...... ................. ......................................... .... . ..... ... .... ........... .... .. ........... ......... . ... . . . . .. . .... ............ ..... ...... ..... ..-- ........ ......... ....................... ... ... ........... . ....... .. .. 11, . ......... ..... ................ ................ ....... ......... . . . .......... ... ... ...................... . ........ ...... ................. ..................... .... . . . .. . .. ... . . . . . ..... . . . .. ........ I ............. .......... ............ ; .............. ................... .... ................. . .. ....... ......... .... .... ..... . ........... .............. ........ ...... ............. 9 9 . . ..................... I .... ............ . ..... .... ................. . . q )0-� 5 V51 ........... . ..... ............... ( 3 ................. ...... .... I ... ........................ . .......... / ........... ... ...... ....... its .......... .... . ...... ... L Map Location: Attached Plans. Sheet# . .. . ...: ....... ... ....... ... .... ............................ ............. ... ............... ............... ................... ............. — ... . .. ..... .... ...... ..... ...... ............... ........ Curve .. HOURS r --� ........ .. ....... .. .. .. ....... LJ on Backside Moor, .... .... 1 r n MIL To the best of my knowledge, 1he above �;tiperintendent/Represeiitative: D ally Avg blu . ....... . ..... ... !.�4 ... .... ....... -r ST ............. ........ . ...... ... .. ....... Count nsifies .......... ..... ... ...... .. . ..... ... ... .......... ............. .. ......... .................... 15R.- Avg St Y ' Zq ........... ....... .. I . . .......... .... Count niolShire %-- ........ . ... ........ . ... .. ... .................... .............. ..... ... ..... .. ....... ... . . ........ ............ ................ .... .... . ....... I ........ ... - .. ........ ........ ..................... . . ... .. ... .. Perforrned In accordanco with the approved plans, specMications, and regulatory requirements. Technicia 15 West Oakouf Avenue, Clovis, Ca 9:36 0 (559) 348. 226 N. Sherman, Sto, A, Corona, CA 92880 0 (909) 5 11 4231 Foster Ave.• Vake-rsfi-A CA 93308 • ((16 1) 633-•200 1 501 15 th Street NW, j7 106, Auburn, IVA 9801.12 • (?53) 939• ?500 1025 Lone Patin Ave. Ste. 2E, Nbries(o. Cil 95351 V (209) 5,"2-2ZOO 20714 State Roure 305 N.E., Ste, X', Poulsixi, A • (360) 598-2 545 Nfroti St., San Jose, CA 95112 • (40 1 -2200 1343► N. E. 1771h Placp, Woodinville, IVA 98042 o (425) 485.5519 7 , i ri•i., rd ricpi t: • Mir) 11017AI r MWd A ........., WA 0141.r') . olit"111 :".*'L4Nlf1 z Z W 0 U O Q C0 W W —J D LL W 0 LL a Lij Z �- 0 z �- W W 5 CO -0- O H W X 0 U- z C0 X 0 z 5IMP50N HANGER 56HEOULE: _I LU524 :2 LU526 ='3 LU2b =4 THA2G =5 HU526 ,TI WU525 -2 SEE 5IMPSON CATA.LOC FOR ]N5TALLATION MIT RUC T ION:. J Ivan ITEMS 5IMP50N HANGER 56HEOULE: _I LU524 :2 LU526 ='3 LU2b =4 THA2G =5 HU526 ,TI WU525 -2 SEE 5IMPSON CATA.LOC FOR ]N5TALLATION MIT RUC T ION:. J '00F TRU55 LAYOUT 113" = T -1 - 7 1 ; 04 0- - G 0 �, -�► 00 ; � � : n� t -q �• T o m -4 m Z 7C m m � C n c .:tb BMC W S T EAY F) VEL0P ME: rJT LEG;-: F&Ks 2%00 -A EGA? GAS RIGHT REVIs i NOTICE: IF THE DOCUMENT IN THIS FRAME M I THE CLEA - THIS NOTICE IT IS DUE TO.THE QUA I - it 1 Everett - (425) 303.0661 FAX (425) 252 -5308 Delivery Date: Prod #: Issaquah - (425) 391 -8000 FAX (425) 321 -2070 Order Date: T.O. #: Kent - ( t554-4yyU I Z!ad 25 () 54 -UUb� ' BUILDING MATERIALS Tacoma - (253) 582 -1444 FAX (253) 588. 4535 TRUSS BID / ORDER MATERIAL LIST � :Conf�.rxled fors yes =❑3No'r x:•. „ _,� .:- ._ -::: ` r > °;} :; z T ;'s' : a = - Fabrication " - Y , <Confirmed. :�,',fnitial CUSTOMER NAME/SHIP TO: BAY DEVELOPMENT CUST MER NUMBER: PLAN ELEV. GA (RT /LFT): 2200 -A 2 -CAR R CONTACT ! POSITION: PHONE #: ALT. PHONE # I TYPE: DELIVERY ADDRESS: PROJECT: LOT / BLDG #: CRANE Y /N: BMC FILE #: BID DATE: 6/18/03 ESTIMATOR: ALAA SALES REP.: 7.00 TOM CITY: CUSTOMER JOB #: CUSTOMER P.O. #: TRAILER Y /N: TC SIZE 2X4 TAIL CUT: PC WALL SIZE: 2X6 ROOFING: LOADING: COMP. 25 -7 -10 LABEL QTY FEET - INCHES -16TH TYPE PITCH Left OVERHANG Rig DETAIL Page # 1 of 1 Al 1 12 3 0 COM BLKD 6 12 12 A2 1 12 3 0 COM 6 0 0 B1 1 13 3 8 MONO GE 4.5 0 / 82 5 13 3 8 SPL SCIS MONO 4.5/3 0 / W/3' -5 1/2" FLAT CANT LOW THEN SLOP BC B3 5 7 0 0 MONOS 4.5 12 / W /3' -0" CANT LOW C1 1 20 0 0 COM BLKD 6 12 12 C2 1 20 0 0 COM 6 0 12 C3 3 20 0 0 COM 6 0 12 STUB 2-1/2"L C4 4 20 0 0 COM 6 0 12 STUB 8" LEFT D1 1 9 1 8 GE 6 12 12 D2 3 9 1 8 COM 6 12 12 E1 1 20 8 0 PART GE 6 12 12 9' -1 1/2" SPAN R E2 1 20 8 0 GIRD 6 0 0 SUPT 25' -6" F1 1 25 6 0 GE 6 12 0 18" VENT F2 10 25 6 0 COM 6 12 0 F3 9 25 6 0 COM 6 12 12 F4 1 25 6 0 GE 6 12 12 18" VENT 5 LUS24 19 HUS26 55 2X4 VENTS — -- Subject To BMC's Normal Terms and Conditions. Price good 30 days / delivered within 60 days 2200-A.XLS 5LLL PRICE.: NOTICE: IF THE DOCUMENT IN THIS FRAME IS THE DOCUMENT THIS NOTICE IT IS DUE TO THE QUA Everett - (425) 303 -0661 FAX (425) 252.5308 Delivery Date Prod # : 8 1 Issaquah - (425) 391 -8000 FAX (425) 321.2070 Order Date: T .O. #: S rem. .mfi : y•::�. - -�� .; ,; :,�, .r f :_::K , .. Cont>trmedfarFabr:tcattonJ �` t '' �'t;,z t "on ficmedb •° BU /LDING MATER /ALS Kent - 253 ( ) 854 4990 FAX 15J tS54 UUb Tacoma 253 588.4535 ,}_ art ��'° ( ) 582 -1444 FAX 253 ( ) 7 � E 1- r'Y '4.tYF y �`n 3. ��,�t_ ri „ ` TRUSS BID / ORDER MATERIAL LIST E1` Na .. -::o _! .u..c_._, _z inftialc CUSTOMER NAME /SHIP TO: CU T MER NUMBER: PLAN / EL V GA( /LFT): C ONTACT / P SITION: PHONE ALT. PHONE # / TYPE: BAY DEVELOPMENT 2200 -A 3 -CAR RIGHT DELIVERY ADDRESS: PROJECT: LOT / BLDG #: CRANE Y /N: BMC FILE #: BID DATE: 6/19/03 ESTIMATOR: ALAA SALES REP.: 1.00 T OM CITY CUSTOMER JOB #: CUSTOMER P.O. #: TRAILER YIN: TC SIZE: 2X4 TAIL CUT: PC WALL SIZE: 2X6 ROOFING: I COMP LOADING: 25.7.10 LA QTY SPAN FEET • INCHES - 16TH TYPE PITCH OVERHANG Left Right I DETAIL Page # 1 of 1 Al 1 12 3 0 COM BLKD 6 12 12 A2 1 12 3 0 COM 6 0 0 B1 1 13 3 8 , MONO GE 4.5 0 / B2 5 13 3 8 SPL SCIS MONO 4.5/3 0 / W/3' -5 1/2" FLAT CANT LOW THEN SLOP BC B3 5 7 0 0 MONOS 4.5 12 / W /3' -0' CANT LOW C1 1 20 0 0 COM BLKD 6 12 12 C2 1 20 0 0 COM 6 0 12 C3 3 20 0.. 0 COM 6 0 0 STUB 2 -1/2" L C4 4 20 0 0 COM .. 6 0 0 STUB 8' LEFT D1 1 9 1 8 GE 6 12 12 D2 3 9 1 8 COM 6 12 12 El 1 20 8 0 PART GE 6 12 12 9' -1 112" SPAN R E2 1 20 8 0- GIRD 6 0 0 SUPT 25' -6" Fl 1 25 6 . .0 GE 6 12 0 18" VENT F2 10 25 6 0 COM 6 12 0 F3 9 25 6 0 COM 6 12 12 F4 1 25 6 0 GE 6 12 12 18" VENT K1 1 25 0 0 GE 4.5 12 12 K2 4 25 0 .0 COM 4.5 12 12 K3 1 25 0 0 . GIRD 4.5 0 0 SUPT 20'0 TO 12'L 26 HUS26 5 LUS24 60 2X4 VENTS -_ --- Subject To BMC's Normal Terms and conallions. rrfce goon su uays i aeslverea wlmin ou aays 2200 -MALS JLLL f nll.G: ;r NOTICE: IF THE DOCUMENT IN THIS FRAM I LESS CLEAR T HE DOCUMENT. N THIS NOTICE IT IS DUE TO THE Q UA LI TY t 1 0 M i'"k'"e `" , MiTek Industries, Inc. 818 Soundside Rd Edenton, NC 27932 Telephone 252/482 -7000 Fax 252/482 -7115 Re: 2200 -A BAY DEVELOPMENT #6 -084 PLAN 2200 -A mis The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC West- Everett, WA Pages or sheets covered by this seal:R9443385 thruR9443401 My license renewal date for the state of Washington isTanuary 24, 2004. i C. ANp 4 4<c � C Sp t� w� �SSI�NAL CNC� FEXPIRES :01 -24 -04 June 20,2003 Anderson, Bob The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI -1995 Sec. 2. Z '~ W �QQ 7.: W =' J0 UO N a JZ CO LL W O �QQ U. N d = W F-- a Z E- O W F- UJ Dp O �. ZU u. O Z N F- O F- Z r T06 rus`s Truss T ype Qty TCLL A DeVEMPI�N P -684 PUR2200 -A m s 2200 -A Al COMMON 1 1 R9443385 BCLL 0.0 Rep Stress Incr YES BCDL Job Reference (optional) 0 -0-0 1 -0-0 1 -0-0 6 -1.8 6 -1 -8 44 = Ln 6-1 -8 6 -1.8 LOADING (psf) SPACING 2 -0-0 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97 /ANSI95 LUMBER WB 0.08 Horz(TL) TOP CHORD 2 X 4 HF No.2 n/a BOT CHORD 2 X 4 HF No.2 1st LC LL Min WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud/Std REACTIONS (lb /size) B= 574105.8, D= 574/0 -5-8 Max Horz B= 39(load case 7) Max Uplift B=- 142(load case 7), D= 142(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A -B =14, B -C =532, C -D =532, D -E =14 BOT CHORD B- F=471, D -F=471 WEBS C -F =118 PLATES M1120 Weight: 47 lb 13 -3-0 , 1 -0.0 Scale = 1:23.3 GRIP 185/148 TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD Rlgid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph-, h=aft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see M(Tek "Standard Gable End Detail" 4) Design load is based on 25.0 psf specified roof snow load. 5) Unbalanced snow loads have been considered for this design. 8) All plates are 1.5x4 M1120 unless otherwise indicated. 7) Gable studs spaced at 14-0 oc. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint B and 142 lb uplift at joint D. LOAD CASE(S) Standard ���C C. ANlj �O� WWASF /7�� ew �� il v i /S'i't ?�t )NAL 1: r;C> r EXPIRES: 01-24-04 June 20,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design vaYd for use only with Mi rek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and boded vertically. Applicability of daslan paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of I ivldual web members only. Additional temporary bracing to Insure stability during construction Is the responsibltl8y of the erector. Additional permanent bracing of the overall structure u the responsibility of the buikllng designer. For general guidance Handling I end Bracing Recommendation de l ive ry, available from Tru s Plate cons tute, 683 D'Onofda Drive,Madison WI 3719 Specification, and HIB -91 _.___ -- ...-.. .. - ............... ........ ,.. , nv. 1 1 uun w — . — .•tv cvw roue , 0.0.0 C 12 -3-0 6 -1.8 DOI 0 MiTekm Z W Q � Q 2 JU UO N CO LLI J I— CO) U. WO LL Q D: = F- W Z F- �' O Z F W U� O CO a H-. W F- . - O • • Z' W CO) OH Z 3x4 = 3x4 = 0-o-0 o•o•o 12 -3-0 6 -1 -8 CSI DEFL In (loc) I/defl TC 0.63 Vert(LL) -0.03 D -F >999 BC 0.40 Vert(TL) -0.07 D -F >999 WB 0.08 Horz(TL) 0.01 D n/a 1st LC LL Min Well = 240 BRACING DOI 0 MiTekm Z W Q � Q 2 JU UO N CO LLI J I— CO) U. WO LL Q D: = F- W Z F- �' O Z F W U� O CO a H-. W F- . - O • • Z' W CO) OH Z 3x4 = 3x4 = 0-o-0 o•o•o t r J ob russ cuss ype ty y 71Y QEO PM ISNY46 0R4 PEAW2MO0 -A mis R9443386 2200 -A A2 COMMON 1 1 TC 0.63 Vert(LL) -0.03 C -D >999 M1120 1851148 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Job Reference (optional) olvly 0-0-0 0-0-0 , GvGRC 1 1, vVM .7ufuu - J414 o.uw s Jul] a cuuo ml i eK muustnus, inc. rn sun cu ur ;uo ; 4uua rage i 0.0-0 6-1 -8 , 12 -3 -( 6 -1-8 6 -1-8 4x4 = 0 I� 6 -1 -6 12-3.0 6 -1 -8 6 -1 -8 LOADING (psf) SPACING 2 -0.0 CSi DEFL In (loc) Well PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.03 C -D >999 M1120 1851148 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.07 C -D >999 BCLL 0.0 Rep Stress incr YES WB 0.08 Horz(TL) 0.01 C n/a BCDL 10.0 Code UBC97 1ANSI95 1st LC LL Min Udefl = 240 Weight: 34 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6 -0-0 oc, pudins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud E i REACTIONS (lb /size) A= 495/0 -5-8, C= 495/0 -5-8 Max Horz A=- 29(load case 5) Max Uplift A= 108(load case 7), C= 108(load case 8) i FORCES (lb) - First Load Case Only TOP CHORD A -B =532, B -C =532 BOT CHORD A- D=471, C -D=471 WEBS B -D =118 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 1ANSI95; 85mph; h =Bft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; s exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; and vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. i 3) Design load Is based on 25.0 psi specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per ��C G AN4C S Table No. 16 -B, UBC -97. bearing 108 lb WAS /,wJC O� I 6) Provide mechanical connection (by others) of truss to plate capable of withstanding uplift at joint �� v0� A and 14B lb uplift at joint C. l LOAD CASE(S) Standard l)r `C• A L J Warnlrrg •Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE Design valid for use only with MITek connectors. This dasign Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertica8y. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members any, Additional temporary bracing to Insure stability during consbuction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Reco available from Truss Plato Institute, 683 D'Onofdo Drive, Madison. WI 53719 Scale - 1:21.5 EXPI RES: 01 -24 -04 June 20,2003 MiTekt' Z l �W f QQ � JU UO U) o CO W J H N LL WO �Q to D LLI Z F.. HO Z (- 2 5 U� 0 F— WW U U. O. W Z CO X O Z Job russ ~- russ Type Qty Ply BA DEV L NT 6 -084 P1�N 2200 -A m S 2200 -A 81 MONO TRUSS 1 1 R9443387 BC 0.88 esrw--r� BCLL 0.0 Rep Stress Incr YES Job Reference (optional) ..,.,.+ ..... -, .- va-,1c , , , - auau - J4 0-0-0 o.uuu s Jun 9,4003 MI I eK inaustrles, Inc, "I Jun ZU Ur:Uti:41 2UU3 Page 1 13 -3.8 3x4 II Scale = 1:28.9 A I LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) I/defi PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) n/a - Na M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.88 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 K n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) 1 st LC LL Min 11defl = 240 Weight: 63 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0 -0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud/Std REACTIONS (lb /size) K= 74/10 -3 -8, L= 260/10 -3 -8, M= 86110 -3 -8, N= 125110 -3 -8, 0= 74/10 -3 -8, P= 277110 -3 -8, Q= 590/10 -3-8, R= 946/10 -3 -8 Max Herz R= 137(load case 6) Max Uplift K=- 85(load case 2). L=- 29(load case 7), M=- 11(load case 6), N=- 12(toad case 7), 0= 10(load case 6), P=- 24(load case 7), Q =- 677(load case 2), R=- 102(load case 7) Max Grav K= 27(load case 7), L= 298(load case 2), M= 99(load case 2), N= 144(load case 2), 0= 85(load case 2), P= 319(load case 2), Q= 60(load case 7), R= 1087(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A -B =345, B-C =117, C- D = -79, D -E =60, E -F =39, F -G=42, G -H=41, H -1=43, 1 -J =17, J -K =17 BOT CHORD A -S =300, R- S=-300, Q -R =25, P -Q =25, O- P = -25, N -0 =25, M -N =25, L -M =25, K-L= 25 WEBS I -L =150, H- M =-81, G-N= 86, F- 0 = -77, E -P =145, D -Q =224, C -R= -558, B-S=224, B -R =346 NOTES 1) This truss has been checked for uniform root live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 1ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6,Opsf; occupancy category II; exposure C; enclosed ;MWFRS Interior zone; cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind bads In the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard Gable End Detail" 4) Design load is based on 25.0 psf specified roof snow load. 5) Unbalanced snow loads have been considered for this design. 6) All plates are 1.5x4 M1120 unless otherwise Indicated. 7) Gable studs spaced at 1-4-0 oc. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint K, 29 lb uplift at joint L, 11 lb uplift at joint M, 12 lb uplift at joint N, 10 lb uplift at joint 0, 24 lb uplift at joint P, CO&R&41 %jInt Q and 102 lb uplift at joint R. C. ANo Cp`b WA /1��S0 =4 wN �O•b , �� Ci1STl'.1L A gS10 N A L EXPIRES: 01 -24 -04 June 20,2003 Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MiI.7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramentors and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web mambers only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSM9 Bracing Specification, and HIB•91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 683 D'Onofrla Drive, Madison, W153719 Z W � D .j U UO C0 W J � CO) LL W O U. � d = W H O Z E" W L) O N � F- WW ~ F- LL Z W N H � O Z 0 -0.0 30 = 30 It e Job russ toss We ty Ply BAY DE EC�('T�EFT�l6� 'TJ1K 2�0•A m s 2200•A B1 MONO TRUSS 1 1 R9443387 Job Reference (optional) NOTES 10) Non Standard bearing condition. Review required. LOAD CASE(S) Standard - --- - --.. _ .. .,, ..�...��, ,., . ,, uvn av v r .w.vc cvw rays c v� Wanting -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design void for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramentors and proper Incorporation of component Is responsibility of building designer- not truss designer. Brackq shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, dolivory, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 � H Insta an Bracing R ecomme n da ti o n av a il able from Tru Pl ate Institute, 583 D'Onofdo Dr ive, Madison, WI 53719 Z W U O' to W W= J I— CO) LL W O LL N C% = W Z11 � Z F- �p ON O H- WW � U LL ~O: Z' U � O Z X. Job russ ruse ype Q ty -- - y BAY E1�ELZST�M ENTW004 P LAN X200 -A m s 2200 -A B2 MONO TRUSS 5 1 R9443388 TC 0.45 � n�mc�3rz -0.02 E -F >999 TCDL Job Referenc (optional .+...v ..Y.v., ..vc -..c, ., .vn avcurvc,c G-0-0 5.000 s Jun 9 ZUUJ MI I OK industries, mc. hn Jun z0 07:us:4a2003 Pagel 3.5.8 8 -2 -12 13.3.8 3.5 -8 4 -9.4 5 -0-12 1.5x4 I I Scale =1:29.3 D LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.02 E -F >999 TCDL 7.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.05 E -F >999 BCLL 0.0 Rep Stress Incr YES WS 0.35 H erz(T L) -0.00 E n/a BCDL 10.0 Code UBC971ANS195 1st LC LL Min I/defl = 240 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (lb /size) E= 355/0 -3 -0, G= 749/0 -5-8 Max Horz G= 157(load case 6) Max Uplift E=-113(load case 6), G= 168(load case 7) Max Grav E= 408(load case 2), G=861 (load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-13=392, B- C=A06, C -D=-O, D- E = -157 BOT CHORD A-G =366, F -G =-444, E -17=392 WEBS B -G =563, B -F =811, C- F = -119, C -E�384 PLATES M1120 Weight: 49 lb GRIP 185/148 BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 1ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load Is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 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) Bearing at joint(s) E considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint E and 168 lb uplift at joint G. LOAD CASE(S) Standard 040 �v� AL EXPIRES: 01 -24.04 June 20,2003 J Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed end Waded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabricadon, quality control, storage, deWery, erection and bracing, consull OST-88 Duality Standard, DSB-89 Bracing Specification, and HID -91 .'�� (Fj Handling Installing and Bracing Rocommandation available from Truss Plate Institute, 583 D'Onoldo Drive, Madison, WI 63719 ..�.. tea. Y:.` M..,{ wria.': WIi: lAi: hir�4" A'. M: �4. i• N:. tici+ �rLYu1�Y 'k�t�.ti14'Mk�.iL:S+M {.�1� �i�1tf 1WY�}.iY /Yid. LrlWl.YSu./�.� 1R ikwRiM�.Ww�ri+a wA.....:M..r:.a.:.mwr....wa N V C. ANA `P < O� VdAS / /7M� Z �W QQ � JU 0 y0 W= J �- N W WO La _ d �W Z �_- I— O Z I— W W. 5. U� O N 0H W W. H L). �' O .Z W CO) O Z aa0 5x6 = 3 -0-0 � -5 -8, B-2 -12 L 13-3 -8 . I 3.0.0 0 -5 -8 4.9.4 5 -0-12 Job russ russ I ype Oty Pl OPM 648 - 4 X12200- rats Plates Increase 1.15 TC 0.33 Vert(LL) -0.03 B >999 M1120 185/148 TCDL 7.0 R9443389 2200 -A B3 MONO TRUSS 5 1 WB 0.23 Horz(TL) -0.00 E n/a Code UBC97 /ANS195 Job Reference (optional) - - - - — - - • -- - - - - -- -- •— X 0-0-0 •, �•••• •• �••�•• ,•,, , °n un+u�u,ca, nn.. n r sun cv w.--- [uva rage I 3 -1 -12 , 7 -0 -0 1 -0-0 3 -1 -12 3.10.4 1.5x4 II Scale - 1:17.6 D LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) Vdeil PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.03 B >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.05 A >254 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) -0.00 E n/a BCDL 10.0 Code UBC97 /ANS195 1st LC LL Min Udefi = 240 Weight: 26 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 7 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) E=-11/0 -1 -8, F= 650/0 -5 -8 Max Horz F= 76(load case 6) Max Uplift E=-54(load case 6), F=- 179(load case 7) Max Grav E= 16(load case 4), F= 753(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-13=1 0, B -10=546, C-D =O, D -E =119 BOT CHORD B -F =510, E -F =510 WEBS C-F =-582, C -E =536 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 1ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.Opsf occupancy category 11; exposure C; onclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psi 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 at joints) E. 7) Provide mechanical connection (by others) of truss to bearipg plate capable of withstanding 54 lb uplift at joint E and 179 lb uplift atjoint F. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joints) E. LOAD CASE(S) Standard C. AN o Q. OF W /.11,4 S PO 3 H 04 0 <v � / ONALEr� EXPIRES: 01 -24 -04 June 20,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parementers and proper Incorporation of component Is responaWlYty of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure Ifity during construction b the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Dually Standard, DSB-89 Bracing Specification, and HIB -91 jM1 ; �� � H wWlk g In and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofda Drive, Ma WI 53719 K Ufa ` Z F Z �W 4 J V UO CO 0 CO) LU J � to LL W O J U- Q CO D �W Z H F— O W �5 U� O CO WW H H It. O . - W Z U= ~O �'- Z 0 -q:Qx4 II 3x4 = 3 -0 -0 3 -1 -12 7 -0-0 - - r 3-0.0 0-1 -12 3 -10-0 Job russ russ ype ty y BAY DEGECOPMENT#6-084 P R2200-A mis WEBS 0 -0.0 OTHERS 2 X 4 HF Stud/Std 6.10 -1 R9443390 2200 -A C1 COMMON 1 1 6-10 -1 6-3 -13 Job Reference (opti Oln,...r =ab,o 'G vr�r I r, vvt% Vt)L„� - J4 1'C A.UUV s Jun ti 2003 MI I OK maustrles, Inc. t`rl Jun zu U /:o6:4b 2ou3 Page 1 o -ao 1 -1-0-0 r _ 4.5 -13 _ 10 -0-0 _ � 15.6 -3 _ _ 20 -" 21 1 1.0-0 4.5 -13 5.6.3 5.6 -3 4 -5 -13 1 -0.0 Scale - 1:38,0 46 I� LUMBER 0-0-0 TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 0 -0.0 OTHERS 2 X 4 HF Stud/Std 6.10 -1 13 -1 -15 20-0 -0 , 6-10 -1 6-3 -13 6.10.1 Pl ate Offsets [B:0-1-12.0-0-21, [F:0-1-12,0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.07 H-J >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -016 H-I >999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.04 F n/a BCDL 10.0 Code UBC97 /ANSI95 1st LC LL Min Udefl = 240 Weight: 110 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud/Std REACTIONS (lb /size) F= 899/0 -5 -8, B= 899/0 -5-8 Max Herz 131=-55(load case 8) Max Uplift F= 213(load case 8), B=- 213(load case 7) FORCES (lb) - First Load Case Only TOP CHORD A -B =14, B -C =1316, C -D =1080, D -E =1080, E -F =1316, F-G =14 BOT CHORD B-J =1159, I -J =776, H -1 =776, F -H =1159 WEBS C-J =260, D -J =357, D-H =357, E- H = -260 BRACING TOP CHORD Sheathed or 4-6 -15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed :MWFRS interior zone; cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard Gable End Detall" 4) Design load is based on 25.0 psf specified roof snow load. 5) Unbalanced snow loads have been considered for this design. 6) All plates are 1.5x4 M1120 unless otherwise indicated. 7) Gable studs spaced at 14-0 oc. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint F and 213 lb uplift at joint B. LOAD CASE(S) Standard C. ANp O� WA SF/ ` � � SS `sION A L � �` q EXPIRES: 01 -24 -04 June 20,2003 ,L Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll -7473 BEFORE USE Dealgn valid for use only wkh MiTek connectors. This deslgn Is based only upon parameters shown, and Is for an Individual building component to be Instakad and loaded vertically. Applicability of design paramentars and proper incorporation of oomponent is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure etabbllity during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure W the responsibility of the building designer. For general guidance regarding fabrication, quality central, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSS-89 Bredng Specification, and HI13-91 Handling instakkg and Bracing Recommendation available from Truss Plate Institute, 583 WOW& Drive, Madison, W153719 Z Z �W QQ � JU UO NO J = H N LL WO J LL U = W Z [.- F— O Z [-- 5. UC3 O� 0 F-- WW �U F— LL O. Z W U =. O Z 4x4 = 3x4 = 44 = � I Job russ russ Type City Ply BAY DE ETOPMEi!fi6Z84 PCA 2200 -A MIS 13.1 -15 20.0-0 6 -10 -1 R9443391 2200 -A C2 COMMON 1 1 LOADING (psi) SPACING 2 -0.0 Job Reference (optional) J.uvv a dull a cuvo lvil l um Illuuoultla, ollu. r dull cu ul.vu.YU tuud rays 0.0 -0 4 -5 -13 , 10 -0.0_ 15.6 -3 _ 20.0.0 4.5 -13 5.6 -3 5-6.3 4.5 -13 1 -0 -0 Sale a 1:34.4 46 II M 0.0-0 4x4 - 3x4 = 4x4 - 0 -0.0 6-10 -1 13.1 -15 20.0-0 6 -10 -1 6 -3 -13 6.10 -1 Pl ate Offsets [A:0 -1- 12,0 -0-2], :0 -1- 12,0 -0 -21 LOADING (psi) SPACING 2 -0.0 CSI DEFL in (loc) I/de0 PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.07 G -I >999 M1120 1851148 TCDL 7.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.16 G -1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.04 E n/a BCDL 10.0 Code UBC97 /ANS195 1st LC LL Min Vdefl = 240 Weight: 71 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-6 -15 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) E= 89910 -5 -8, A= 821/0 -5.8 Max Horz A=- 60(load case 8) Max Uplift E= 213(load case 8), A=-179(load case 7) FORCES (lb) - First Load Case Only TOP CHORD A -B =1316, B-C =1080, C-D= -1080, D- E= -1316, E -F =14 BOT CHORD A -1 =1159, H -1 =776, G -H =776, E-G =1159 WEBS B -1 =260, C -1 =357, C -G =357, D-G =-260 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf, BCDL= 6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load Is based on 25.0 psf specified roof snow load. 4) Unbalanced snow bads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per Table No. 16-B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at Joint E and 179 lb uplift at Joint A. LOAD CASE(S) Standard C. ANi) ` 040 O A L EXPIRES: 01 -24.04 June 20,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 BEFORE USE Design valid for use only with MiTok connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded verbally. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. aracitg dawn b for lateral support of Individua) web members only. Additional temporary bracing to Inwre slablkty during cenawctbn Lv Iha responsiblkity of the erector. Additional permanent bracing of the overall structure Is the fall nslblliry of the building deslgnor. For general guidance regarding Iabrbalion, quality control, storage, delivery, erection and bracing, Consult CIST-88 Duality Standard, DS &89 Bracing Specification, and HIS -91 r� y.e ��7 Handling Ins taUhg and Bracing Recommendation available from Truss Plate Institute, 583 D Onotrio Drive, Madison, WI 53719 a e C Z �Z �2 D JU U O in 0 C0 W J H N U. WO U. Q i0 = �W Z F-. F_ O Z �_- W LLj O w o ff WW H H LL .. Z W U= O Z J ob russ russ Type C ity - y Y�E �S( �M�N X31 `6=084 Pl�ihT220 -A mss 2200 -A C3 COMMON 3 1 R9443392 BCLL �- Rep Stress Incr YES BCDL Job Referenc (optional) _•.•..�.. - •, •-•- , .•.. ��- �....,� —1 a Vwu Wil,nt% aruuburub, uw. ni jun cu vruu:yr tvva rage t 0.0 -0 , 4.3.5 9 -9.8 15.3.11 , 19.9.8 4 -3.5 5.6.3 5.6.3 4.5.13 1.0.0 Scale =1:34.3 46 II C 8 -7.9 i 12 -11 -7 19 -9-8 6 -7 -9 6 -3 -13 6 -10 -1 LOADING (psf) SPACING 2 -0 -0 TCLL 25.0 Plates Increase' 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97 /ANSI95 1 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (lb /size) E= 89510.5 -8, A= 816/0 -3.0 CSI DEFL in (loc) UdeO PLATES GRIP TC 0.47 Vert(LL) -0.07 G -1 >999 M1120 185/148 BC 0.56 Vert(TL) -0.15 G -1 >999 WB 0.15 Horz(fL) 0.03 E n/a 1st LC LL Min Well = 240 Weight: 70 lb BRACING TOP CHORD Sheathed or 4 -7 -1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0.0 oc bracing. Max Horz A=- 60(load case 8) Max Uplift E= 212(load case 8), A=- 177(load case 7) FORCES (lb) - First Load Case Only TOP CHORD A -B =1290, B-C =1061, C -D =1070, D -E =1307, E -F =14 BOT CHORD A -1 =1130, H -1 =768, G -H =768, E-G =1151 WEBS 13- 1=-242, C-1 =342, C-G =357, D-G= -260 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC971ANSI95; 85mph; h =8ft; TCDL= 4.2psf, BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psi 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 212 lb uplift at joint E and 177 lb uplift at joint A. LOAD CASE(S) Standard C, ANp ^ 3h040 V. W c, ON A L V% ' r EXPIRES: 01-24-04 June 20,2003 Warning - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE U3E Design valid for use only with Weir connectora. This design Is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design paramantars and proper Incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of Individual web members any. Additional temporary bracing to Insure stability during construction is the responsbiMhyof the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB•89 Bracing Specification, and HIB•91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 Z jF- Z � 2 JU UO U) 0 CO W J H N LL WO U - to D = �. W_ Z F" F- O Z �-- �5 U� ON 0 F-- W W I-- H LL O .. Z W U =. O Z O-U-U 4x4 = 3x4 = 04 = 0.0.0 hVA" J ob cuss Truss Type Oty Ply BAI €LUPMER`T -084 PLA 12 -A m s 2200•A C4 COMMON 4 1 89443393 (� H W # ATX-,T6'Ih7CE- 3.S - 17S 6 -10.1 Plate Offsets ,Y): [A:0- 44,Edge) Job Referen (optional) mr i me muusurns, mu. rn -tun cu ut:uo:4o duuo raga 7 0 -0 -0 r 3 -9.13 9-4.0 14.10 -3 I 194.0 204-0 1 3 -9.13 5 -6 -3 5 -6 -3 4.5 -13 1.0 - Scale = 1:34.1 Axe II C c a REACTIONS (lb /size) F= 881/0 -5 -8, A= 802/0 -3-0 Max Horz A=- 60(load case 8) Max Uplift F=- 210(load case 8), A= 173(load case 7) FORCES (lb) - First Load Case Only TOP CHORD A -B =1213, B-C= -1213, C -D= -1003, D -E= -1040, E -F= -1277, F -G =14 BOT CHORD A-J= 1036.1 -J =740, H -1 =740, F-1-1=11 125 WEBS C-J =187, D -J =295, D-H =358, E -H= -261 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANS195; 85mph; h =811; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. C C. ANp 3) Design load is based on 25.0 psf specified roof snow load. �R 4) Unbalanced snow loads have been considered for this design. O� 0v H`�� �0� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per ` ti Table No. 16 -B, UBC -97. 0� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint F and 173 lb uplift at joint A. LOAD CASE(S) Standard SS /CN A 1.4%�� EXPIRES: 01 -24 -04 June 20,2003 A Warning - Vaft design pararnsters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE ..� ... .. .: l:.l! Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be 6 -2 -1 gal designer. Bracing shown Is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the 12.5 -15 19 -0.0 6 -2 -1 regarding fabrication, quality control. storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIS -91 Handling Installing Bracing Recommandation available from Truss Plate Institute, 683 D'Onofrlo Drive, Madison, WI 53719 (� H W # 6-3.13 6 -10.1 Plate Offsets ,Y): [A:0- 44,Edge) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) VdeO PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.07 H-J >999 M1120 1851148 TCDL 7.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.15 H-f >999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.03 F n/a BCDL 10.0 Code UBC97 /ANS195 1st LC LL Min Well = 240 Weight: 72 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4 -7 -12 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud SLIDER Left 2 X 4 HF Stud 2 -0 -2 REACTIONS (lb /size) F= 881/0 -5 -8, A= 802/0 -3-0 Max Horz A=- 60(load case 8) Max Uplift F=- 210(load case 8), A= 173(load case 7) FORCES (lb) - First Load Case Only TOP CHORD A -B =1213, B-C= -1213, C -D= -1003, D -E= -1040, E -F= -1277, F -G =14 BOT CHORD A-J= 1036.1 -J =740, H -1 =740, F-1-1=11 125 WEBS C-J =187, D -J =295, D-H =358, E -H= -261 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANS195; 85mph; h =811; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. C C. ANp 3) Design load is based on 25.0 psf specified roof snow load. �R 4) Unbalanced snow loads have been considered for this design. O� 0v H`�� �0� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per ` ti Table No. 16 -B, UBC -97. 0� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint F and 173 lb uplift at joint A. LOAD CASE(S) Standard SS /CN A 1.4%�� EXPIRES: 01 -24 -04 June 20,2003 A Warning - Vaft design pararnsters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE ..� ... .. .: l:.l! Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component Is responsibility of building designer- not truss gal designer. Bracing shown Is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guldanco regarding fabrication, quality control. storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIS -91 Handling Installing Bracing Recommandation available from Truss Plate Institute, 683 D'Onofrlo Drive, Madison, WI 53719 (� H W # and �.'�.wl S 1''iN,. `. :r.i/�I�11i�tt >,(ntv.:llM.' "'1UJL%J�'Yk�'wAwf /3 a'{%i>ili:lL:ir�F'.C� Ih�,I�Jicw3i ' 4YtA71 +Y.�Civ1„ \ti.}.�'.+��' +.'Fv.SU' N.:wYVVrR'a1'+h•nb -utiM1 ..s'Y..»{. ..� ... .. .: l:.l! D Z Z . W 6 UO Co Cl V) UJI i H LO LL- WO J LL Q CO) a �_ Z �O Z H UJ tlJ UC3 O C O 1- 2 U. LL -0 Z W U =. O Z J ob russ r Truss Type T ty Ply BAY DE 'llffPW t� "64 2200- m s 2200 -A D1 COMMON 1 1 R9443394 BC 0.03 Vert(TL) -0.00 A >999 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) .,.,....�. 1 71'0.0 „ ••� ��� V "� ✓. O aun a cwJ rvr„ muusurns, nu:. rrr dun cu unuo:ya cuvo r-du -j r -1 -0-0 , 4.6 -12 9 -1 -8 r- 1.0-0 � 4.6.12 4.6.12 3x4 9-1 -8 4 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) n/a - n/a M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 A >999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 J n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Vdefl = 240 Weight: 35 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std F BRACING TOP CHORD Sheathed or 6.0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) B= 158/9 -1 -8, J= 158/9 -1 -8, 0= 85/9 -1 -8, N= 85/9 -1 -8, P= 67/9 -1$, Q= 137/9 -1 -8, M= 67/9 -1-8, L= 137/9 -1 -8 Max Horz B= 32(load case 7) Max Uplift B= 33(load case 7), J= 38(load case 8), P= 20(load case 7), M= 22(load case 8) Max Grav B= 182(load case 2), J= 182(load case 3), 0= 86(load case 2), N= 86(load case 3), P= 82(load case 2), Q= 156(load case 2), M= 82(load case 3). L =156(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B =27, B- C=-46, C- D=-37, D -E =23, E -F =33, F -G =33, G -H =23, H- 1=-37, I- J=-46, J -K =27 BOT CHORD B -Q =14, P -Q =14, 0 -P =14, N -0 =14, M -N =14, L -M =14, J -L =14 WEBS E- 0 =-62, G -N=62, D -P =53, C -Q =105, H -M =53, I -L= -105 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 1ANSI95; 85mph; h=aft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 1.5x4 M1120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at IA-0 Go. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint B, 38 lb uplift at joint J, 20 lb uplift at joint P and 22 lb uplift at joint M. LOAD CASE(S) Standard �EVS G. ANp�, 4 p'b <l0 WA /7 `S'o 38040 c, EXPIRES: 01 -24 -04 June 20,2003 A Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE Design vWW for use only with MiTek connectors. This doslgn is based only upon parameters shown, and Is for an Individual building component to be Installed end loaded voNcally. AppilmblNly of dwl,n paramenars and proper Incaporatbn of component Is responsiblNty al building desl,nar •not Wss designer. Brae4rg dawn W for latarel support of Individual web mombers only. Add lbnel lomporary Madng la Insure stabblNty dud., construction tv the responalbWily of the erector. Additional pennenenl bracing of M overdl atrudura b the rosponslWl'W of the building deslgnot. For ganore guidance regartling labrkedon, qualNy mnbol, .leap., delivery, eroctbn end brad.,, consult OST-88 QuaNty SlandaM, DSB 89 Bradng Spoctlicatlon, and HI8 - i� fFy Dal Handling InataNln, and Bradng RocommendaUon eve' I from Truss Pleb InsUlute, 683 D'Onoldo Odve, Madison, WI 53719 10.1.8 i 1 -0.0 Scale = 1:18.2 Z W WV U C0 W N D 1_ H CO W WO U. Nd = W i— O Z �-" W W U� O N W H H U 0 W Z U= O Z 0.0.02x4 = 2x4 = Job russ T russ ype ty y SAY Dt= VELOPIWEWITA!rO - 84 PTAt�2200- m s 4-6-12 R9443395 2200 -A D2 COMMON 3 1 DEFL in (loc) Udell PLATES GRIP TCLL 25.0 Plates Increase Job Reference (optional) oMV vvr-01 , CV Q -0-0 1, vvM UO&W-0414 o.uuu a Jun u zuvj mi I UK mousines, inc. rrl Jun 4u ut:up:AU duu3 t- 0. 1 -1 -0-0 4 -6-12 9.1 -8 1010 1 -8 1 1.0-0 4 -6 -12 4.6 -12 1.0.0 Scale =1:18.2 44 = C REACTIONS (lb /size) B= 443/0 -5 -8, D= 443/0 -5-8 Max Horz B= 32(load case 7) Max Uplift B=- 114(load case 7), D= 114(load case 8) Max Grav 8= 444(load case 2), D= 444(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B =14, B -C =-386, C -D =386, D -E =14 BOT CHORD B -F =340, D-F =340 WEBS C -F =87 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 1ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psi specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 114 lb uplift at joint B and 114 lb uplift at joint D. LOAD CASE(S) Standard C. AN WASir 'PO 7zlz� , - ' It o ,9 <v !ON A L L Waminp - Verity design parameters and READ NOTES ON THIS AHD INCLUDED MITEK REFERENCE PAGE 11111.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and b for an Individual building component to be Installed and loaded vertically. AppBcablAty of design paremeMers and prepor lncos{wretlon or componoN fs cesponsibiiry of building daslpnor -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responslbllity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSO-89 Bracing Specification, and HID-91 Handling Ins talling and Bracing Recommendation available from Truss Plato Institute, 683 D'Onofdo Drive, Madison, WI 53719 EXPIRES: 01- 24EXPIRES- 01 -24 -044 June 20,2003 0 Z Z '~ W �QQ � D UO Co 0 J � N I- W O U. ?. N lY = W F- _ F^ O Z F-, LU W U ON 0 1-- W U j H 0 . u. O --z W U= O Z 0- 0.02x4 = 2x4 0;0-0 4 -6 -12 9 -1 -8 4-6-12 4.6 -12 LOADING (psf) SPACING 2 -0 -0 CS1 DEFL in (loc) Udell PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.01 B -F >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.02 B -F >999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Holz(TL) 0.01 D n/a BCDL 10.0 Code UBC97 /ANSI95 1st LC LL Min Udell = 240 Weight: 28 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. WEBS 2 X 4 HF Stud REACTIONS (lb /size) B= 443/0 -5 -8, D= 443/0 -5-8 Max Horz B= 32(load case 7) Max Uplift B=- 114(load case 7), D= 114(load case 8) Max Grav 8= 444(load case 2), D= 444(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B =14, B -C =-386, C -D =386, D -E =14 BOT CHORD B -F =340, D-F =340 WEBS C -F =87 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 1ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psi specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 114 lb uplift at joint B and 114 lb uplift at joint D. LOAD CASE(S) Standard C. AN WASir 'PO 7zlz� , - ' It o ,9 <v !ON A L L Waminp - Verity design parameters and READ NOTES ON THIS AHD INCLUDED MITEK REFERENCE PAGE 11111.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and b for an Individual building component to be Installed and loaded vertically. AppBcablAty of design paremeMers and prepor lncos{wretlon or componoN fs cesponsibiiry of building daslpnor -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responslbllity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSO-89 Bracing Specification, and HID-91 Handling Ins talling and Bracing Recommendation available from Truss Plato Institute, 683 D'Onofdo Drive, Madison, WI 53719 EXPIRES: 01- 24EXPIRES- 01 -24 -044 June 20,2003 0 Z Z '~ W �QQ � D UO Co 0 J � N I- W O U. ?. N lY = W F- _ F^ O Z F-, LU W U ON 0 1-- W U j H 0 . u. O --z W U= O Z 0- 0.02x4 = 2x4 0;0-0 J ob Truss cuss T ype Q ty Ply NT#6- 084 0- ms 2200 -A E1 COMMON 1 1 R9443396 1.15 r tSIfYF Ponim Vart(LL) 0.01 N -P >999 Job Reference (optional) 0 •0 -- �• •— • • ••• a.UUV b sun ty 4UU-3 M1 OK industries, Inc. Fri dun 20 07:06:51 2003 Page 1 0.0 -0 1 -1 0 0 I 104.0 16 -1.4 20.8.0 211.0 1 1-0.0 104.0 5 -9-4 4.6 -12 1.0 -0 Scale - 1:37.0 3x4 = 0-0-0 11 -9-12 11 -9.12 5x6 = 3x4 = 16 -1-4 4 -3.8 4-6 -12 30 = 6 -0-0 q LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vart(LL) 0.01 N -P >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.02 N -P >999 3) Truss for wind bads in the plane of the truss only. For studs exposed to wind (normal to the face), BCLL 0.0 Rep Stress Incr YES WB 0.18 Horc(TL) 0.00 N n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) 1st LC LL Min I/defl = 240 Weight: 101 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud /Std BRACING TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing, Except: 10 -0 -0 oc bracing: P- Q,N -P. REACTIONS (lb /size) B= 139112 -0-0, T= 168/12 -0 -0, N= 417/0 -5-8, Q= 567/12 -0 -0, S= 32/12 -0 -0, R= -48/12 -0-0, U= 93112 -M, V= 113/12 -0 -0, W= 117/12 -0 -0, X= 91/12 -0 -0, Y=1 72/12-M Max Horz B= 57(load case 7) Max Uplift T=- 6(load case 7), N= 109(load case 8), Q=-151 (load case 8), R=- 77(load case 4), U= 15(load case 7), V= 12(load case 7), W =10(load case 7), X= 15(load case 7), Y=- 6(load case 7) Max Grav B= 190(load case 2), T= 168(load case 1), N= 474(load case 3), Q= 639(load case 3), S=61 (load case 4), R= 37(load case 8), U= 118(load case 2), V= 129(load case 2), W= 134(load case 2), X= 105(load case 2), Y= 195(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD A -B =27, B -C =84, C -D=65, D -E =71, E -F =70, F -G =69, G -H =78, H -1=47, I -J=-4, J -K =98, K -L =72, L -M = -7, M -N =-434, N -0 =28 BOT CHORD B- Y=45, X- Y=-45, W- X=-45, V- W=-45, U- V=45, T- U=-45, S -T=-45, R- S=-45, Q- R=45, P -Q =328 C. AN I),- nrRS WEBS M-1 Q -AB= 437, AB -AC =-420, M -AC =-413, H -T= -156, G- U=-64, F -V =87, E -W =88, O OF WAS /y / � O� D- X=-72, C-Y =127, J -Q =227, K- AB = -36, L -AC =15 'r NOTES i s 7. 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.Opsf, occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed; end vertical left and right C exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. designed 9' ,P 3804 U��� 3) Truss for wind bads in the plane of the truss only. For studs exposed to wind (normal to the face), �- see MiTek "Standard Gable End Detail' ,y tnN A 1. 4) Design load is based on 25.0 psf specified roof snow load. 5) Unbalanced snow loads have been considered for this design. Continued on page 2 EXPIRES: 01.24 -04 June 20,2003 d Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MITok connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramonters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery, erection and bracing, consult CIST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-01 ; tyre Handling Installing and Bracing Recommendation available from Truss Plato Institute, 583 D'Onofdo Drive, Madison, WI 63719 � +w. "w�. .+w aw:,.w�.smar: <�•nw `n�+wa«,n „w.....,... - «..., I Z �— Z �W QQ JU U UD CO) 1111 J = CO U- WO } J U_ Nd = W H O Z W W U Q O co W W U � 0 W Z CO) O ~. Z a { i 1 i i Job russ russ ype ly Ply D EL PMEN1'#6 -084 P - - � 2200 -A MIS 89443396 2200 -A E1 COMMON 1 1 Job Reference (optional) .1- ..- , , CvL- 1 1, ..fl avcuN - JC -c a,wu b Jun a e.wo mi i nrt muusures, mu. rn .run 4u ut ;uo:oc [uus rage z NOTES 6) All plates are 1.5x4 M1120 unless otherwise indicated. 7) Gable studs spaced at 14-0 Go. 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads perTable No. 16-B, UBC -97. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint T, 109 lb uplift at joint N, 151 lb uplift at joint Q, 77 lb uplift at joint R, 15 lb uplift at joint U,12 lb uplift at Joint V, 10 lb uplift at joint W, 15 lb uplift at joint X and 6 lb uplift at joint Y. LOAD CASE(S) Standard s Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10111.7473 BEFORE USE *n valid for use only with MITak connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be dalled and kseded vertically. Applicability of design paramenters and pro per krcorporsuon of component Is responsibility of building designer - not truss signer. Bracing shown Is for lateral support of Individual web members any. Additional temporary bracing to Insure stability during construction Is the sponsiblkiy of the arecloc Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance 01 gardkq fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HID-91 hA i Te k adling Insla an Bra cing R eco m m en d a tion available from T russ Pla te Institute, 683 D Drive, Madi son, WI 53 _ r sun - _ ' Z � QQ W J U. UO N Cl CO) =. J �. CO O W J U. =' N V Z F. W �p O N. W W U W � � Z. tll N U ~O f.- Z om 0 VTO I, cvcrcc r 1, vvrr aocuo -oc I Job cuss russ Type Qty P y BAYDEVELOP iviE'i�T PTAN 2200 -A mfs - - � 2200 -A E2 COMMON 1 2 R9443397 TC 0.70 Vert(LL) -0.17 F -G >999 M1120 185/148 TCDL Job Reference (optional) 5-7.4 10 4.0 ,_ 15 -0-12 20.8.0 , r 5-7.4 4 -8 -12 4.8 -12 5.7.4 Scale =1:35.0 46 II i r i E i i 10-4 -0 4 -8 -12 s J iTek Ind Inc. Fri J age 1 0 -0.0 C 15 -0.12 4 -8 -12 5-7-4 20 -8.0 5 -7-4 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) t1defl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.17 F -G >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.29 F -G >837 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.07 E n/a BCDL 10.0 Code UBC97 1ANSI95 1st LC LL Min I/defl = 240 Weight: 189 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3 -5 -8 oc pudins. BOT CHORD 2 X 6 DF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud *Except* C -G 2 X 4 HF No.2 REACTIONS (lb /size) A= 5738/0 -5 -8, E= 5738/0.5 -8 Max Harz A= 56(load case 5) Max Uplift A=- 657(load case 7). E=- 657(load case 8) FORCES (tb) - First Load Case Only TOP CHORD A -B =9229, B- C= -6328, C- D= -6328, D -E =9229 BOT CHORD A -1 =8212, H -1=8212, G -H =8212, F -G =8212, E -F =8212 WEBS B -1 =2546, C-G =5358, D -F =2546, B -G= 2953, D-G =2953 NOTES 1) 2 -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 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. 2) This truss has been checked for uniform roof live load only, except as noted. 3) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 4) Design load is based on 25.0 psf specified roof snow load. 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 657 lb uplift at joint A and 657 lb uplift at joint E. 7) Girder carries lie -In span(s): 25 -6 -0 from 0 -0 -0 to 20 -8 -0 LOAD CASE(S) Standard Continued on page 2 ION AI.� EXPIRES: 01 -24 -04 June 20,2003 e Waminp- V.,"y design Parpro lers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAOE *111.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramentors and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 683 D'Onofdo Drive, Madison, WI 53119 Z Z. W QQ D JU UO (1)0 J � CO LL W O LL Q to D W t ? � F- O Z �- W D 0 0 C0 . o (- WW U. ~ Z W U= O Z 4102 402 0.0.0 300 11 5x8 = era = 3x10 11 0-0-0 J ob russ T russ Type Ci ty P y B VEr(5PW5N 6 -064 PLAN 22200 A m s 2200 -A E2 COMMON 1 2 R9443397 Job Reference (optional) LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 j Uniform Loads (pit) Vert: A -E= 503.9, A -C= -64.0, C -E =-64.0 —• - -- -- •...•. •••....,. •......,,.,, , ,,... 11. V... LV V /.VU.JJ GVVJ r-aya c Naming • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FADE MII.7473 BEFORE USE in valid for use only with MiTek connectors. This design Is based ony upon parameters shown, and Is for an Individual bulding component to be led and loaded vertically. ApplicabWty of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss nor. &ocing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the arsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance ding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 M W ITe l l IN Ins talling and Bracing R ecomm enda tion avail from Truss P Institute, 583 D'O nofrio Drive, Madison, WI 53719 Z if W D 301 00 N JH �LL WO LL- Q N d I Z F_ F_ O Z 1--� W W`. 2 7'• U0 O � W W 3: U: LL- —O .. Z: 0 P= O Z If Job 2200 -A toss F1 Truss ype COMMON ry 1 Ply BAY DEVE-L PTV ERT -0 PLA 2200 -GIs 1 R9443398 LOADING (psf) CSI Job Reference (optional) 0.0-0 _•__ - - -- 111....1 - VVI.VV.VYLVVJ 1.0.0 12 -9 -0 25 -6-0 1 -0.0 12.9.0 -� -� 12 -9.0 30 = L q 25-6 -0 25.6 -0 Pl ate sets (AG:0- 3 -0,0 -3 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udefi PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) n/a - n/a M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 A >999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 V n/a BCDL 10.0 Code UBC97 /ANS195 (Matrix) 1st LC LL Min Well = 240 Weight: 137 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6 -0 -0 oc pudins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS (lb /size) B= 163/25 -6 -0, AG= 64/25 -6 -0, V= 79125 -6 -0, AF= 96125 -6 -0, AE= 96125 -6-0, AH= 112/25 -6 -0, AI= 112/25 -6 -0, AJ= 112/25 -6 -0, AK= 111/25 -6 -0, AL= 115/25 -6 -0, AM= 100/25 -6 -0, AN= 149/25.6 -0, AD= 65/25 -6 -0, AC= 112/25 -6-0, AB= 112/25 -6 -0, AA= 112/25 -6-0, Z= 111/25 -6 -0, Y= 117/25 -6 -0, X= 88/25-6 -0, W= 178/25 -6 -0 Max Horz B= 72(load case 7) Max Uplift B=- 13(load case 5), AG=- 14(load case 7), AH=- 15(load case 7), AI=- 11(load case 7), AJ =11(load case 7), AK= 12(load case 7), AL= 10(load case 7), AM= 16(load case 7), AN= 3(load case 7), AD= 14(load case 8), AC= 18(load case 8), AB= 11(load case 8), AA= 11(load case 8), Z= 12(load case 8), Y=- 12(load case 8), X= 9(load case 8), W =20(load case 8) Max Grav B= 188(load case 2), AG= 76(load case 2), V= 87(load case 3), AF= 97(load case 2), AE= 96(load case 3). AH= 131(load case 2), AI= 129(load case 2), AJ= 129(toad case 2), AK= 128(load case 2), AL= 132(load case 2), AM= 116(load case 2), AN= 170(load case 2) AD= 77(load case 3), AC= 130(load case 3), AB= 129(load case 3), AA= 129(load case 3) Z= 127(load case 3), Y= 135(load case 3), X= 102(load case 3), W= 205(load case 3) C AN FORCES (lb) - First Load Case Only TOP CHORD A -13=27, B- C=49, C- D = -39, D -E =35, E- F = -36, F -G =35, G- H = -35, H- 1 = -36, I- J = -35, J -K= 21, K -L =38, L- M = -38, M -N =21, N -0 =34, O- P = -35, P- Q = -35, Q -R =35, R -S =35, S -T =34, T -U = -00, U -V =44 BOT CHORD B- AN =15, AM- AN =15, AL- AM =15, AK- AL =15, AJ- AK =15, AI- AJ =15, AH- AI =15, AG- AH =15, AF- AG =14, AE- AF =14, AD- AE =14, AC- AD =14, AB- AC =14, AA- AB =14, Z- AA=14, Y -Z =14, X -Y =14, W -X =14, V -W =14 .a C WEBS K- AF = -67, M- AE =67, J- AG = -55, I- AH = -84, H- AI = -86, G- AJ =85, F- AK =-85, E- AL =87, D- AM = C -AN= -112, N- AD =55, O- AC =-84, P- AB = Q- AA =-85, R- Z =-85, S =88, T = ��, OIS -77, -86, -Y -X -72 U =126 - W �ON A L rl> Continued on page 2 F -- EXPIRES: 01-24-04 June 20,2003 J Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll -7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and b for an indivkival building component to be Installed and loaded vertically. Applicability of design paramentens and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Indlvlduai web members only. Additional temporary bracing to Insure stability during construction Is the responsiblARy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specifk:ation, and HIS -91 aTj Handli Insisting and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Dfire, Madison, W153 Wk Scale =1:44.5 Z W � JU U NO CO UJ W = H N LL WO 5 IL Q U D = CJ �W Z F- O Z ~. W W VO O N. 13 }-- WW ' ~ H LL O W Z U CO O Z 0-0-0 5x8 = ( it Job russ rues Type Qty Pl BAY 6-0� 1 220 -7Fmis 2200 -A F1 COMMON 1 1 89443398 Job Reference (optional) • - - - - - -- -- — –• - -- - •••••• ���� .•„ . o� .,,�..��„ , ���. 1 - „ uu,l L V I .Vu'ou 4uVO r-nytl c NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =811; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard Gable End Detail" 4) All plates are 1.5x4 M1120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint B, 14 lb uplift at joint AG, 15 lb uplift at joint AH, 11 lb uplift at joint AI, 11 lb uplift at joint AJ, 12 lb uplift at joint AK, 10 lb uplift at joint AL, 16 lb uplift at joint AM, 3 lb uplift at joint AN, 14 lb uplift at joint AD, 18 lb uplift at joint AC, 11 lb uplift at joint AB, 11 lb uplift at joint AA, 12 lb uplift at joint 7,12 lb uplift at joint Y, 9 lb uplift at joint X and 20 lb uplift at joint W. LOAD CASE(S) Standard ✓• Warning • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE � )esipn vald for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be nslalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component in responsibility of building designer- not truss festgner. Bracing shown Is for lateral support of individual web mombers only. Additional temporary bracing to Insure stability during construction Is the asponslblltityof the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance sgarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HID-91 �� Q landliog Installing and Bracing Recommendation available from Truss Plato Institute, 583 D'Onohlo Drive, Madison, WI 53718 Q a , W QQ 2 W D. 00 co N� W =. J I- N U- W O' 5- a i Z 1- Z F-- W Dp OC WW U u. ~O LLJ Z V? U O Z I A < V. . Job russ russ ype ry y - E - - O8-4 -- PaN 2200 -A MIS 2200 -A F2 COMMON 10 1 R9443399 LOADING (psi) SPACING 2 -0.0 CSI DEFL in (loc) I/defl Job Reference (optional) ustr es. nc. Jun ,06 26 anw TCLL 25.0 'Z03 s un Vert(LL) -0.18 e n u -u-u r l -" 5.10 -10 12.9 -0 19 -7.6 25.6.0 m 1.0 -0 5 -10.10 6 -1D-6 6-10.6 5.10 -10 Scale = 1:44.4 46 11 D q B -11-8 i 16-&B j 25.6 -0 8 -11 -8 7 -7 -0 8-11 -8 Plate Offsets (X, Y): [B:0-4-12,0-1-81, :0-4- 12.0 -1-8 LOADING (psi) SPACING 2 -0.0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.18 F -G >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.37 F -G >816 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.06 F n/a BCDL 10.0 Code UBC97 /ANS195 1 st LC LL Min I/defl = 240 Weight: 90 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-6 -8 oc pudins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 9 -7 -10 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (ib /size) B= 1135/05 -8, F= 105610 -3-0 Max Horz B= 72(load case 7) Max Uplift B=- 264(load case 7), F= 230(load case 8) FORCES (ib) - First Load Case Only TOP CHORD A -8 =14, B -C =1697, C-D= -1394, D- E= -1402, E -F =1712 BOT CHORD B -1 =1501, H -1 =1013, G -H =1013, F -G =1520 WEBS C-1 =344, D4 =459, D- G=474, E -G =361 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enciosed;MWFRS interior zone; cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load Is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 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 264 lb uplift at Joint B and 230 lb uplift at joint F. LOAD CASE(S) Standard C. AND io WAS 1.11 ; " J p o �- r 38040 W '� %JIV A L � �` EXPIRES: 01 -24 -041 June 20,2003 S yfarnhsp - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAOE 101II.7473 BEFORE USE )esdgn vaid for use only with HTak connectors. This design Is based only upon parameters shown, and is for an individual building component to be Walled and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is rosponsiblily of building designer - not truss iesigner. Bracing strewn Is for lateral support of individual web members only. Additional temporary bracing to Insure sta ity during construction Is the esponsibiiity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult Q T _8 Quality Standard, OSB-89 Bracing Specification, and HIB -91 ,`Q) -landling Instaikmg and Bracing Reco available from Tru Pl ate InstiWto, 683 D'Onofrio Drive, Madi son, WI 6 Z Z '~ W IX JU UO C1 W N � W = H N U. W O LL Q = �. W_ z F- I- O Z li-- �5 U� O CO WW LL O •Z W U_ N1 H = O Z 4x4 = 3x4 = 44 = 0.0.0 0.0-0 k tr J Job russ ruse Type Qty y - SAY ()EVEU PMEN T #6- 08�PLAA 2260- m s exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right 0-0-0 8.11 -8 16.8 -8 R9443400 2200 -A F3 COMMON 9 1 _ i�TiT+91F fiiT7CR�{T _ LOADING (psf) SPACING 2 -0 -0 CSI Job Reference (optional) __ D - •'r--•- - - - -•- v.VVV VV„ ✓ �VVV ,- 111OA411UU1)1110.'l,1114.. rllcullGuur.Vu.ur GUUJ rdyu 1 O't7'6 1-0-0 5 -10 -10 _ _ , 12 -9-0 19 -7.6 25.6.0 26 -0.0 1 -0-0 5 -10-10 6.10.6 6. 10.6 5 -10 -10 1.0.0 Scale =1 :44.9 06 II q REACTIONS (lb /size) B= 113010 -5-8, F= 113010 -5.8 Max Horz B= 67(load case 7) Max Uplift B=- 263(load case 7), F= 263(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A -131=14, B -C =1687, C-D =1384, D -E =1384, E -F =1687, F-G =14 BOT CHORD B-J =1492, I -J =1004, H -1 =1004, F -H =1492 WEBS C-J =-344, D- J=460, D- H=460, E -H =344 NOTES 04 - 30 = 44 = 0-0.0 exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right 0-0-0 8.11 -8 16.8 -8 25-6.0 8 -11 -8 �� WAS `sp 7 -7 -0 8 -11.8 Pl ate Offsets [B:0-4-12.0-1-8]. [ :0-4- 12 -1-8 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.18 F -H >999 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.37 F -H >816 BCLL 0.0 Rep Stress incr YES WB 0.20 Horz(TL) 0.06 F n/a BCDL 10.0 Code UBC97 /ANSI95 1st LC LL Min Well = 240 Weight: 92 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3 -7 -0 oc pudins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 9 -8 -12 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) B= 113010 -5-8, F= 113010 -5.8 Max Horz B= 67(load case 7) Max Uplift B=- 263(load case 7), F= 263(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A -131=14, B -C =1687, C-D =1384, D -E =1384, E -F =1687, F-G =14 BOT CHORD B-J =1492, I -J =1004, H -1 =1004, F -H =1492 WEBS C-J =-344, D- J=460, D- H=460, E -H =344 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANS195; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. C N II) C`,p 4) Unbalanced snow bads have been considered for this design. been �� WAS `sp 5) This truss has designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per 09 OV /y Table No. 16 -13, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint B and 263 lb uplift at joint F. ti 7• LOAD CASE(S) Standard ? 38040 r., �C / /S,I,CsIL�, \ 0 'A1.t EXPIRES: 01 -24 -04 June 20,2003 A Warning - Verify design parameters and READ NOTED ON THIS AND INCLUDED MITEK REFERENCE PAGE 141II.7473 BEFORE USE Design valid for use only with Mfrak connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability ility of design paramenters and proper Incorporation of component Is responsibility of building designer- not buss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbiBRy of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance pal regarding fabrication, quality control storage, dolivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 IN " i T k H andling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 (� D Z W a � a 2 JU 0 to C3 J F- NU WO �Q N = �W Z H �-O Z f- W U O N. D F-- WW H U � O W U= OH Z at Job russ cuss ype T City P y E�1105P I NT - N 2'200 -A m s 2200 -A F4 COMMON 1 1 R9443401 7JobReferenc Pl ate Offsets :0- 3- 0,0 -3 -01 LOADING (psi) SPACING 2 -0 -0 (opti onal) omli rrcAI CVCRC I I, vvr% UOLVO -ot Iz 0 -0-t? 5.uuu s Jun u 2003 Mt I eK industries, Inc. Fri Jun 20 07:06:58 2003 Page 1 1 �-0 I 12.9-0 I 25.6.0 1 26.6 -0 1 -" 12 -9 -0 12.9-0 1 -0-0 Scale : 1:44.9 3x4 = I Continued on page 2 EXPIRES: 01- 24 -04� June 20,2003 J Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MiTok connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parnmenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibl Ry of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding trabrCkg fabrication, qu ality all Control, storage, delivery, erection and bracing, consult OST Quality Standard, DSB-89 Bracing Specification, and HIB - 91 Handling B ra cing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 W1 0 MiTekO Z �W Q D JU UO U) CO J = to LL WO L Q co �.. W Z F- O W H W 5 U� ON � F- WW H H - 0 Z W U O Z 5X6 - 0-0-0 25.6 -0 25-6-0 Pl ate Offsets :0- 3- 0,0 -3 -01 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I/deil PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) Na - n/a M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 A >999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(fL) 0.00 V n/a BCDL 10.0 Code UBC97 /ANS195 (Matrix) 1st LC LL Min Weil = 240 Weight: 138 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. OTHERS 2 X 4 HF Stud /Std REACTIONS (lb /size) B= 163125 -6 -0, AH= 64125 -6 -0, V= 163125 -6 -0, AG= 96125 -6-0, AF= 96/25 -6 -0, AI= 112125 -6 -0, AJ= 112/25 -6 -0, AK= 112/25 -6 -0, AL= 111/25.6 -0, AM= 115/25 -6 -0, AN= 100/25 -6 -0, A0= 149/25 -6 -0, AE= 65/25 -6 -0, AD= 112/25 -6 -0, AC= 113/25.6 -0, AB= 112/25 -6-0, AA= 111/25 -6 -0, Z= 115/25 -6 -0, Y= 100/25 -6-0, X= 149/25 -6-0 Max Horz 8= 67(load case 7) Max Uplift B= -14(load case 5), AH=- 14(load case 7), V= 16(load case 8), AI= 15(load case 7), AJ= 11(load case 7), AK=- 11(load case 7), AL=- 12(load case 7), AM= 10(load case 7), AN= 16(load case 7), AO=- 3(load case 7), AE=- 14(load case 8), AD =18(load case 8), AC= 11(load case 8), AB =11(load case 8), AA= 12(load case 8), Z=- 10(load case 8), Y=- 16(load case 8), X =3(load case 8) Max Grav B= 188(load case 2), AH= 76(load case 2), V= 188(load case 3), AG= 97(load case 2), AF= 96(load case 3), AI= 131(load case 2), AJ= 129(load case 2), AK= 129(load case 2), AL= 128(load case 2), AM= 132(load case 2), AN= 116(load case 2), AO =170(load case 2) AE= 77(load case 3), AD= 130(load case 3), AC= 129(load case 3), AB =129(load case 3) AA= 128(load case 3), Z= 131(load case 3), Y016(load case 3), X= 170(load case 3) C. AN FORCES (lb) - First Load Case Only 0 O� WAS /y ` TOP CHORD A -B =27, B -C=49, C- D = -38, D -E= 35, E- F = -35, F -G =35, G- H = -35, 1-1- 1=-36, I -J =35, J- K = -20, K -L =38, L -M =38, M -N =20, N- 0 = -34, O- P = -35, P- 0=-34, Q -R =34, R- S = -35, S- T = -34, T- U = -38, ;I U- V=-48, V -W =27 BOT CHORD B- AO =15, AN- AO =15, AM- AN =15, AL- AM =15, AK- AL =15, AJ- AK =15, AI- AJ =15, AH- AI =15, AG- AH =14, AF- AG =14, AE- AF =14, AD- AE =14, AC- AD =14, AB- AC =14, AA- AB =14, Z- AA=14, Y -Z =14, X -Y =14, V -X =14 .s WEBS K- AG =67, M- AF = -67, J- AH =55, I- AI = -84, H- AJ = -86, G- AK =85, F- AL =-85, E- AM =87, I P .p 38040 O ff' D- AN =77, C -A0= -112, N- AE = -55, O- AD = -83, P- AC = -86, Q- AB =85, R- AA= S- Z =-87, / /S'1'1'•�� r� �� T- Y = -77, U -X= -112 A L Continued on page 2 EXPIRES: 01- 24 -04� June 20,2003 J Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MiTok connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parnmenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibl Ry of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding trabrCkg fabrication, qu ality all Control, storage, delivery, erection and bracing, consult OST Quality Standard, DSB-89 Bracing Specification, and HIB - 91 Handling B ra cing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 W1 0 MiTekO Z �W Q D JU UO U) CO J = to LL WO L Q co �.. W Z F- O W H W 5 U� ON � F- WW H H - 0 Z W U O Z r J I- Job Truss rugs ype ty ly 7YDE / OP EENYR -M PLAN 2200 -A ITS 2200•A F4 COMMON 1 1 R9443401 t- e — Job Reference (optional) — • - - - - - -- - - -- �... •.�.- ....•. .. ..vvv n,,,�n n,V VaV, , ,V. ,,, VY „ GV VI.VY.VJ GUUV rtlatlG NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =81t; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip i DOL =1.33. i 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail” 4) All plates are 1.5x4 M1120 unless otherwise Indicated. C 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. 7) 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. y 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint B, 14 Ib uplift at joint AH, 16 lb uplift at joint V, 15 lb uplift at joint Al, 11 lb uplift at joint AJ, 11 lb uplift at joint AK, 12 lb uplift at joint AL, 10 lb uplift at joint AM, 16 lb uplift at joint AN, 3 lb uplift at joint AO, 14 lb uplift at joint AE, 18 lb uplift at joint AD, 11 lb uplift at joint AC, 11 lb uplift at joint AB, 12 lb uplift at joint AA, 10 lb uplift at joint Z, 16 lb uplift at joint Y and 3 lb uplift at joint X. LOAD CASE(S) Standard Warning - Vorft design paramatem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 00111.7473 BEFORE USE )esign valid for use only with Wrek conneciors, This design is based only upon parameters shown, and is for an Individual building component to be netallod and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss feslgner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the asponsloWity of the erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer. For general guidance agarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Duality Standard, DSB-89 Bracing Specification, and HIS -91 candling Installing and Bracing Recommendation available from T Plat Instit 583 D'lkofdo Drive, Mad WI 53719 Z f' W 2 D: J U; U O' fn 0. LU CO) tl. W O �—j U. Q N =d �.. W Z I F— O Z F— W 2 5. U O N .0 H- WW u. O. tit Z. U= O F— Z '1N3Wf100a 31-11 =10 )Iirivno 31-11 013na Sill 30110N SiHl NVH.�2�H310 SS31 SI 3WV1� SIHl NI 1N3Wf100t3 3H1 �1 = 30110N Symbols PLATE LOCATION AND ORIENTATION ♦ �� 3 • Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. - ror 4 x z orientation, locate plates 1/8" from outside edge of truss and vertical web. �- *This symbol indicates the .� required direction of slots in —�— connector plates. PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING indicates location of required continuous lateral bracing. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. O = 4. Unless otherwise noted, locate chord splices CL at' /. panel length (± 6' from adjacent joint.) O 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non - structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. ii i 3 BEARING Indicates location of joints at which bearings (supports) occur. Numbering System J2 J3 J4 TOP CHORDS 0 O U a_ O JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT CONNECTOR PLATE CODE APPROVALS BOCA 96 -31, 96-67 ICBO 3907, 4922 SBCCI 9667, 9432A WISC /DILHR 960022 -W, 970036 -N NER 561 i9i W MI TW ��111 TEE -LOK MiTek Engineering 12p'-!rence Sheet: MII -7473 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. ©1993 MITek® Holdings, Inc. J1 J8 J7 J6 Q.e .• Jab Truss t russ Type Qty Ply BAY DEVELOPMENT PLAN 2200 - B3C rn in (loc) I /defi PLATES GRIP . TCLL 25.0 R9539623 2200 -83C K1 COMMON 1 1 M1120 185/148 ur- VAIC42T = X11=0P= rnrn 000nc o-,w n - .. •._ .. ..--- . BC 0.07 Job Reference (optional) . . ... - - _ _ _ _ _ - - _ 0 - _____ .. ........ .......n ., ,...+�.,,- n... •v cuuur uc ru.�r.ao �uua rcyc i -1 -0.0 12.6.0 1 25.0.0 6 -0-0 140.0 12.6 -0 12 -6 -0 1 -0.0 Scale - 1:44.1 3x4 _ 5x6 = K , tr q 0-0-0 25.0.0 25.0-0 LOADING (psf) SPACING 2 -0 -0 CSI OEFL in (loc) I /defi PLATES GRIP . TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) n/a - n/a M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.00 U >999 ? RCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 T n/a 'DL 10.0 Code UBC97 /ANSI95 (Matrix) 1st LC LL Min Vdeff= 240 Weight: 113 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6 -0 -0 oc puriins. BOT CHORD 2 X4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 HF Stud /Std - REACTIONS (lb/size) B= 189/25 -0-0, T= 189/25 -0-0, AD= 92/25 -0 -0, AC= 86/25 -0-0, AE= 45/25 -0 -0, AG= 112/25.0 -0, AH= 113/25 =0-0, AI= 109/25 -0 -0, AJ= 126/25 -b-0, AK= 49/25 -0 -0, AL= 251/25-0 -0, A8= 76/25 -0-b, AA= 114/25 -0 -0, Z= 112/25 -0-0, Y= 109/25 -0-0, X= 126 /25 -0-0, V1/= 49/25 -0 -0, V= 251/25 -0 -0 Max Horz B= 73(load case 7) Max Uplift B= 22(load case 5), T= 26(load case 8), AE= 29(IDad case 7), AG= 11(load case 7), AH=- 8(load case 7), AI =9(load case 7), AJ =7(load case 7), AK= 10(load case 7), AL= 8(load case 7), AB= 10(load case 8), AA =l0(load case 8), Z =8(load case 8), Y =9(load case 8), X= 7(load case 8), W= 10(load case 8), V =8(load case 8) Max Grav B=221 (load case 2), T=221 (load case 3), AD= 105(load case 2), AC= 100(load case 3), AE= 56(load case 2), AG =129(load case 2), AH= 139(load case 2), AI= 125(load case 2), AJ= 144(load case 2), AK= 58(load case 2), AL= 287(load case 2), AB= 88(load case 3), AA= 131(load case 3), Z= 129(load case 3), Y.= 125(load case 3). X= 144(load case 3), W= 58(load case 3), V= 287(load case 3) FORCES (lb) - First Crud Case Only TOP CHORD A -8 =21, B -C =28, C- D = -35, D- E = -18, E -F =24, F -G =24, G- H = -24, H -1 =24, I -J =15, J -K =24, K -L =24, L -M =15, M-N =24, N -0 =24, 0 -P =24, P -Q =24, Q- R = -18, R -S =35, S- T =-44, T -U =21 BOT CHORD B -AL =O, AK-AL=-O, AJ -AK = O, AI -AJ = -0, AH- Ai= O,'AG- AH = -O, AF -AG =O, AE -AF =8, AD -AE =8, AC -AD =8, AB -AC =8, AA -AB =B, Z -AA =8, Y -Z =8, X -Y =8, W -X =8, V -W =8, T -V =8 WEBS J- AD =64, L- AC =64, I- AE =60, H- AG =86, G- AH = -86, F- AI = -84, E- AJ =93, D- AK=45, C -AL= -180, M- AB =60, N- AA = -86, O- Z = -86, P -Y =84, Q- X = -93, R- W=-45, S -V= -180 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 1ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed :Lumber DOL =1.33 plate grip DOL =1.33. Continued on page 2 V Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 BEFORE USE Design valid for use onlywith MITek connectors. This design is based only upon parameters shown, and Is for an individual building component to be Installed and loaded verti cally, Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure &lability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regardi fabrication, quality ocntrol, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIS -91 � � Handli I nstallin g and Bra R ecommendation available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719 Z }- Z �W �0 UO NO C0 LU J = H C0 LL WO r. L? N CY W ' Z= H O Z F- W W U O- o�- W I- W U= O h- Z EXPIRES: 12- 19-04 July 2,2003 Job russ T russ T ype Qty Ply BAY D V LO MENT PLAN 2200 -83C mis R9539823 2200 -B3C K1 COMMON 1 1 Job Reference (optional) •..• • • • � - �• •� • . • •...• -.+ .....r J.�vu J mul l o �uuu .•111 cN 111 .W lub, 1116. Yvcu Jul UG 1 V:J I .JJ euua r-d9n e- NOTES 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End betall" 4) All plates are 2x4 M1120 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studi spaced.at 1.4 =0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads pet Table No. 16 -B, UBC-97. LOAD CASE(S) Standard 1 � 0 Warning •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIh7473 BEFORE USE � Design valid for use onlywith Mrrek connectors. This design Is based only upon paramelam shown, and Is foran Individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper Incorporation of component Is responsibility of building designer • not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the respornsibiltity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ��� ` regarding fabrication, quality control, m control, storage, delivery, erection and bracing, consult OST•88 Quality Standard, DSB-89 Bdng Spacification, and HIS-91 m �,n L. -O i Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Z W D UO ND W =. J� N V, W FO. g J. LL. Q N d = W H e ZZ F- O. Z I_ LLID U� ,O N, 0 i_ W W Z U_ Z H =' O ~' Z k .4 �, Job Truss Truss Type qty Ply BAY D VELOPMENT PLAN 2200 -83C m 2200 -B3C K2 COMMON 4 1 R9539624 W Ci. . tore oaonc_— a Rep Stress Incr YES 'DL Job Reference (optional) _ 0.0-0 12 -6.0 19 -2 -15 25 -0-0 zs-a0 1-0 -0 5-9 -1 6 -8 -15 6 -8 -15 5-9.1 1 -04) Scale - 1:44.1 4x6 II D 0.0 0 aD•o B -2-6 16.9 -10 25-0-0 8 -2.6 B-7 -5 8 -2 -6 a LOADING (pso SPACING 2 -0-0 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES 'DL 10.0 Code UBC97 /ANSI95 ..rMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X4 HF No.2 WEBS 2 X4 HF Stud CSI DEFL In (loc) Vdefi TC 0.73 Vert(LL) -0.23 H -J >999 BC 0.94 Vert(TL) -0.49 H -J >599 WB 0.24 Horz( L) 0.07 F n/a Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 1 st LC t-L Min Vdefl = 240 BRACING PLATES GRIP M1120 1851148 Weight; B4 lb TOP CHORD Sheathed or 3 -2 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8 -5 -15 oc brcing. REACTIONS (lb/size) B= 1109/0 -5 -8, F= 1109/0.5 -8 Max Horz B= 49(load case 7) I Max Uplift B= 262(load case 7), 17= 262(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A-13=1 1, B -C =2112, C -D =1786, D-E =1786, E -F =2112, F -G =11 - BOTCHORD B -J =1963, I -J =1301 H -1 =1301, F -H =1963 WEBS C -J =378, D-J =551, D -H =551, E -H =378 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load Is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) Thls 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. LOAD CASE(S) Standard Z I- W . W D JU UO N J � N U. W O. U - U_ = W Z = 1— O Z F- U� O C D F-. WW I-- L' O .. Z W O ~. Z 4x4 = 3x4 = 04 18374 CIA "�FptS7 GaE� ti r EXPIRES: 12 -19-04 July 2,2003 A warning - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE Design valid for use onlywith Mrfek connectors. This design Is based only upon parameters shown, and Is for an individual building component to be��� Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsiblllty of building designer- not truss ....����. designer. Bracing shown Is for lateral suppon of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblplly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSS -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 Z I- W . W D JU UO N J � N U. W O. U - U_ = W Z = 1— O Z F- U� O C D F-. WW I-- L' O .. Z W O ~. Z 4x4 = 3x4 = 04 .I .i WA 41 Job Truss russ Type Qty Ply BA EVELOPM N PLAN 2200 -B3C mis TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 R9539825 2200 -83C K3 COMMON 1 2 ' 2 X4 HF No.2 BOT CHORD 2 X 6 DF 2100F 1.8E WEBS 2 X4 HF Stud Job Reference (optional) b.uuu s Jun y 2uu3 mi I ex Inoustrtes, Inc. Wed Jul 02 10:51:35 2003 Page 1 ao-a 6 -10-0 12 -6.0 18 -2 -0 25.0 -0 6- 10-0 5.8.0 5.8.0 6-10 -0 Scale = 1:41.8 4x4 = - C i i t , i 0-0.0 =r 6 -10.0 12 -6-0 18-2 -0 25.0 -0 6-10.0 5-8-0 - 5.8-0 6 -10 -0 LOADING (psf) SPACING 2 -0-0 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO ;DL 10.0 Code UBC97 1ANS195 UMBER TOP CHORD 2 X4 HF No.2 BOT CHORD 2 X 6 DF 2100F 1.8E WEBS 2 X4 HF Stud CSI DEFL in (loc) I /deft PLATES GRIP TC 0.87 Vert(LL) -0.21 G -1 >999 M1120 185/148 BC 0.84 Vertol) -0.35 G -I >837 ittl: WB 0.70 Horz(TL) . 0.06 E n/a 1st LC LL Min 1/deft = 240 Weight 216 lb BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) A= 4421/0 -5 -8, E= 2161/0 -5 -8 Max Horz A=- 47(load case 8) Max Uplift A =591(load case 7), E=-405(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A- 8= -8240, B- C= 14652, C-D= -4652, D -E =5302 BOT CHORD A -1 =7702, H -I =7702, G -H =7702, F -G =4956, E- F=4956 WEBS B -1 =2383, C -G =2905, D -F =123, B -G =3659, D -G =656 NOTES 1) 2 -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 6 - 2 rows at (3-9-0 oc. Webs.connected as follows: 2 X 4 -1 row at 0 -9 -0 oc. 2) This truss has been checked for uniform roof live load only, except as noted. 3) Wind: ASCE 7'98 per UBC97 /ANS195; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 4) Design load is based on 25.0 psf specified roof snow load. 5) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads per Table No. 16 -B, UBC•97. 6) Girder carries tie -in span(s): 20-0 -0 from 0 -0 -0 to 12 -8 -0 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pif) Vert: A -G= 388.4, E -G =20.0, A -C =64.0, CE=-64.0 Warning • Vartfy design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE M11.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss deaigner. Bracing sham is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the ..�� responslbti8ly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -e8 Quality Standard, DSS-89 Bracing Specification, and HIB-91 ittl: Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 .. t✓4 R.�:i wFt•U}77'7 n:w3.J.(SCi LYiA.i Wi.: f -'O�iui.w'ri4.''CMLrY�il'�.f.41 �i{Y.S�.7Y{�VUM�iuF .�WA�i�+G M ri:�.w Z Z Q , W �U UO (1)O Coll W J H U) LL W O Q S2 �. = W F- 3: ' ? F- 1 Z F_ W W U O� 0 F-, W U U O W 0- O Z 4x8 = I H G F. 4x8 = 3x10 II -5x8 = 3x8 = 3x10 II EXPIRES.; 12 -19 -04 July 2,2003 m I m r i. t 4' �r aco e 253 • .4.749449 . . . . . . . . . . . . . . . . . . . ........... z '� ui jU U 0 (n 0 (1) LLI UJ T_ J H CO LL LLI 0 LL < N =) = d W T_ Z F_ H 0 z f_ UJ UJ 5 (3 0 CO_ 0 0 H W X U- 0 LIJ z CO O ~ z t. In .IL�..ENG1; E R:S: II C. t Z;Z a t C��. t. Patt ngth#eAs-J"hd" I m r i. t 4' �r aco e 253 • .4.749449 . . . . . . . . . . . . . . . . . . . ........... z '� ui jU U 0 (n 0 (1) LLI UJ T_ J H CO LL LLI 0 LL < N =) = d W T_ Z F_ H 0 z f_ UJ UJ 5 (3 0 CO_ 0 0 H W X U- 0 LIJ z CO O ~ z 1 :r ! Sitts & Hill Job Name Bay Development Professional Engineers & Planners 2901 South 40 Street Job No. 10489 Sheet No. 2136 Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 By B.T. _ Date 312002 BASIS FOR DESIGN BUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE. LOADS: ROOF LIVE LOAD = 25 PSF (SNOW). ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. STAIR LIVE LOAD =100 PSF. WIND LOAD; 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.30) FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 2000 PSF. CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: SLABS ON GRADE------------------------------------------ - - - - -- 3,000 PSI FOUNDATIONS --------------------------------------------- - - - - -- 2,500 PSI REINFORCING: BARS #4 AND LARGER: Fy = 60,000 PSI. BARS #3 AND SMALLER: Fy = 40,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: Fy = 36,000 PSI. BOLTS: A307 WOOD: WOOD TYPE JOISTS 2X4---------------------------------------------------------------------------------------------------- H.F. #2 2 X 6 OR LARGER ---------------------------------------------------------------------------------- H.F. #2 BEAMS WIDTH 4" OR LESS -------------------------------------------------------------------------------- D.F. #2 WIDTH GREATER THAN4" --------------------------------------------------------------------------------------------- - -D.F. #2 L EDGERS AND TOPPLATES -------------------------------------------------------------------------------------- - -H.F. #2 STUDS 2X4----------------------------------------------------------------------------------------------- H.F. #2 2 X 6 OR LARGER ---------------------------------------------------------------------------------- H.F. #2 POSTS 4X4---------------------------------------------------------------------------------------------------- H.F. #2 4 X 6 OR LARGER ---------------------------------------------------------------------------------- H. F. #2 6 X 6 OR LARGER ---------------------------------------------------------------------------------- H.F. #2 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 165 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. z '~ W UO. CO J = H U) w w O U _ Da W. I- O z H W W U� O� OH_ w -O w U= O z '•i f. Sitts & Hill Job Name. Bay Development d Professional Engineers 2901 South 40` Street Job No 10489 Sheet No. 3136 s+ Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 By B.T. Date. 312002 i� DESIGN LOADS n ROOF DEAD LOADS: ROOF 6.5 PSF INSULATION 2.0 SHEATHING 1.5 FRAMING 2.5 BEAMS 1.5 MISC. MECH., & LGTN. 2.0 ROOF LIVE LOAD: FLOOR DEAD LOADS: 16 PSF TOTAL DEAD LOAD 25 PSF (SNOW) 1.0 PSF 1.0 3.0 3.0 2.0 2.0 12 PSF TOTAL DEAD LOAD 40 PSF (REDUCIBLE) i PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON Z � UO N 0 ' CO) III J H CO) U_ WO }} J U. Q N �. Z O. �W Z� I— O Z 1—: W U� O N: D I—. W W, H W O: — Z iii U N O Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT : Bay Development LATERAL ANALYSIS: BASED ON 1997 UNIFORM BUILDING CODE AS AMENDED BY LOCAL JURISDICTION. SEISMIC LOADS BASED ON UBC CHAPTER 16, SECTION 1630.2 SEISMIC ZONE: 3 Z:=.3 TABLE 16 -1 1:= 1.0 TABLE 16 -K C := 0.36 TABLE 16 -Q C„ := 0.54 TABLE 16 -R R:= 5.5 TABLE 16 -N W BUILDING /STRUCTURE WEIGHT Equation 30 -6 V := 0.11 •C 1 W V = 0.04 W Minimum 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Equation 30 -5 V:= 2.5•Ca•1 W R V=0.164 W Governs by inspection. Acceleration controls seismic design of short structures. Conservatively, assume a redundancy factor of: p:= 1.4 Working Strength Level then becomes: E:= VV — W 1.4 E=0.16 W (vertical component of earthquake ground motion taken as 0 for allowable stress design) Lateral forces will be distributed along lines of force /resistance. Lines of force /resistance will be investigated for both wind and seismic lateral loads. IN mom M Bay Development ..r Z JU 0 Cl) w J S2 U W O. 2 �. U-Q �� X M Z r- �O Uj Z F— W UC) O� W W 2 rr U- O: LLi z U� O Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 i Fax (253) 474 -0153 i PROJECT : Bay Development 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown WIND USE METHOD 2 - PROJECTED AREA METHOD PER UBC SECTION 1621.3 STRUCTURE LESS THAN 200 FEET IN HEIGHT. P = Ce Cq qs Iw WHERE: WIND EXPOSURE = B 80 mph WIND SPEED Ce = COMBINED HEIGHT AND GUST FACTOR COEFFICIENT (TABLE 16 -G) Cq = PRESSURE COEFFICIENT (TABLE 16 -H) qs = WIND STAGNATION PRESSURE BASED ON WIND SPEED (TABLE 16 -F) Iw = IMPORTANCE FACTOR (TABLE 16 -K) Exposure B, 80 mph WIND SPEED Height Above Ce Ground (ft.) — qs := 16.4• I b Iw := 1.0 Cq := 1.3 ft 2 Wind Pressure (psf) 0' to 15' Ce15 :=.62 P1 := gs•Iw•Cq•Ce15 P1 = 13.2 lbft 15' to 20' Ce20 :=.67 P2:= gs•Iw•Cq•Ce20 P2 = 14.3 lb ft 20' to 25' Ce25 :=.72 P3 := gs•Iw•Cq•Ce25 P3 = 15.41b ft 25' to 30' Ce30 := .76 P4:= gs•Iw•Cq•Ce30 P4 = 16.21b ft 2 30 to 40' Ce40 := .84 P5:= gs•Iw•Cq•Ce40 P5 = 17.9 lb ft WIND SHEAR AT ROOF DIAPHRAGM: W := P2.11.5. ft W = 164.31bft -1 WIND SHEAR AT 2nd FLOOR DIAPHRAGM: W := W + P1.8.5•ft W = 276.61bf " �jl3G Bay Development i I Z W JU. L) O co o �_. F U) LL. W } O } 9J LL Q cf) = HW Z F- ]- O Z F- U� O N � I- WW LO W Z CO) O Z 1 1. S 2� IZ, • V i i i i i i 1.3 TRIM .1 I�i► .11111■I1' � 11 Intl. CCHPOSITION R OOF rl�tAL GUTTER o/ 1.9, FASC O ON - '� .1dfi111111111111I■1...1�11 tl ■11111 ■IIF dtl■ IIIII ■IIIII■IIIII■Itlll■I�IIf■IP� �Ij111 .flf I11 .If111�1�111.t•I.I�I�I�I.T11�' �IIf��� .i ■11111■II11�1. II- I= .11111■ ' r� 111■i11. � 1.n1 .aimnln� — nm>tn'il... n�nulll,.. 1�imnumum...,l■numtiutml. �� .n�lltllumnum.. ��I�mumnlmnnnnunnunnlmn .uPmnurrmmmmltl... ninn �mmlunrnur�wmm_.mum INN mmm _ ■ 11 e ■ ■■r■ ■■.■■ e 0 N ININ r � o (V/3 (::, Z Z 1� w , JU UO W =. N L W O J U- Q N D =a �W Z= W° �5 U CO � F- WW H �O Z U CO O H Z RIGHT ELEVATION 'A' I/4 ".I'-0" n CQMP051TIG'N ROGFPIG METAL GUTTER • o/ 1.6 FASCIA x z x • � BEVEL SIDMG T.SG. /. \ FEAR ELEVATION 'A' 1/4"-1'-0" LEFT ELEVATION 'Al I rJ� • •�S3.Y � t.•.. Z IZ W J . J U. UO to o W= J CO LL w LL to ww t Z f H 0 Z F— 2 5. U O -. 0 H w �� LL 0 ..Z W CO) Z n 6 Ne BARGE BOARD u/ h! TRIM METAL GUTTER o/ 1.6 FASCIA —N BEVEL" =IDING JR WAKE lV'F'ER FLOOR r COMPOSITION ROGFMG n 6r� ,X� I I I III II I � 7r� TRN�7 ® O STONE CAP / \ ® I ^ � 1 ® ® ❑ 1111 1 P � �1 1 1 f' � � I MAIN FLOCK � ❑ ®� � � � � ("� FRONT ELEVATION 'E3 Z �Z JU U0 J � 52 LL W U Q c a. W T Z F- Wo UJ � Q N. 0 H W LL r L O . w Z U= ~ O Z RIGHT ELEVATION 'ES' 8/3 i METAL GUTTER ' W Mb FASCIA 13EVEL SIDWG \ / E E \/ T.SG. /\ REAR ELEVATION 'B' LEFT ELEVATION 1 5 Y• Z Z W JU UO: J = N LL U J 0 G 9 -1 IL Q N D _ Cl �. W c Z = t" H- O Z �— Q U 0 0 ` r_ WW r r LL O. U N. O H Z S .p I m 1 5 5N Q sv O ° 5 BP 50 in 5/P 3'A IR• 5' -1" 3' -6' a'• 1l 7' -10 ,4" 3'• V4" 5 W" 3'•a V4' .n A Q h F . qr, N5AIJ 7 L� WA .T.o 7 � � " 4'x40' PL. EL.'B' F' -� I 5 V.T.O. . `- BED 4 �_i I i .aIV 4' - 33 /4• C N y S " C c�rsPEr ATN _ a a IC'i �" MS T- BATI -I m 7 L F jp V.T.O.S. O O — 5 P ° 5 TUB /SHU.R 1�1 Flx OPEN TO BELOW 5 ° 4 FIX Il7J 7.4 I PL. EL. 'B' S ° a ° O T.SG. 3 5 13 .. Q .T . • L t j f��, 11 % z �Z W JU UO CO 0 W = r 52 LL c WO Q G LL Q = a W. z Z0 W W U� U) 0 F•" W W: LL r Wz /�/ . MJ H �. z 5 °aIXO 6 %O 1 PL. EL.'B' . I 1 ; � ICARPET BED BED 2 BED � d CARPET GARI'tT ? I� I i I m 1 5 5N Q sv O ° 5 BP 50 in 5/P 3'A IR• 5' -1" 3' -6' a'• 1l 7' -10 ,4" 3'• V4" 5 W" 3'•a V4' .n A Q h F . qr, N5AIJ 7 L� WA .T.o 7 � � " 4'x40' PL. EL.'B' F' -� I 5 V.T.O. . `- BED 4 �_i I i .aIV 4' - 33 /4• C N y S " C c�rsPEr ATN _ a a IC'i �" MS T- BATI -I m 7 L F jp V.T.O.S. O O — 5 P ° 5 TUB /SHU.R 1�1 Flx OPEN TO BELOW 5 ° 4 FIX Il7J 7.4 I PL. EL. 'B' S ° a ° O T.SG. 3 5 13 .. Q .T . • L t j f��, 11 % z �Z W JU UO CO 0 W = r 52 LL c WO Q G LL Q = a W. z Z0 W W U� U) 0 F•" W W: LL r Wz /�/ . MJ H �. z i • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT : Bay Development Upper Floor Walls Upper Floor Wall Line AA: Distance between Lines of Resistance: L2 := 28. ft W = 164.3 lb ft t Total Wall Length: Laa := (4 + 7.5 + 9 + 3)•ft Plate Height: H := 8 -ft W U.5 Wind Shear vaa :_ -t Shear Wall Type P1 -6 Laa vaa = 97.9 lb ft 10d nails .6" O.C. Capacity = 278 PLF Seismic Tributary Weiaht: Roof := 16- psf- 40. ft- 28 -ft Roof = 89601b 2 Wall := 10- psf- 40- ft -5 -ft Wall = 2000 lb W:= Roof + Wall W = 10960 lb Seismic Force: Eaa := V W Eaa = 76.3 lb ft t Laa Check wall section: laa := 3 -ft Overturning Moment: OTM := vaa•Iaa•H,,, Dead load resisting: Roof:= 16- psf- 13•ft-laa Wall := 10- psf- H,,, -laa Total := Roof + Wall laa Wind Controls Design OTM = 2348.7 lb ft Roof = 624 lb Wall = 240 lb Total = •864 lb Resisting Moment: DLR := Total- 2 DLR = 1296 lb ft Net Uplift: U:= OTM — DLR laa U = 350.91b No Holdown. 11/31 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Bay Development Z �Z '~ w JU 0 0 , U O co LU UJ _. �L w 0. LLQ to UJ ? t— H O. Z I_ UJ5 UC) 0 co 0 H_ w w u. O W Z U c' 0 Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 Upper Floor Wall Line BB: PROJECT : Bay Development Distance between Lines of Resistance: L2:= 28-ft W = 164.3 lb ft t Total Wall Length: Lbb := 13.5 -ft Plate Height: H := 8 -ft Wind Shear vbb := W2•L2•.5 _t Shear Wall Type P1 -6 Lbb vbb = 170.41b ft 10d nails @ 6" O.C. Capacity = 278 PLF Seismic Tributary Weight: Roof := 16- psf•40•ft• 2 . ft Roof = 8960 lb Wall := 10•psf•40- ft•5•ft Wall = 2000 lb W:= Roof + Wall W = 10960 lb Seismic Force: E := V W E = 132.8 lb ft -1 Wind Controls Design Net Uplift: U:= OTM - DLR U=-581.21b No Holdown. Ibb 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Bay Development .._ _.......... Z Q W W� U O 00 W= J N LL. W O: J U— Q to 2 �. W. Z � H O W LL j Dp ON O r~. W u. O. .. Z W U =' O~ Z Lbb Check wall section: lbb := 13.5 -ft Overturning Moment: OTM := vbb•lbb•H,„ OTM = 18398.3 lb ft Dead load resisting: Roof := 16•psf• 13•ft -lbb Roof = 2808 lb Wall := 10•psf•Hw lbb Wall = 10801b Total := Roof + Wall Total = 3888 lb Resisting Moment: DLR := Total• 1Zb DLR = 26244lbft Net Uplift: U:= OTM - DLR U=-581.21b No Holdown. Ibb 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Bay Development .._ _.......... Z Q W W� U O 00 W= J N LL. W O: J U— Q to 2 �. W. Z � H O W LL j Dp ON O r~. W u. O. .. Z W U =' O~ Z .► 7 SITTS & HILL ENGINEERS INC. s 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development Telephone (253) 474 -9449 Fax (253) 474-0153 Upper Floor Wall Line CC: 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Distance between Lines of Resistance: Ll := 40. ft W = 164.3 lb ft 1 Total Wall Length: Lcc (5.5 + 17). ft Plate Height: H,,, := 8-ft W -.5 Wind Shear vcc := 1 Shear Wall Type P1 -6 Lcc vcc = 1461b ft- 10d nails @ 6" O.C. Capacity = 278 PLF 4 Seismic Tributary Weight: rl Roof := 16- psf- 28 -ft- 2 Roof = 8960 lb r Wall:= 10- psf- 28•ft-5•ft Wall= 14001b s W:= Roof + Wall W = 103601b i Seismic Force: E := V W E = 75, lb ff l Wind Controls Design t cc cc Net Uplift: U:= OTM — DLR U = 860.1 lb No Holdown. Icc 13 /� Bay Development Z Z JU UO w =. J to U W O J U- (0 � = d. W _. Z� zo ) �O 0 I— Ww H ti O W Z U CO). O Z Lcc Check wall section: Icc := 5.5 -ft Overturning Moment: OTM := vcc•Icc•H OTM = 6424.8 lb ft Dead load resisting: Roof:= 16•psf•2•ft•lcc Roof = 176 lb Wall := 10- psf•H,,,•Icc Wall = 440 lb Total := Roof + Wall Total = 616 lb Resisting Moment: DLR := Total• l a c DLR = 1694 lb ft 2 Net Uplift: U:= OTM — DLR U = 860.1 lb No Holdown. Icc 13 /� Bay Development Z Z JU UO w =. J to U W O J U- (0 � = d. W _. Z� zo ) �O 0 I— Ww H ti O W Z U CO). O Z SITTS & HILL ENGINEERS INC. i 2901 SO. 40th St., Tacoma, WA 98409 -5697 ! Telephone (253) 474 -9449 Fax(253)474 -0153 I PROJECT : Bay Development Upper Floor Wall Line DD: Distance between Lines of Resistance: L1 := 40• ft W = 164.3 lb ft Total Wall Length: Ldd := 25.5• ft Plate Height: H,:= 8-ft Wind Shear vdd := W2•LI•.5 _t Shear Wall Type P1 -6 Ldd vdd = 128.8 lb ft 10d nails @ 6" O.C. Capacity = 278 plf Seismic Tributary Weiqht: Roof := 16- psf- 29. ft• 20 . ft Roof = 89601b Wall := 10•psf•28- ft -5 -ft Wall= 1400 lb W:= Roof + Wall W = 10360 lb Seismic Force: Edd := L Edd = 66.5 lb ft I Wind Controls Design Check wall section: ldd := 25.5 -ft Overturning Moment: OTM := vdd- 1dd -H,„ OTM = 26283.3 lb ft Dead load resisting: Roof := 16•psf•2- ft -idd Roof = 816 lb Wall := 10•psf•HWldd Wall = 2040 lb Total := Roof + Wall Total = 2856 lb Resisting Moment: DLR := Total. 12d DLR = 36414 lb ft Net Uplift: U:= OTM — DLR U = —397.3 lb No Holdown. Idd Iq136 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Bay Development 'y 5 Z Z UO Co 0 W =` CO u.. J LL Q' � d. = W H } ZF Z� U� O tn;. WW H LL O. Z 111 U co O ~' Z S I ; I i L N tt N Na ALL NOTE • IYP. SOLI • FIRE: • TOP NOTE • TYR NOTE . Erci Disc , W.C. ALL FiN15, E • F • .1 y I . � T . l I ( I C� C G r Z '~ W JU UO (J) W= N L S w 0 G L J T O F— W ? f H O W LLI Q : ON WW F LL O. • Z W U= O z 1 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT : Bay Development 10489.mcd 04/02/2002 design Binh Tran chk Ed Brown Main Floor Walls Main Floor Wall Line A: Distance between Lines of Resistance: L1 := 20•ft W = 276.61bft Total Wall Length: La := (7.5)-ft Plate Height: H := 9-ft Wind Shear va := Wt-L1•.5 t Shear Wall Type P1-4 La va = 368.8 lb ft 10d nails @ 4" O.C. Capacity = 418 PLF Seismic Tributary Weiqht: Roof := 16•psf•40•ft• 2 ft Roof = 64001b Wall := 10•psf•40- ft•12.5•ft Wall = 50001b Floor := 12•psf -40•ft• 2 •ft Floor = 48001b W:= Roof + Wall + Floor W = 16200 lb Seismic Force: E := V W E = 353.5 lb ft Wind Controls Design La Check wall section: ]a:= 7.5-ft Overturning Moment: OTM := va•la•H OTM = 24896.4 lb ft Dead load resisting: Roof := 16•psf• 13-ft-la Roof = 1560 lb Wall := 10•psf•H 2•la Wall = 13501b Floor : = 12•psf•6.5•ft•la Floor= 585 lb Total := Roof + Wall + Floor Total = 3495 lb Resisting Moment: DLR := Total. la DLR = 13106.3 lb ft 2 Net Uplift: U:— OTM — DLR U = 1572 lb Simpson Holdown. la STHD10RJ 14 13 6 Bay Development Z �~ w UQ to J H to L W O LL.Q �d �W ' Z t— H O w t — . . W no O co � H WW �F �- 0. .. Z U N` H � O Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT : Bay Development 10489.mcd 04/02/2002 design Binh Tran chk Ed Brown z W. � JU L) 0 Co J 1: H V) LL W O U. Q N d = W z� I— O z 4— W `O �. Q }- WW U z co O z 1� SITE'S & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 + Fax (253) 474 -0153 PROJECT : Bay Development Main Floor Wall Line C: Distance between Lines of Resistance: LI := 40•ft Total Wall Length: Lc := (17 + 15). ft Wind Shear vc:= Wj•LI•.5 Lc Seismic Tributary Weight: Roof := 16•psf•40•ft• 40 eft Wall := 10•psf•404 12.5•ft Floor:= 12•psf•40•ft• -ft W:= Roof + Wall + Floor W t = 276.6 lb ft Plate Height: H .= 9-ft -1 Shear Wall Type P1 -6 vc = 172.9 lb ft 101 •I s @ 6" r C Seismic Force: E := V• W E = 140.1 lb ff t Lc Check wall section: lc := 15-ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: nai Capacity = 278 PLF Roof= 128001b Wall = 50001b Floor= 9600 lb W = 27400 lb Wind Controls Design OTM := vc•lc•H OTM = 23340.4 lb ft Roof := 16•psf•2•ft•lc Roof= 4801b Wall := 10•psf•HW2•lc Wall = 27001b Floor := 12•psf• 1.33•ft•lc Floor = 239.4 lb Total := Roof + Wall + Floor Total = 3419.4 lb DLR := Total• 4c DLR = 25645.5 lbft 2 OTM — DLR U := U=-153.71b No Holdown. lc 10489.mcd 04/02/2002 design Binh Tran chk Ed Brown C�/? G Bay Development Z Z; �w aa� JU UO N 0: W = t� C0 LL WO 2 La C13 = O. �W ' ?H HO Z h- U� O� off W u. O Z W H= O ~' Z SITT.S & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 96409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT : Bay Development 10489.mcd 04/02/2002 design Binh Tran chk Ed Brown Main Floor Wall Line D: Distance between Lines of Resistance: L1:=40—ft W = 276.61bft -I Total Wall Length: Ld := (11 + 18)-ft Plate Height: H,:= 9. ft W Wind Shear vd := vd = 190.8 lb ft Ld Shear Wall Type P1 -6 10d nails @ 6 ". O.C. Seismic Tributary Weight: Capacity = 278 PLF Roof := 16•psf•42•ft• 20 . ft Roof= 134401b Wall:= 10•psf•42•ft• 12.5•ft Wall = 52501b Floor : = 12•psf•42•ft• 40 . ft Floor= 10080 lb 2 W:= Roof + Wall + Floor W = 28770 lb Seismic Force: Ed := V•W E = 162.3 lb ft Wind Controls Design Ld Check wall section: Id := 11 -ft Overturning Moment: OTM := vd•ld•H OTM = 18886.9 lb Dead load resisting: Roof := 16•psf•241d Roof= 3521b Wall := 10•psf•H,,•2•ld Wall = 19801b Floor : = 12•psf•1.33•ft•ld Floor= 175.6 lb Total := Roof + Wall + Floor Total = 2507.6 lb Resisting Moment: DLR := Total. 2 DLR = 13791.6 lb ft Net Uplift: U:= OTM — DLR U = 463.2 lb No Holdown. ld i J 1 3f.:, Bay Development Z OC W UQ Co CO) LU J H CO LL W O LLQ UD = 0 F- W I— ZO W LU Dp U O N o t-- LU = U 1— h- LL O. W Z U to 0 1-- Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT : Bay Development Distance betty en Lines of Resistance: L1 :=20-ft WI = 276.6lb ft 1 Total Wall L gth: Le := (21)•ft Plate Height: H,:= 10-ft Wt-L1 Wind Shear v - ve = 263.5lb ft 1 Shear Wa&T, Le 10d. nails Capacity Seismic Tributary Weight: oof := 16•psf•21 •ft• 40. ft f — 6720 lb 2 Wa := 10•psf•21•ft• 12.5•ft all = 2625 lb W:= R of + Wall W = 9345 lb Seismic Force: E := V W E = 72.816 ft Wind Controls Design Le Check wall section: le := 21 -ft i Overturning Moment: OTM := ve•le• OTM = 55325.4 lb ft Dead load resisting: Roof :_ psf• 1 • ft e Roof = 33601b Wall: 0•psf• lle Wall = 4200 lb Tota-Ro + Wall Total = 7560 lb Resisting Moment: Total. le DLR = 380 lb ft 2 Net Uplift: U:— � le DLR U = — 1145.5 lb o Holdown. zOl�r"' 10489.mcd 03/28/2002 n Binh Tran k Ed Brown Bay Development Z � w aa JU UO N C co LLJ J = L- V) LL W O. �:3 LL Q co) :3 1 0, H ' ? !_— zo W �5 U� O � � H W W F- LL O Z UN H Z 1 ` SITTS & HILL ENGINEERS INC. i 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 i PROJECT : Bay Development Main Floor Wall Line F: Distance between Lines of Resistance: L2 := 22. ft Total Wall Length: Lf := (3 + 4)-ft W -L2•.5 Wind Shear of := Lf Seismic Tributary Weiqht: Roof := 16- psf•20-ft• 2� •ft Wall := 10•psf•20•R -5-ft I i ! W:= Roof + Wall } f W = 276.6 lb ft - ' Plate Height: . H,:= 9-ft of = 434.7 lb ft Shear Wall Type P1 -3 10d nails @ 3 O.C. Capacity' = 545 Of Roof = 35201b Wall= 1000 lb W = 4520 lb Seismic Force: Er := Lf . E 105.7lbft7 Wind Controls Design Check wall section: If := 3•ft Overturning Moment: OTM := vf•lf•H Dead load resisting: Roof := 16-psf- 9•ft-lf Wall := 10•psf -H v .lf Total := Roof + Wall Resisting Moment: DLR := Total• if Net Uplift: U:= OTM — DLR If OTM = 11736.9 lb ft Roof= 4321b Wall = 270 lb Total = 702 lb DLR = 1053 lb R U = 3561.3 lb Simpson Holdown. STHDI4RJ. 36 10489.mcd 04/02/2002 design Binh Tran chk Ed Brown Bay Development z 7 L ) 0 C O 0 W� CO U- W O 9:3 ' U. ?. CO) O = ul Z ��.. !— O Z F--' 5. U� O� O h- W U F- 0 — Z tll U= O F- Z roof framing plan • ROOF VENTS . A (SF.) (30OX2A • EAVE VENTS . A (5F.) (300X7. NOTE. EVERT IRM SPACE AT Et UTU U,• UARE MEW NOTE, EVERT TRW SPACE AT E: CLOOCFo • EAOI BLOCK TO wt U• W W1U ,C.£ MEW 3RACING: (1) 2 +4 UP TO 10'•0• LOt (1)2x6 10••0• TO IA'•0' (31 tae OVER I,'•O' Lb NOTES; • ALL BATS. I UORS, SIA OTUERWSE NOTED. • VENTED BLOCKING C' . ROOF OVERUANGS TO • ROOF PITCIES TO BE • TRUSSES I RAFTERS SUALL OTNERWSE NOTED. TRUSS NOTES: • ALL TRUSSES SUALL CARW . ALL TRUSSES SUALL BE IN MAMPACTURS SPECIFICATIC . TRU55ES WILL NOT BE FIELT DEPT. APPROVAL OR EN631 • ALL TRUSSES SNALL NAVE SITE FOR FRAAlING INSPECT • ALL CONNECTIONS OF RAF' MAIN GIRDER 10 BE PROV • TRUSS ORAUAN55 TO BE 51 UIASUINGTCN STATE 57MXI • TRUSSES SUALL BE MANUF. UNDER TIE RE-CUIREMEN15 BEAR TUE CVALIIT CCNTi MANIFACTURIW PLANT '5N SPACING, SECTION 23436 • A °PROVED DANGERS SUC RAFTERS, JACK OR UIP IF; SECTIONS 73 2307 <, 23• • LIGHT METAL PLATE COT IOENT IFCATIOI. INFOFZ PERMANENTLY AFFIXED 11 FOLLOWNGI A IDENTIFICATION C B. THE DESIGN LOA C. TUE TRUSS 5-AC • ALL ROOF TRUSSES 514AL FRAMEWRK AND SUPPOI PART O' TUE uAwOLE BOIL WELL FITTED AND SUALL 5EFOR3 ANY LOAD IS PL BRACING SNALL BE USEC ROOF TM55E5 SUCVLD E • BEARNG BT SOLID BLO DISPLACEMENT. TIET 51 TO RESIST WIND SUCTION Z Z W 2 O to co W W J � Co LL W ' L Q D L W Z F— Z� 0 0.. U 0 W W LL � LL 1� . p LIJ Z E U_ co) Z -{- N G .N . Z . Z- P NOTICE: IF THE DOCUMENT IN THIS FRAME CLEAR THIS NOTICE IT IS DUE TO THE QUALITY SITTS & HILL ENGINEERS INC. 2901 so. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development Telephone (253) 474 -9449 Fax (253) 474 -0153 Roof Framing Plan "B ". 4X10.Porch Beam. 1. DOUG FIR No. 2 4X10 Roof Header NDS Table 4A C := 1.15 b := 3.50 A = 32.4 F := 900-CD d := 9.25 F := 95- CD Fb =1035 A. b•d A =32.4 F = 109.2 2 b F,:= 95 -C S:= 5 S = 49.9 F„ = 109.2 b•d3 1:= I = 230.8 12 Span := 6 Tw := 6 Uld := 41 •Tw Uld = 246 Uld•Span Mmax. 12 Mmax := Mmax = 1107 f := f = 266.2 O.K. 8 S Span d 1.5 Uld — C f := 2 12) f = 25.4 O.K. A 2. DOUG FIR No. 2 4X10.Porch Beam. NDS Table 4A C := 1.15 b := 3.50 F := 900-CD d:= 9.25 A:= b•d F = 1035 A = 32.4 2 b6d F := 95- CD S:= S = 49.9 F = 109.2 b d I := I = 230.8 12 Span := 5 Tw := 8 Uld := 41 •Tw Uld = 328 Uld•Span Mmax. 12 Mmax := 8 Mmax = 1025 f := S f = 246.4 O.K. 1.5-Uld Span — d 2 12) f� .— A f = 26.3 O.K. 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Bay Development Z H. lQ W W� JU UO. (n o. W= Co LL W. W O. W < N d = W I— _. { ? Z O �•• -. W LLj �p :O W H V WO Z U W O Z r SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT : Bay Development 1.5•Uld• (Span — d . 2 12) f f, 5.5 O.K. A 4. DOUG FIR No. 2 4X12 garage Header NDS Table 4A C := 1.15 b := 3.50 F := 900-CD d:= 11.25 F 1035 A: =b d A =39.4. 2 F =95•C S:= b6 S =73.8 F = 109.2 b d 1:= I = 415.3 12 Span := 16 Tw := 3 Uld := 41 •Tw Uld = 123 2 Uld-Span Mmax. 12 Mmax := 8 Mmax = 3936 f := S f = 639.8 O.K. 1.5 Uld r Span — d 1 A =S an- 12 A =08 2 12J max p 240 max f := A f = 33.1 0. K. 5•Uld•Span 1 req — — 126 req '° 384.1800000•Amax 5•Uld•Span •1728 1QA.1 Qnnnnn_i 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Z Z` '~ W JU U O' Co 0 , J H U) LL WO 9 5 LL Q c = �W Z H: t O Z 1— W LIJ 5 C3 U ,O N. 0 F- WW —O Lll Z U- Z . o. u uVIJV rim iw. [• C := 1.15 b b := 3.50 F := 900•2D d d := 9.25 Fb =1035 A A: =b•d A A =32.4 2 F := 95- CD S S:= b S = 49.9 F = 109.2 b b d3 1:= I I = 230.8 12 Span := 3 Tw := 4 4 Uld := 41 •Tw U Uld = 164 2 Uld-Span M Mmax. 12 M Mmax := M Mmax = 184.5 f f := f f = 44.4 0.1 8 S S max p 240 max f := A f = 33.1 0. K. 5•Uld•Span 1 req — — 126 req '° 384.1800000•Amax 5•Uld•Span •1728 1QA.1 Qnnnnn_i 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Z Z` '~ W JU U O' Co 0 , J H U) LL WO 9 5 LL Q c = �W Z H: t O Z 1— W LIJ 5 C3 U ,O N. 0 F- WW —O Lll Z U- Z . t SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 5. DOUG FIR No. 2 4X10 Roof Header NDS Table 4A PROJECT : Bay Development 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown C := 1.15 b:= 3.50 Fb := 900•CD d:= 9.25 F 1035 A: =b•d A =32.4 z bfi F„ := 95. CD S:= S = 49.9 F, = 109.2 b d3 I := I = 230.8 12 Span := 5 Tw := 13 Uld := 41 •Tw Uld = 533 Mmax := Uld•SSpan2 Mmax = 1665.6 f := Mm • 12 fb = 400.5 O.K. 1.5 Uld • Span _ d . f .= 2 12) f„ = 42.7 0. K. A 6. CHECK 3 1/8x10.5 GI-B. 24F - V4' UCH L1 12 lJc2 \2 VI NM 0 0 0 0 Span := 6 L 1 :=2 L 1= 2 L2:= 4 L2 = 4 P1 := 2600 UldI := 41. UId2 := 41. 2 2 W1 := Uldl•L1 W1 = 1066 W2:= Uld2•L2 W2 =656 W1-L1•.5 + P1-L1 + W2•(LI + L2•.5) V1 := V1 = 1481.7 Span V2 := W2-L2-.5 + PI-L2 + W1-(L2 + L1•.5) V2 = 2840.3 Span m: =2 m =2 V := V2 - WI V = 1774.3 M •= V m+ WI m M 4614.7 max • pt' 2 max = Vmax V2 Vmax = 2840.3 Vmax' 1.5 Are Are = 22.5 < Ai 2 Actual := 32.81in OK q 165.1.15 q Sreq Mmax' 12 Sreq = 20.1 < Sin 3 Actual := 57.42in OK 2400.1.15 Bay Development Z �Z UO CO C Cl) = t- V) u.. WO }} �J LL a Nn = Cy W Z = t-- t-- O Z H UJ j: �p O - 0 t-- .W W 2 LL -O Z U =. O Z t e SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 7. CHECK 3 1/8x10.5 GLB. 24F -V4 PI Ud, r L _ UL . M a-- 0 0 0 PROJECT : Bay Development 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Suan := 5 Ll := 2.5 Ll = 2.5 L2:= 2.5 L2 = 2.5 P1 := 5100 Uld 1 := 41. Uld2 := 41.2 W1 := Uldl -LI W1 =410 W2:= Uld2•L2 W2 = 205 WI -L1•.5 + PI-L1 + W2 -(L1 + L2•.5) V1 ;= V1 = 2806.3 Span W2•L2•.5 + P1 L2 + Wl •(L2 + L1•.5) V2 := V2 = 2908.8 Span m:= 2.5 m = 2.5 V := V2 — W1 V = 2498.8 M V m+ W l m max •= pt' M — 6759.4 max — 2 Vmax := V2 Vmax = 2908.8 Vmax' 1.5 Are Are =23 < A 2 Actual := 32.81iW OK q 165.1.15 q Sfeq Mmax' 12 Sreq = 29.4 < S-� := 57.42in OK 2400.1.15 2 �r3� Bay Development Z W J V U 0. N Ul J U- 0 J. LL H =: r Z F— O .Z H". Dp O N. 0 H W W. LL Z. U N: H F= O —:. Z 9 (o Z�l3L Z W � � JU UO CO J = CO) U. WO LL Q � = F. W Z = F- F- O Z F- W5 U� O � o F- W ui H� O W Z CO) 1= _ O Z ` SITT& & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma. WA 98409 -5697 f Telephone (253) 474 -9449 Fax(253)474 -0153 Upper Floor Framing Plan. 8. DOUG. FIR No. 2 4X10 Floor Header. NDS Table 4A PROJECT : Bay Development C := 1.0 Fv := 95 b:= 3.5 d := 9.25 Fb := 900- A := b•d b d _ b d S:= 6 I 12 F = 900 = 32.4 Span := 6 Tw := 7 Uld := 52 -Tw Uld = 364 S = 49.9 I = 230.8 Uld•Span Mmax. 12 Mmax := Mmax = 1638 f := f = 393.8 8 S 9. CHECK 3 1/8x10.5 GLB. 24F -V4 PI Li L2- I i t.kP �f8 �z of 0 0 0 1.5 -Uld• (Span - d 2 12) f�.= f, =37.6 A 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Span := 6 L 1 :=5 L 1= 5 L2:= 1 L2 = I PI := 1300 UldI := 52. 14 Uld2 := 80 + 52. 14 +41. 26 2 2 2 Wl := Uldl -LI W1 = 1820 W2:= Uld2 -L2 W2 =977 W1-L1•.5 + P1 -L1 + W2•(L1 + L2•.5) V 1 := V1 = 2737.3 Span W2 -L2 -.5 + PI-L2 + W1 •(L2 + Ll•.5) V2:= V2 = 1359.8 Span m := 3.7 m = 3.7 V := V2 - W1 V = -460.3 Mmax V m Mmax = 2515.5 2 Vmax V1 Vmax = 2737.3 Areq V max 1651.5 Areq = 24.9 < Ai := 32.81in OK Sreq Mmax' 12 Sreq = 12.6 < S 3 Actual := 57.42in OK 2400 z9l3 G Bay Development z = F- 2 D J U. U CO U . W= N LL W LL a. = a �W T- 0 z F- W U0 co D F- W U. U - 0 W z co F-- Z P , SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT : Bay Develo ment 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown 10. DOUG. FIR No. 2 C := 1.0 Fv := 95 b:= 3.5 d := 9.25 4X10 Floor Header. NDS Table 4A F := 900- A:= b•d b•d b•d F = 900, A = 32.4 6 12 Span := 5 Tw := 13.5 Uld := 52•Tw Uld = 702 S = 49.9 I = 230.8 Uld•Span Mmax. 12 Mmax := Mmax = 2193.8 f := f = 527.4 8 S Span d 1.5•Uld• _ 2 12) fv �= f = 56.2 A 11. 117/8" TJI /PRO 150 @ 16" O.C. FLOOR JOISTS. Span := 13.5 Tw := 1.3 Uld := 52•Tw Uld = 67.6 Wlive 40•Tw Wlive = 52 plf W := 12•Tw Wdl = 15.6 plf Wd Wlive. W dl W t , = 67.6 plf FROM TABLE, USE TJI /PRO 150 SERIES L1480. 12. CHECK 3 1/8X10 1/2 GLB. (24F -V4) �a Pi b Ud U2 VI 8W 0 0 Mnut 0 0 a A •.. • a:= 1 a= 1 b:= 4 b= 4 P I := 2800 Span := 5 Tw := 1.3 Uld := 52•Tw + 41.3 Uld = 190.6 VI := Uld. Span + P I. a VI = 1036.5 2 Span V2:= Uld. Span + P1 • b V2 = 2716.5 2 Span Vmax V2 Vmax = 2716.5 2 Mmax Uld. Span + P1 • a b Mmax = 2835.6 8 Span Areq •_ Vmax• 1.5 Areq = 24.7 < Ai := 32.81in 165 Sreq M 2400 2 S feq ° 14.2 < Si, 3 Actual := 57.42in OK OK Bay Development Z W 2 D JU UO CO) = cf)U- WO L L Cl) D = �W z ZO W U� ON D F-•. W W H H !�: O. W Z U co O Z ' SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 13. DOUG. FIR No. 2 4X10 Floor Header. NDS Table 4A PROJECT : Bay Development C := 1.0 Fv := 95 b:= 3.5 d := 9.25 F := 900- A:= b•d S •— b•d2 I .— b•d3 F = 900 A = 32.4 6 12 Span := 8 Uld := 80 + 41.3 Uld = 203 S = 49.9 I = 230.8 Uld Span Mmax. 12 Mmax.— 8 Mmax = 1624 f := S f = 390.5 1.5•Uld• Span _ d fV:= A 2 12 fV =30.4 - CHECK 4X10 DF #2 PI a— b Ud VZ VI 8W 0 — 0 unut 0 0 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown a:= I a 1 b:=4 b= 4 Pt := 800 Span := 5 Uld := 80 + 41.5 Uld = 285 V I := Uld. Span + P I. a V 1= 872.5 2 Span Span b V2:= Uld. + P1 • V2 = 1352.5 2 Span Vmax := V2 Vmax = 1352.5 2 Mmax : = Uld. Span + P1 • a b Mmax = 1530.6 8 Span Afeq ;= Vmax 1 5 Areq = 21.4 < A;,, := 32.38in OK 95 Sfeq ;_ Mmax' 12 Sreq = 20.4 < S := 49.9 tin 3 OK 900 �1�36 Bay Development Ir Z Q �W W .J U 0 0 0 W= CO U. W O' LL. Q = CY F.. W Z� F– O: Z F– 5 U O N 0 F– W F=– H u. O •Z W U= O F–. Z • SITTS & HILL ENGINEERS INC. i 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 15. CHECK 5 1/8X16 1/2 GLB. (24F -V4) M UCH U L2 Ud2 o� o 0 0 I l i PROJECT : Bay Development 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Span := 20 L1 := 12 L1 = 12 L2:= 8 L2 = 8 PI := 2600 Uldl := 80 + 41. +52. 6 Uld2 := 80 + 52. 12 + 41. 2 2 2 Sreq 2 2 W1 := Uldl•L1 Wl = 9228 W2:= U1d2•L2 W2 =4448 Wl•L1•.5 + PI-L1 + W2-(L1 + L2•.5) v1:= vt = 7386.8 Span 240 Amax = 1 W2 -L2•.5 + P1 •L2 + W 1 •(L2 + L1•.5) V2 := Ireq := 384-1800000-A max max 1845.� Ire 6 q V2 = 8389.2 Span m: =11 m =11 V := V2 — W1 V _ —838.8 Mmax : = V2• m M = 46140.6 2 Vmax : = V2 Vmax = 8389.2 Vmax' 1.5 Areq = Areq = 76.3 < � 2 Ai„`Actual := 84.56irn OK 165 2 Sreq S req = 230.7 < S 3 Actual := 232.5in OK 2400 8 Uld := Mmax' 2 Uld = 922.8 Span Span. 12 Amax = 240 Amax = 1 5•Uld•Span Ireq := 384-1800000-A max max 1845.� Ire 6 q 1 Actual := 1919in OK G � �L g Bay Development Z W � D U0: Co C3 Wf- N W WO U. ND Z CY H W Z = H t~ O. w U� .0 t—, WW O Lll Z U =� O Z 0 _3 6 r O O 7(l 3 z iz NOTICE: IF THE DOCUMENT IN THIS FRAME iAN THIS NOTICE IT IS DUE TO THE QUALITY A 1 _ SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474.9449 PROJECT DESIGNED -U- L DATE loZj JOBI CHECKED DATE SHEET OF Z z� T Z W � JU U N D J H �U_ WO U. Q co ) LU = Z� F- O Z F— W W U� O N � F- WW O. Z N O z Title : Dsgnr: Description Job # Date: 11 :OOAM, 8 MAY 03 Scope : Kev; OdVVUV User: Kw- 0602611.Ver 5.6.0, 2- Sep -2002 General Timber Beam Page 1 161963 - 2002 ENERCALC Enainecrino Software o: 1104001104891calculations110489 fnd- re.ecw: Description R1. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 0.862 : 1 Center Span 13.00 ft .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 1.0 k Max. Positive Moment Fb Base Allow 850.0 psi Load Dur. Factor 1.000 Fv Allow 75.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi 0.00 k -ft E 1,300.0 ksi Full Length Uniform Loads Center DL 16.00 #/ft LL 52.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL # /ft LL #/ft Summary Beam Design OK Span= 13.00ft, Beam Width = 1.500in x Depth = 9.251n, Ends are Pin -Pin l Max Stress Ratio 0.862 : 1 i Maximum Moment 1.4 k -ft Maximum Shear ' 1.5 0.6 k Allowable 1.7 k -ft Allowable 1.0 k Max. Positive Moment 1.44 k -ft at 6.500 ft Shear: @ Left 0.44 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.44 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.120in 1 E j Max. M allow 1.67 Reactions... @Right 0.000in fb 805.87 psi fv 42.43 psi Left DL 0.10 k Max 0.44 k Fb 935.00 psi Fv 75.00 psi Right DL 0.10 k Max 0.44 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.080 in -0.340 In Deflection 0.000 in 0.000 in ...Location 6.500 It 6.500 It ...Length /Deft 0.0 0.0 ...Length /Deft 1,951.4 459.14 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 In @ Center 0.120 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in i r. Z Z lY � 0 N CO 111 J i.- U. WO E U_ Q U) = W t- T Z i.. iF- 0 W �: U CO o h- WW S H H U_ O. Z U =; O ~` Z 4? Title: Dsgnr: Description Job # Date: 11 :OOAM, 8 MAY 03 Scope : 6ser :Kw.U60261,,Ver5.6.0,2- ScR.2002 General Timber Beam _. -Page 1 Description R2. General Information 0.00 k -ft Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 0.00 k -ft Center Span 4.50 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 It Member Type Sawn Douglas Fir - Larch, No.2 Left DL 0.72 k Fb 990.00 psi Fv Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Deflection -0.008 in E 1,600.0 ksi F ull Le U nif orm Loads Center DL 320.00 # /ft LL 800.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL # /ft Beam Design OK Span= 4.50ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.816 : 1 Maximum Moment 2. k -ft Maximum Shear* 1.5 Allowable 4.1 k -ft Allowable Max. Positive Moment 2.83 k -ft at 2.250 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 4.12 Reactions... fb 681.61 psi fV 77.53 psi Left DL 0.72 k Fb 990.00 psi Fv 95.00 psi Right DL 0.72 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.008 in -0.028 in Deflection ...Location 2.250 ft 2.250 ft ...Length /Deft ...Length /Deft 6,755.5 1,930.13 Right Cantilever... Camber ( using 1.5 D.L. Defl ) ... Deflection @ Center 0.012 in ...Length /Deft @ Left 0.000 in @ Right 0.000 in @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 2.5 k 3.1 k 2.52 k 2.52 k 0.000 in 0.012 in 0.000 in 2.52 k 2.52 k 0.000 in 0.0 0.000 in 0.0 z '�. Z U O to 0 N W WO � LL¢ U� = C7 �.. W r ? F ' HO z IF- �5 U� O N t] H WW LLO .. z W U CO O z Title: Job # Dsgnr: Date: 11:00AM, 8 MAY 03 j Description Scope : u9erKW--Ofi02611,VerS.6.0,2 -Sep -2002 Dead Load General Timber Beam Left Cantilever... Page 1 Total Load l (c)1983.2002 ENERCALC Engineering Software -0.003 in p:\10400 \10489 \calculations \10489 fnd- re.ecw: Deflection Description R3. 0.000 In ...Location 1.750 ft 1.750 ft ...Length /Deft General Information 0.0 Calculations are designed to 1997 NDS and 1997 UBC Requirements Z H Section Name 4x10 Right Cantilever... Center Span 3.50 ft .....Lu 0.00 it W Beam Width Beam Depth 3.500 In 9.250 in Left Cantilever it .....Lu Right Cantilever ft 0.000 in 0.00 ft 2 = Member Type Sawn .....Lu Douglas Fir - Larch, No.2 0.0 0.00 ft U Fb Base Allow 900.0 psi @ Right O N 0 Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi LU = E 1,600.0 ksi _j N g_ W O Full Length Uniform Loads p 2 Center DL 296.00 #/ft LL 720.00 #/ft Q Left Cantilever DL #/ft LL # /ft d Right Cantilever DL #/ft LL # /ft _ H =. Summary Beam Design OK ? (- Span= 3.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Z Max Stress Ratio 0.486 : 1 LU LLj Maximum Moment 1.6 k -ft Maximum Shear * 1.5 1.5 k p. Allowable 4.1 k -ft Allowable 3.1 k v cn O - Max. Positive Moment 1.56 k -ft at 1.750 ft Shear: @ Left 1.78k 131-- Max. Negative Moment 0.00 k -ft at 3.500 ft @ Right 1.78 k W W Max @ Left Support 0.00 k -ft Camber: @ Left 0.000ln U Max @ Right Support 0.00 k -ft @ Center 0.004in LL ~O Max. M allow 4.12 Reactions... @ Right 0.000 in Z fb 374.04 psi fv 46.13 psi Left DL 0.52 k Max 1.78 k U N Fb 990.00 psi Fv 95.00 psi Right DL 0.52 k Max 1.78 k 0 Deflections Z Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.009 in Deflection 0.000 in 0.000 In ...Location 1.750 ft 1.750 ft ...Length /Deft 0.0 0.0 ...Length /Deft 15,521.9 4,522.14 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.004 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in GITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 I Fax(253)474 -0153 PROJECT : Bay Development 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown 19. Stud Wall Design psf - 44 Of =_ psf•ft lb =- plf•ft HF #2 H: =9•ft F := 1300-psi C := 1 CFb := 1.5 C := 1 C := I C := 1 C : =1.15 C := 1.15 F := 850-psi F' := F F' = 1466 psi F "c := Fc-CUCR F "C = 1495 psi &:= 1300000-psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL := h C:=0.8 KCE := 0.3 KCE• F := F = 410 psi SL Try - 2x4 Studs @ 16" o.c. t:= 1.5-in h := 3.5. in A:= t•h A = 5.3 in 3 I:= t. h I = 5.4 in S:= I S = 3.1 in C:= h 2 c 2 1 + FCE I + FCE FCE CP - P - F "c - P , C = 0.3 2•C J \ 2•C C F'C := C " F' = 383 psi P max := F'� A P max = 2012 lb PTL:= 2 (16•psf + 25•psf)• t?ft + (12•psf + 40•psf)• 1 -ft 1.33 -ft C C) C )� P =I (16•psf)•( + (12•psf)•( ft 1 .1.33•ft L ` J JJ P = 3881b Axial Stress (DL +Wind) PTL = 11931b < Pmax = 2012 lb OX C := 1.15 P. := F.. C F " = 1719 psi [ +FCE l + F" C = c - C = 0.2 F' := C F" P 2•C P L fDL := PD D f = 74 psi F' = 387 psi 3S/? 6 Bay Development Z Z W W J U' UO N Q -J = H N LL WO J LL CY = W F— O Z t- W �p U 0 - p }- WW = U LL ~O W Z U= Z „ tSIUS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development Telephone (253) 474 -9449 Fax (253) 474 -0153 i Bending Stresses ' CD:= 1.15 F'b := Fb•C F'b = 1686psi W wind:= 15•psf•1.33•ft Wind 2 M:= 8 M = 202 ft-lb M Sreq _ F -b f := S f = 791 psi Combined Stresses z fDL + 1 f = 0.6 < 1 O.K. F , c 1 — fDL F l b FCE Cont. wall Footing Design Soil Bearing Pressure (S S := 2000•psf P = 11931b PTL 1 33• tt S 1.44 in < S = 3.06 in O.K. USE 2x4 Studs Ca. 16” o.c. Fwidth S F width = 0 ft b USE 1'-4" x 8" thick continuous footing 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown - ( '- ---.T - - - - -- r- - - - - - - Z W � � J U UO J = I~ ; CO LL WO co Q; C F- F— W _ Z �.. HO Z F-- W 2 5- U 0, ON W F- v Z' LLi co " U Z r -mss ' 1 • 1 1 1 , City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Bob Thompson 425 Pontius Avenue North, #125 Seattle, Washington 98109 RE: CORRECTION LETTER #1 Development Permit Application Number D04 -173 13425 Macadam Road South — Crescent Homes — Lot 6 Dear Bob: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Fire Department. At this time, the Building, Public Works and Planning Departments have no comments. Fire Department: Steve Kohler, at (206) 575 -4404, 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 through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician encl xc: File No. D04 -173 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 • Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 I I, I. Z Z a' w i _U UO N o J N w w O U¢ N � UJ = Z �— ZO w w U� ON �H w W. u" O Z .. w U= O~ Z y ' PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -173 DATE: 06 -30 -04 PROJECT NAME: CRESCENT HOMES - LOT 6 SITE ADDRESS: 13425 MACADAM ROAD Original Plan Submittal X Response to Correction Letter # I _Response to Incomplete Letter # Revision #after/before permit is issued DEPARTMENTS Building Division ❑ Fire Prevention [] Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator A DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 07 -01 -04 Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TOES /THURS RROTING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions [� Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documents /routing sllp.doc 2.28.02 �.: '.F. ::... .,r.:t:...+.li«liylmc.:u�.ri...su psi: LLw. il. clil: Wi:: 1: wi: CA« i' v.: R+, Wkw :ttLLi;uLtv.LY�a34.�tcica�.i" b.�++::au.:; �a�. iin4: t. tK'• d�a.' is��. t�,':+, ri. �• i; .xven.vas,`.h,lli:%��da:. «e 1..,. d+ t: lrx «:eG «,,..J.i.;eL..:w.uA.±�ytL1 :':.w::i1:: ❑ No further Review Required DATE: U DUE DATE: 07 -29 -04 Not Approved (attach comments) ❑ z Z JU 00 N NLL w UQ = �w Z F- H- O Z F- W U� ON o F- wW �O w Z U= O Z 1908 • REVISION SUBMITTAL City of Tukwila r., Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: �3 Plan Check/Permit Number: D04 -173 4 ❑ Response to Incomplete Letter # 4 � ® Response to Correction Letter # 1 ❑ Revision # after/before Permit is Issued } ❑ Revision requested by a City Building Inspector or Plans Examiner f i Project Name: CRESCENT HOMES — LOT 6 1 Project Address 13425 MACADAM ROAD Contact Person Bob Thompson Phone Number Summary of Revision: A&L ci IaAk -b S;-K 0l 44 H i 4 At+ El ✓e hy o " ;h U U aECEM CITY OF KMLA JUN PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision ' Received at the City of Tukwila Permit Center by: ��,��'"� [ Entered in Sierra on 06/25/04 z Z �w D 00 N CO LLJ J � Nw w �¢ �D T- F - w ' z H w� w U� O CO. 0 H- w w �U LL z ui U= O h- z PLAN REVIEW %R�UTING SLIP ACTIVITY NUMBER: D04 -173 DATE: 05 -25 -04 PROJECT NAME: CRESCENT HOMES - LOT 6 SITE ADDRESS: 13425 MACADAM ROAD Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision #_afteribefore permit is issued DEPA TME G (p - Z7r Bui mg Division Q Pu C 612 Fire Prevention Structural ❑ N � 6- z i of - Planri9vision Permit Coordinator DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete Incomplete ❑ I Comments: DUE DATE: 05 -27 -04 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO TING: Please Route [Structural Review Required REVIEWER'S INITIALS: ❑ No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS DUE DATE: 06 -24 -04 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: ( D� Departments issued corrections: Bldg ❑ Fire Ping ❑ PW ❑ Staff Initials: Documents/rou slip•doc PERMIT COORD COPY 2 -28.02 ,;i;. 1. , hi I. t:s.. #:+ �w ".` a;J.r,.. v'c:i�r41 d. .ai.,.. ' «iu._idiy;a�a'` $e:, 'I� ci i: cF4i :f...:1.�ytiF4�.if.:S`i�sT�+Yi « 4.d'w.:.c.r3wAi::h.:>•e�`.S: �.4b.::.,aa...:e,.G.4auiGµ 1 ::::...:......iya„..�. ..x'.s:..ro((.s::..t.. z �z �w QQ JU 00 W= C0 U _ w �a_j LL CO =w HO z F_ W W U� CO o F- w W LL O .z w U= O H z J4 Certificate of Sewer Availability OR 14816 Military Road South P.O. Box i50 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax (206) 242 -1527 ❑ Certificate of Sewer Non - Availability Part A: • Be Completed by • • Purpose of Certificate: 0 Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Applicants Name: ),' Phone: S 5 7 – Property Address or Approximate Location: Tax Lot Number: 15 L4 z 5 hi ac_.P c' .,.. -c-a Z - 13 ZO -- ( 1 5 (,0 Legal Description(Attach Map and Legal Description if necessary): Part B: (To Be Completed by Sewer Agency) 1. 4 a. Sewer Service will be provided by side sewer connection only to an existing size sewer OYl feet -fre —e 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 L3 (2) the construction of a collection system on the site; and /or claTi KWZ/Q L3 (3) other (describe): pE y 20 RMIT� 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 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: $ a. District Connection Charges due prior to connection: C-0 GFC: $ ?- SFC: $ ' r ^r � UNIT: $ TOTAL: $ 3401 (Subject to Change on January 1 st) King County/METRO Capacity Charge: Currently, $1867.54 /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 t e above sewer agency information is true. This certification shall be valid for one year from He date of s' ature. _ ,d-- ��- By Title Date :1:*C/wP/ 7,3 ,- !Wm airC�/'. oR' r'" r�.' RK ,!! .' e'�i n�.r�, t�tglN,�Y�,rr;r�r',�• ...,: . .. . ..- ,..�,. .. Z W JU UO J F- U- w U.Q �D = a F - w z X ti ZO LU W U� O� DH W LL' O •Z w U CO) O Z r) . ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ('District ") Certificate of Sewer Availability/Non- Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property "), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and /or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4'. If the District or the applicant must extend the sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. �� 8953910011270798.0115SY601 LDOC (1/26/04) -1- Date 4�7J4 -14 Z "~ w � D J U. U0 N CO LLJ J = H CO W w La cl) = F w Z f- F - O Z F_ W U� ON o�_ wW u. O - -z w CO o� Z D CITY OF TUKWILA Community Development Department Permit Center 6300 Southeente'r Blvd,, Suite 100 Tukwila, WA 98188 Permit Center /Building Division: 206-431-3670 Public Works Department: 206 - 433 -0179 Planning Division: 206 -431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: 1� •r' 'I +!'t• u• �� ' {y;yp. w„ �• r�.. �;; asi!, �' 1; ra,!:; t. �: �;•^ ut•: v;>; r r.* r +;�;��,;'�t�, cl':'!,= '!.�';,`�;. • c,�. , i7.. hM � 1 ��� 1 •tr';, ' S r. v .+ ; .•: ni,i,•t, +'. .. i.. 1{ A •f N ^:W »},try �,1, >' N•... :, `a f:11, ��' h', r6 �•�L� I r d.1J1 •54:' lit: .I'I�.: ,�('+.•. n:: {i .5 1 4.. ^,. ,• +„ Site address (atfa map and legal description showing hydrant location and size of main): C) 1 9 9 4 4 s l , WKwile IAa fl ry,. .)r M•`!. •t :�t., .� ur .. iat;3'14t 7.i "4,'. y� � # �y �+ ) {+1WW U �.1 + ,M,•. � (yy' ti rrf i 75i;9r' ,i:�i• },Ie ��3.an.. t .J'.� ys��rtr , tt .Y •" .n ;i!�q y, ;7,: �R�I�' '� . ��'ry (+! I, ti �'i ' : +^ q •d , )r i ,��. �ll M t7t 't . f . Ii 4 � i �. � ' ",r': ::,'. ^::::� %. ,•li;a. Name: Name: C �e Address: Z '~ 0 ►�1 vc 17� Address: q- Fo tt ff s Svc io iz S Phone: Sowtj Ls - Lo %q 9 t lO f Phone: 25 it-5 7 5 7 2 Z3- � This certificate is for the purposes of: a- Residential Building Permit ❑ Preliminary Plat ❑ Short Subdivision ❑ Commercial /industrial Building Permit ❑ Rezone ❑ Other Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): Wa �•tv ^ D�5•t,r; .�} - A 125 49 i Owner /Agent Sigrigure Date The proposed project Is within I V 1 14 (Use separate sheet it more room Is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 115� gpm at 20 psi residual for a duration of 2 hours at a velocity of I'L • L fps as documented by the attached calculations. S. Water availability: Acceptable service can be provided 10 this project r•rryRE� I E0 a Acceptable service cannot be provided to this project unless the improvements in Item B -2 are met. ❑ System is not capable of providing service to this project. �r I hereby certify that the above information is true and correct. i gency/ hone •�& Z�Z Y Date _ This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability," i/ � Z W i � JU UO N J = f- NLL WO J U- 0 = W H Z !— t•- O Z 1— W U� ON 0H W H� u. O •Z W to O H Z 2. 5:1�o Improvements required. 3. The Improvements required to upgrade the water system to bring It Into compliance with the utilities' comprehen ivs e` plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: ,. .. nonartrne ATTACHMENT TO CERTIFICATE OF WATER AVAILABILITY KING COUNTY WATER DISTRICT NO. 125 The following ( "Certificate"). 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of`IjKu ;le.,."City "). This Certificate is issued at the request of the City, and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. . 2. The District makes no representations, express or implied, that the applicant will be able to obtain the necessary permits, approvals, and authorizations from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the, District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all federal, state, and District laws, ordinances, policies and regulations in effect at the time of such application for utility service, including conservation, water restrictions, and other policies and regulations then in effect. 1 ' .14 ns T �EI) a �" 9Pm 3plicant's Signature Date O 2 1 PERMIT CEN, Date ER ""D01147w; I So all 0 or 0 Sill" Af •'` •, �: {, � ..• ,/r •-♦ do ` r + i ' +, I fi / / Of ✓ • j� •• • r I .0 00 •• • •1 .r , •'�� .••r►•• ...••' •••••w ��•�' f go � / 1 �• , •te y r �/ ' / • /�• r r j j y • • 1 .0 / •r . / I t� ✓ ol So •.•. •�-� ._ ! 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M • .• •• 1 • •• ` •0 0 o ,tea . d• o o 0 a►, • o .y , • o oo0a'0'c�o o ti �• r d - 0 .00 0 0 O G, 0 0 0 No r T �;P• A 1 n �j 0 % t rON • ; 3 •� ''y a EN F ; ` _ pc '�' RSV ��. /' 0 l 1 DC ,r • • 1 •� P RN PRQ -�� CK tA is fo\ .40 f *0 10� go t DC or I •+ o. y 1 • 1 `••...� t ��,,.. ` ` • I . •., •,. ♦ / ` `/ • mow ` 4 • � l � �/� .•' •I . _ • f .• � , I •• • 1 �• / r or sr o SIM ea 4 03 6 J; uge - < .00 • /� ��// v I • le op* l ♦ 0 •' ...' L �,� •'. • i• ( • J� „I•• ' •• j y y do t (• • ! f I • 0 .40 gor lr 5 V0 o 0 go , • ..• r •rte . 1 dl�� 1 011 DC law V oFF 00 • 49 10 .1 0? 05 PR PR •' �• • . v o Not wo l r 1 E) or '� • �~ . dpi• , •'•• ' ,� �;,.�' FIMS HE D GARAGE ELEVATIONS J. IN6 1. FRESH AIR INLET DUCT SHALL COMPLY WITH THE FOLLOWING: o& CE�' I IP46 • M -38 (VAMLT 30) b. 15E DUCTED FROM THE EXTERIOR AND CONNECTED TO THE I. CEILINGS TO HAVE BAFFLES MAINTAINING I" MININU RETU AIR STREAM 4 FT. UPSTREAM OF THE FURN. BLOWER. M G. ME INSULATED TO R - 4 WHEN LOCATED WITHIN HEATED AREAS. AIRSPACE ABOVE INSULATION. � ., . BE PROTECTED FROM THE ENTRY OF INSECTS LEAVES AND 2. BAFFLES ARE TO EXTEND 6 �� ABOVE GATT INSULATION OTHER MATERIAL. 3. �3AFFLES ARE TO EXTEND 12 ABOVE BLOWN-IN a NOT TO RECEIVE FRESH AIR FROM THE FOLLOWING AREA: INSULATION. 1. WITHIN TEN FEET OF AN APPL IACE /ENT OUTLET, IJNLESS D. NEW WAL.L6 • 2x6 4R- 21 THE VENT OUTLET IS THREE FEET AVOE THE FRESH AIR INLET. ' J. ALL EXTERIOR WALL CAVITIES, INCLUDING CAVITIES ISOLATED DUR ING FRAMING, MUST BE FILLED WITH 2• WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES, UNCOMPRESSED INSULATION. OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. ve TALE 3 -1 MINIMUM SOURCE SPECIFIC VENTILATION CAPACITY REQUIREMENTS INTERMITTENTLY OPERATING BATHROOMS KITCHENS 150 CFM 100 CFM CONTINUOUS OPERATION 20 GFM 25 CFM 3. FACED 13AT78 ARE LAPPED AND ARE TO BE STAPLED TO 4. A ROOM OR SPACE HAVING FUEL BUIRNING APPLIANCES. N FACE OF STUDS. UNFACED BATTS ARE SER THAN I0' FROM A VENT OPENING OF A PLUMBING T ��� E a 2 T � FRICTION FIT WITH 4 MI I T b• CLO SER T V ENT OP I AT A O BE R W L V SQUEEN STAPLED O [DRAINAGE SYSTEM UNLESS E E PE NCs S LE AST S AC OF ST O V A P OR B AR R IE R T W ITH Y F E E T AB THE FRESH AI INLET VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LESS F E D R POR B RR ER PAIN W DR CUP THREE EE BO E E MINIMUM AND MAXIMUM VENTILATION RATES CUBIC FEET PER MINUTE (CFM) PER RATE OF I MAX MAY BE SUBSTITUTED FOR 4 MIL Co. ,ATTICS, CRAWL SPACES OR GARAGES. vISQUEEN. 4. INSULATE BEHIND TUB /SHOWER, PARTITIONS AND CORNERS , C. fLOCM • R - 30 1. UNDERFLOOR INSULATION IS SUPPORTED BY LATH, TWINE OR BY OTHER NON - COMPRESSING MEANS. EXTERIOR GLUE TO BE USED ON SUB-FLOORS. 2. SLABS IN CONDITIONED SPACES THAT ARE NO LOWER THAN 24 BELOW FINISHED GRADE ARE TO BE INSULATED WITH R -10 EXTRUDED POLYSTYRENE FOR A DISTANCE OF 24" INWARD FROM THE FOUNDATION FOUNDATION WALL OR DOWN TO THE TOP OF THE FOOTING. MOI STURE CO NTROL. 1. N/A 2. CRAWL SPACE MUST HAVE 6 MIL BLACK VISQUEEN GROUND COVER. 3. EXTERIOR DOORS AND WINDOWS ARE TO BE CAULKED AND WEATNERSTRIPPED. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER 2. THE INLET DUCT SHALL BE EQUIPPED WITH I OF THE FOLLOWING- THE INLET DUCT SHALL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL TIMER= b. A FIXED DAMPER INSTALLED AND SET TO MEET MEASURED FLOW RATES AS SPECIFIED IN TABLE 3 -2 OR c. AN AUTOMATIC FLOW REGIJLATIONrs DEVICE WITH FIELD ME46l1RE0 MINIMUM NEGATIVE PRESSURE OF 0.1 INCHES WATER GAUGE At THE POINT WHEN THE OUTSIDE Alp DUCT !S CONNECTED TO THE RETURN AIR PLENUM. THE INTEGRATED VENTILATION SYSTEM SHALL DEMONSTRATE COMPLIANCE WITH VIACK SECTION 303.12 B BY ON SITE FLOW TESTING OR OTHER APPROVED MEANS. DEMONSTRATION OF COMPLIANCE SHALL BE MADE AVAILABLE FOR THE INSPECTOR AT THE FINAL INSPECTION. JOB TYPE: NEW CONSTRUCTION OCCUPANCI': SINGLE FAMILY FLOM FUEL; ,. 5 DISCUSS WITH YOUR BUILDING DEPARTMENT INSP. 45OVE GRADE WALLS R ' 5. ALL PLUMBING ELECTRICAL AND HVAC PENETRATIONS IN ' CL (MATE BONE 1 � - � � � FOR RESIDENCES THAT EXCEED 8 BEDROOMS, INCREASE THE MINIMUM REQUIREMENT �Epl�CaOMd FLOORS, WALLS AND CEILINGS ARE CAULKED AND SEALED _ 15 CFM PER BEDROOM. THE MAXIMUM GFM IS EQUAL TO 1.5 TIMES THE MINIMUM. 3 • 6. ELECTRICAL OUTLET AND LIGHT SWITCH BOXES ON WINDOW U - VAL.UE .40 2. IN UNHEATED AREAS, HOT AND GOLD WATER PIPES ARE AREA, ET2 2 OR LE" ,. • _ . 3 BOX OR EQUIPPED UJIT+ -1 A FACE PLATE GASKET. •4 IS 1. SOLE PLATE 15 CAULKED OR GLUED TO SUBFLOOR. ttr T D UCT SIZING Y''RESGt21 PT I vE EXI - TAUS D 1 f3 GAULK/3EAL RII''1 JOISTS BETWEEN STORIES e . MIK MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MM. MAX MIDI. MAX. LESS THAN 500 50 15 fo5 98 80 120 95 143 110 165 125 I88 140 210 501 -1000 55 133 10 105 85 128 100 150 115 1 13 130 195 145 218 1001 -1500 fo0 90 - 15 113 '90 135 105 158 120 ISO 135 203 150 225 1501 - 2000 X05 98 S0 120 95 143 110 165 125 1S8 140 210 155 233 2001- 10 105 85 128 100 150 115 113 130 195 145 218 160 240 2501 -3000 15 113 90 .135 120 180 135 203 150 225 165 .248 105 158 3001- 80 120 95 143 110 165 125 I88 140 210 155 233 110 255 3501-4000 85 128 100 150 115 1 13 130 195 145 218 100 240 115 2 6 3 4001- 95 143 110 165 125 I88 140 210 155 233 110 255 185 218 5001 -6000 105 158 120 180 .135 203 150 225 165 248 180 210 195 293 6 001 -1000 115 113 130 195 145 218 160 240 115 263 190 285 205 308 1001- 125 188 140 210 155 233 110 255 185 218 200 300 215 323 8001 -9000 135 203 150 225 165 248 ISO 210 195 293 210 315 225 338 GREATER THAN 9000 145 218 160 240 115 263 190 285 205 308 220 330 235 ',353 R rKw+i A NAY 2�1 OUP PERMIT CEN-rE, r U=Lw 502.4.4. IN UNCONDITIONED AREAS. FUEL; ,. 5 DISCUSS WITH YOUR BUILDING DEPARTMENT INSP. 45OVE GRADE WALLS R ' 5. ALL PLUMBING ELECTRICAL AND HVAC PENETRATIONS IN ' CL (MATE BONE 1 � - � � � FOR RESIDENCES THAT EXCEED 8 BEDROOMS, INCREASE THE MINIMUM REQUIREMENT LISTED FOR 8 BEDROOMS BY AN ADDITIONAL FLOORS, WALLS AND CEILINGS ARE CAULKED AND SEALED _ 15 CFM PER BEDROOM. THE MAXIMUM GFM IS EQUAL TO 1.5 TIMES THE MINIMUM. 3 • 6. ELECTRICAL OUTLET AND LIGHT SWITCH BOXES ON WINDOW U - VAL.UE .40 2. IN UNHEATED AREAS, HOT AND GOLD WATER PIPES ARE ; M. EXTERIOR WALLS MUST BE SEALED AT THE BACK OF THE � .f DOORS U - VAL-UE ,. • _ . UJ454- I(NCrtTON STATE ENERGY CODE 2001 E CHAPTER 9 BOX OR EQUIPPED UJIT+ -1 A FACE PLATE GASKET. .20 . 1. SOLE PLATE 15 CAULKED OR GLUED TO SUBFLOOR. CE I L ING WITH ATTICS R - 38 T D UCT SIZING Y''RESGt21 PT I vE EXI - TAUS D � f3 GAULK/3EAL RII''1 JOISTS BETWEEN STORIES - . MAX. NEAT SYSTEM SIZE 9 WHEN HEN PENETRATIONS NEED FIRE NCs STOPI REVEAL AND CE IL1NCrt VAULTED R -30 DISCUSS WITH YOUR BUILDING DEPARTMENT INSP. 45OVE GRADE WALLS R FURNACE AND WATER HEATING SELOIU GRADE t1JALL5 INTERIOR R -21 I. HEATING DUCTS OUTSIDE OF THE CONDITIONED SPACE 5ELOW GRADE WALLS EXTERIOR R -I0 MUST BE U LISTED T AND ABE FLOORS R - 30 TO BE SEALED WITH MATERIALS ED A� 3 COMPLYING WITH UL i81A OR UL ISIB. SUBS R 2. IN UNHEATED AREAS, HOT AND GOLD WATER PIPES ARE 5 INCH TO BE wsuLarED TO R -3. PRESGRIPTIYE HEATING SYSTEM SIZING PER 3. WATER HEATER STORAGE TANK TO BE LABELED AS UJ454- I(NCrtTON STATE ENERGY CODE 2001 E CHAPTER 9 MEETING THE iii NarioNaL APPLIANCE ENERGY 6 INCH CONSERVATION ACT. 3 4. ELECTRIC WATER HEATERS SHALL NOT BE PLACED DIRECTLY MIN. AND � OR MAX. NUMBER OF BEDROOMS: ON CONCRETE SLABS BUT INSTEAD SHALL BE PROVIDED .4 AiJITH AN R -I0 PAD BETWEEN THE WATER NEATER AND THE SLAB. - 5. LAVATORIES, TUBS AND SHOWERS ARE TO HAVE FLOW MAX. NEAT SYSTEM SIZE RESTRIGTORS TO LIMIT NOT WATER DISCHARGE TO 2198 60. FT. X 20 BTU /HR = X3,960 BTU OR LESS WOODSTOYES :..... 80 ALL HEATING SYSTEMS S! -BALL BE DESIG=NED AND INSTALLED N . f . r h . ' � 1 "AXIMLIM LENGTH FEET MINIM1UM 'SMOOTH DIAMETER MAXIr'UM LENCsTW FEET tlAJ[IMtJM �.. 6LBOWS (1) r WEXPO AND ORIENTED STRAND BOAf�D aRe t7 �rtu MST. DATH 'SO CFM BRDAN 8jOJ0 8+t CFM � O OO� �.v� 7. RECESSED LIGHTS ARE I.C. RATED, DOUBLE WALL CAN PERSCRIPTI WHOLE HOUSE EXHAUST VENTILATION SYSTEM LIGHTS. PER Y.I.A.Q.G. SECTION 303.4 PRESCRIPTIVE DESIGN REQUIREMENTS FOR INTERMITTENTLY 0 a INTEGRATED FORCED AIR VENTILATION SYSTEMS FOR RESIDENCES LOC ATION MANUFA MODEL GFM -.2S WC� BONES ' 'FOUR STORIES OR LESS MAY COMPLY ItriTN V.1.4.Q.C. SECTION 303 AS INDICATED BELOW RESIDENCES DESIGNED TO COMPLY IIHT► -! tAlw FIL dATH KANA4JR.AKT / FANTEGH FX 4XL 130 CFM 1.4 WITH SECTION 302 SHALL SUBh'fIT GALGtJLATIONS FOR REVIEW AND PER SECTION 302.1.1. SYSTEM CHARACTERi9TiC6 NOT IDENTIFIED BELOW AND CONTINUOUSLY OPERATED SYSTEMS � \t1Ol � � �� M =@a `ft SHALL COMPLY UrN SECTION 30`. SUPPLY VENTILATION SYSTEM ProorapMMia/ A. SOURCE SPECIFIC vENriL.A ?ions REQUIREMENTS, INTERCsRATED SYSTEM WITH FRESH AIR INTRODUCED INTO RETURN- Tukwlb t. ExNausr FAN REQUIREMENTS: AIR DUCT WITH MOTORIZED DAMPER. ��� m � 8 Mw P� ��bn�Mdl a. BATHS, LAUNDRIE9,t POWDERS- -5m CFM � m.15" W.G. � IIM► �� *n mftN L., vI To' UCwAa _ _ Iilf/lf �-MC o ^ 7cI I i i1� GAMr. C L.V'1/'ff'14 ANn nnI1N flow METAL DOORS OR EQUIPPED WITH A FLUE DRAFT .- - -- INDUG710N FAN. CEILINGS � - MILS POLY OR P�/A 'PRfMER �. FIREPLACES ARE TO HAVE OUTSIDE COMBUSTION AIR NOT REQ AT CEILING IF 12 " OF AIR SPACE P�f1 1�1Y� DUCTED TO FIREBOX.(MIN. 6 SQ. IN. NET FREE VENT AREA) PROVI 45OVE INSULATION. � Is * Como bomn COMBUSTION AIR DUCT MUST BE EQl11PPED WITH AN ACCESSIBLE � ���I dm DAMPER COMBUSTION AIR MUST ORIGINATE BELOW THE FIREBOX. ��� 3. TIGHTLY FITTING FLUE DAMPER WITH MANUAL OR VENTILATION SYSTEM SIZING PER TABLE 3 -2 OF THE 2000 V.I.A.Q.G. d -nn F I, AUTOMATIC CONTROLS. DOOR U - VALUE = 0.20 PRESCRIPTIVE SOURCE SPECIFIC EXHAUST VENTILATION PER Y.I.A.Q.G. SECTION 303-3 � I. EXTERIOR SWINfsINCs DOORS IN NEATEC SPACE WITH LOCATION MIN. MANUFACTURE MODEL CFl�? -ZF = BONES MAXIMUM ll -VALUE OF 0.20. �T� we � W�{IRLFa00L RC89ZOX 1" CFM �� � � GENERAL FROVi510N& DER err. so c� � e�o,or sw 84 CFM F0� I. ALL STRUCTURAL SOFTWOOD PLYWOOD, PARTICLE _BOARD_ LAUNDRY RM. 30 CPI L9RDAN S'O.m 84 CFM Q �E� M P�PN C PAN TESTED CFM AT 0.25' WC2. M NIMU'1 FLEX DIAMETER "AXIMLIM LENGTH FEET MINIM1UM 'SMOOTH DIAMETER MAXIr'UM LENCsTW FEET tlAJ[IMtJM �.. 6LBOWS (1) 50 4 INCH 25 4 INCH 10 3 50 5 INCH 90 5 INCH #00 3 50 ro INCH NO LIMIT 6 INCH NO LIMIT 3 80 4 INCH (2) NA 4 INCH 20 3 .80 5 INCH 15 5 INCH ;100 3 80 6 INCH 90 6 INCH NO LIMIT 3 100 .5 INCH NA 5 INCH .50 100 6 INCH f . 45 6 INCH NO LIMIT 125 fo INCH 15 46 INCH 'NO LIMIT '� 3 < 125 1 INCH � 10 - 1 INCH NO LIMIT _ 3 �. wc�w5ivvt5 A� IV HHVt ii��i r.. iii ��,y�� �R IN ACCORDANCE WITH UNIFORM BUILDING CODE SECTION 310.11 METAL DOORS. I. FOR EACH ADDITIONAL ELBOW SUBTRACT 10 FEET FROM LENGTH UI 2. OODSTOVES ARE TO HAVE OUTSIDE COMBUSTION AIR 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED WITH FANS OF THIS SIZE. DUCTED TO FIREBOX. lMIN. 6 SQ. IN. NET FREE VENT AREA) HEATING SYSTEM: COMBUSTION AIR DUCT MUST BE EQUIPPED WITH AN ACGESSfBLE MANUFACTURE PER CONTRACTOR DAMPER. COMBUSTION AIR MUST ORIGINATE BELOW THE FIREBOX. 3. WOODSTOVES MUST BE WASHINGTON STATE CERTIFIED. VAPOR RETARDERS: EXTERIOR FfREPLACES FLOOR T46 PLYWOOD I. FIREPLACES ARE TO HAVE TIGHTLY FITTING GLASS OR I I1A1 1 S d - 1�f I I 1 Pnl Y CSR P�/d PRfMER fum Nos I� {/. 1�IVl'lF,l \7 11VY/ VI Ir � IV.LJ Wsi. f�"..i �vry -+r rvw DRAFT RANCsES MAY BE RATED AT 100GFI"1 AT .10 W.G. 2. EXHAItST DUCT REQUIREMENTS: e. BE INSULATED TO R -4 IN UNCONDITIONED SPACES. b. BE EQUIPPED WITH A BAGKDRAFT DAMPER. J c. TERMINATE OUTSIDE THE BUILDING. d. COMPLY WITH TABLE 3 -3. e. SHALL TERMINATE NO CLOSER THAN 3' FROM OPENABLE DOORS OR WINDOWS. IB. WHOLE !OUSE vENT1L.AtION REQUIREMENT. OUTDOOR AIR � SHALL BE SUPPLIED TO ALL HABITABLE R0001"'I51 THROUCsN THE FORGED AIR FdEATINCs 9TSTEI"I USING THE FOLLOWING METHOD. W� ICA rQ r r .- w N N N .3 �" •� = V �o -a 0 T O m s 3 T •o O 3 O v O �U M s t n • D m�e z 0 � U lu � z u � w u !�1 w 5316 -EGI SHEET OF now # I CA TOP OF FOOTIWz 6 BELOW FND WALL TYPICAL 2 PLACES 1/4•• = �, _ •q•��•- .►• -+ , 1wr• M �y.r.Q' ..:rY!"tprl' n - .w.� .+,. -••:' x `.�,. w -.r+. --w..; •-�... ••,r .•. -- .'!�►� •- -, - •T• .. • -- •�i.. '- �T- .� _ .. _ .....• - �.� •�...•. . Y ....,..._. .* d/ •R•'s•. "•T'- - -. �. ._ r . 0 � 0 .jlE\NE'D COD COMP � � AVIP ROVED 'TU0118 JUL D B 2004 ov j DIVISION BUIL�IN t f vr' c,F�njK W�� e MAY 2 5 200 P6R M T Cejy 1 - jjh • S w 44 �p 3 r �u 0 �mv dd § I co u O - 3 .o ., a Eg s � r sp •�v U b '� � V � � � � O V �is r . .jlE\NE'D COD COMP � � AVIP ROVED 'TU0118 JUL D B 2004 ov j DIVISION BUIL�IN t f vr' c,F�njK W�� e MAY 2 5 200 P6R M T Cejy 1 - jjh • S w 44 �p 3 r �u 0 �mv dd § I co u O - 3 .o ., a Eg s � r sp •�v U b '� � V � � � � O V �is c 0 � 0 Z lU 0 A �} n lu z n (L Z J z 0 'Q Q z 0 SHr=ET r OF i 4 7 • i ♦ 1► ..'VOW.r.AAftAVr s,r.. a 1,6.0 ^pt OW. • Jr* : �r+vv Mr M , .qdv 4:';1►My� 1'•�MM�4'14. 'i �I1M►ti1�1dlA�1MrI1i �NIII/I� . . .. .. � ,.i �,,.. -.•. . � ♦ ^' w.•y -v � . � , , .'�' . , i . i , �.+ � M• . • � ....rt . -� , � �,+.: Y • ' .ir�MQ"+•'y '!':rw `7A r►'S7t of . or r -- al Q 4x4 POST ON 18 "X18 "xI0" THK. L 18-J w/ ( 2 ) "4 5.E .W. CONC. PAD Q 4x4 POST ON 24 "X24 "x10" THK. _ w / l 3 ) 10 4 B.E .W. LONG . PAD L_? 4 J NOTE ADDITIONAL STRAPS REQUIRED FOR 3 CAR GARAGE SEE G - -1 ,INo . FT. AREA st - 1.84 SQ. FT. REQUIRED 150 TYP. VEN cl4" x .15 .51 SO. FT. PER VENT" 144 VENTS REQUIRED 1.84 av 15.31 USE MIN. OF 16 VENTS 6 MIL. BLACK VAPOR BARRIER OVER ENTI RE CRAWL AREA. 18" MIN. CLEARANCE UNDER FLOOR JOISTS. 12" MIN. CLEARANCE UNDER BEAMS. • SOLID BLOCKING OVER SUPPORTS. ; . ALL FTGS. TO BEAR ON UNDISTERBED SOIL. MINIMUM ' SOIL BE ARIWx CAPACITY TO BE VERIFIED WITH GEOTECH. REPORT SUPPLIED AT TIME OF SITE SPECIFIC PERMIT. . APPLICANT MUST PROVIDE SITE SPECIFIC SOILS REPORT TO VERIFY ADEQUATE 501L BEAR[Wa CAPACITY OF AT LEAST 2000 P.S.F.. • 4xb POSTS TYP. * BEAM SPLICES. 4x4 POST AT CONT. BMS. • ALL BEAMS TO BE 4x10 DF. "2 UNLESS NOTED OTHERWISE. 1 t FOUND TION PLAN MAIN FLOOR framing PLAN NOTEO FRAME - OUT FOR FURNACE WARM - AIR DUCT, MECHANICAL CONTRACTOR TO VERIF SIZE t LOCATION. `2 Isle X 24" FRAME-OUT FOR CRAWL ACCESS. ` ALL FLOOR JOISTS TO BE 2XIO H.F. 0 2 16" O.G. UNLESS NOTED. ! • ALL FLOOR JOIST TO BE BLOCKED +� BEARING. � f SEE FNDN. PLAN FOR BEAM SIZES. MAY 2 5 2004 PERMIT CE NTEV, , 1 4 • ALL Bh'19. 4 NDR9. TO BE 4x10 OF. "1 UNLESS 12'X10' GONG. PATIO 61.9. ,A 12 •4 H.S. A * I DIRECT VENT m I CHAS FIREPLACE .: �m s1 - 811 HZ. NOOK 0 13305t 2 J BIMT �•, KITC 6' -1 if I -1/2 ' RISER (MAX) -36 "X36 it ANDIW5 I. S 3 XO b� 6 OX TSG LLIBC424 3V1 W C�3 , n �I1I r �� Q Z X Q� 5' -8I /2" r 4' -4 1/2" i11 tt1 2 4 T5 O n Z . -- F 384 4x10 c'2 nxb (2)2x4 «nx4 (2.12x4 G - ro WALL ' t 21 2X6 2 X 24 28 LNO � 2 a = 'FAN VINYL .- � 05 " 's. H.S. • MATCH D INIWG /LIVING: VTOS — — +� OPENING HEIGHT T I I . ►•�' '`� 28 .... � �= _,,, � ...._ ' � _ PED 1 f ' - 1 O I SINK OPT. I ASH 1 DRYER A5 GA5 I I I v.T.O.S. p 2 LAYERS 055 -1 ..._. — W/H W/3/4" PLY. DECK r`n © L C �C _ o a CARPET I� 3 ® OPT I I I 41-4 OVERHANG PLYWOOD I 5) 2 xfo FOR DRYWALL GONG. STOOP 3 1/2" i' —10" /N. 2x4 2 1A 12 1/2 • �, •••T wi yr i — — — — — — — — — — — — — — — — — — — — — — — — — — iv LINE OF LOOR ABOVE A 2 GAR CiARAGE 1 ' 5" _ 5 eep 4" CONC. SLAB - SLOPE 3" TOWARDS O.N. DOORS N INSTALL 5/8 TYPE 'X' GW15 ON CLG, WALLS, AND BEAM 2 LAYERS AT 24 FRMG '3nx 10 OH C=AR DR 1 EL. ' B ' 1 (3) 2X41 I (1) 2X4 I ! I I 4x12 DFt*Z UP aim 3' -8" g ,_ o i, Ell ii ii 1' -10 1/2" MAIN FLOOR L 4 N 1/4 11 = I 0 11 16 1 - 3 11 5' _6 11 I 2 t 0 (MAIN FLOOR a 1155 SQ. FT. UPPER FLOOR • 1043 5Q. FT. TOTAL t 2198 SQ. FT. GARAGE • 445 SQ. FT. R� CODE � APPRO '`JUL`9 8 2004 ^ Of -T&N11a BUILDIN 4PT. L I V INCA PLi4N i .., r......swn .?+y1 "tIS!�i��...rt►:CrN+u'.' t q „ f_ . M.w`4•i4I+ ' + ' I "`` Y.••: �• �: .`V.. J '7 owl' '�.' vT" - �� it.Y'..•. / !"'... ti.'7': - ' _ ror _ �. "T .. •^? !f . r p►►"'_' � .1It "►�"y .''!''Z' •' .I w^t.�.. r l � "^' T � - � -r � ._ -_.�_ � � ��.�...._....- �� NOTED OTHERWISE. ra !;v SEE SNEAIIU�I►LL „ JL SHEET "SI" TYP. E. TO BE 8 1/$ SEE STIlAI" • SOLID BLOC.ICIW-3 OVER SUPPORTS. L SHEET "SI" • FIRE BLOCK ALL PLUMBING PENETRATIONS. + • TOP OF WINDOWS 0 V -10" ABOVE MAIN FLR. UNLESS NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2xCo ® Ib" O.G. UNLESS NOTED OTHERWISE. • SMOKE DETECTORS TO BE HOT WIRED w/ DISCONNECTION SWITCH t BATTERY BAC<UP. • SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. • ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8" TYPE "X" G.W.B. • HANDRAIL 0 34" - 38" ABOVE TREAD NOSING. P INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFIACTIONS. • , [DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2xb AT Co" WALLS. USE (2) 2x4 AT 4" WALLS UNLESS NOTED OTHERWISE. • Q] DENOTES DBL. CRIPPLE is HEADERS OVER &' -0" LOWs. (TYP.) t • DOOR BETWEEN HOUSE E GARAGE TO BE SOLID CORE w /SE L F CLOSINCs HIW -%ES. • 5/8" TYPE "X" G. W.B. ON HOUSE /GARAGE COMMON WALLS, CEILINGS, POSTS E BEAMS. - • 5/8" TYPE 'X G.W.B. UNDER STAIRS. ` 2x8 FLOCK 51" FOR THERMOSTAT. • \/ENT ALL FANS,DRYER EXHAUST TO OUTSIDE I WATER HEATER PER Sl NAECA. HEAT ELEMEN TO ESE 18" ABOVE CONCRETE SLAB. . w 3 OUTSIDE AIR DUCT j 4 24" x 30" CRAWL SPACE ACCE I P Cs PROVIDE 2X10 DIAL. BLK AT 36" ABOVE NOSIWs 5 I EXTEND 12" BEYOND HANDRAIL AT TOP AND BOTTOM I 'DIRECT VENT' GAS FIREPLACE, INSTALL PER MANUFACTURERS SPEC., PREFAE3. F.P. TO BEAR THE STAMP OF � AN APPROVED TESTING LAB. -PROVIDE 6" OUTSIDE AIR, I WEARTH PER BUILDER/OWNER. I WATER HEATER TO BE ANCORED TO RESIST HORIZONTAL DI DUE OT EARTHQUAKE MOTION PER 1991 I UPC 510.5 _ I STRAP HWT AT UPPER ONE -THIRD AND LOWER ONE -THIRD I OF ITS VERTICAL DIMENSION. I 8 GARAGE SLAB DROP OF MORE THAN 30" FROM MAIN FLOOR TO GARAGE SLAB, REVISE GARAGE DOOR HEIGHT FROM 11 - 0 11 TO 8 ; Q X �v � D k3L 2X6 Z 3 ~ Nor :__ �tAj cr — �o i''OWER ME ER 2 ro 9 OPT. 3RD GAR, GARAGE SE SHEET GI G3 n�e Q qj Ito UJ r�o n,t�cu�� �- go t: - WA n z 4u � �- � f •a d �v � � O u r 1 1* IS e r . f 111 � al e O " z O tie u � lu REC ro MA Y $ ti 20 PERMIT EHiER FILE NO: 1 5310 SHEET OF I i k s � t • 1 t W/ ONE TOP PLATE cv FLR A v. � 13)1x4 (3)2x4 (3)1x4 J LINE OF FLOOR ABOVE Q f ' (3)2x4 i z UP u e � X B c 9 X L e CARPET ci0) <1 L INE OF WA L A vE L� 3) 2x J11111I XO '0 2 1A 12 1/2 • �, •••T wi yr i — — — — — — — — — — — — — — — — — — — — — — — — — — iv LINE OF LOOR ABOVE A 2 GAR CiARAGE 1 ' 5" _ 5 eep 4" CONC. SLAB - SLOPE 3" TOWARDS O.N. DOORS N INSTALL 5/8 TYPE 'X' GW15 ON CLG, WALLS, AND BEAM 2 LAYERS AT 24 FRMG '3nx 10 OH C=AR DR 1 EL. ' B ' 1 (3) 2X41 I (1) 2X4 I ! I I 4x12 DFt*Z UP aim 3' -8" g ,_ o i, Ell ii ii 1' -10 1/2" MAIN FLOOR L 4 N 1/4 11 = I 0 11 16 1 - 3 11 5' _6 11 I 2 t 0 (MAIN FLOOR a 1155 SQ. FT. UPPER FLOOR • 1043 5Q. FT. TOTAL t 2198 SQ. FT. GARAGE • 445 SQ. FT. R� CODE � APPRO '`JUL`9 8 2004 ^ Of -T&N11a BUILDIN 4PT. L I V INCA PLi4N i .., r......swn .?+y1 "tIS!�i��...rt►:CrN+u'.' t q „ f_ . M.w`4•i4I+ ' + ' I "`` Y.••: �• �: .`V.. J '7 owl' '�.' vT" - �� it.Y'..•. / !"'... ti.'7': - ' _ ror _ �. "T .. •^? !f . r p►►"'_' � .1It "►�"y .''!''Z' •' .I w^t.�.. r l � "^' T � - � -r � ._ -_.�_ � � ��.�...._....- �� NOTED OTHERWISE. ra !;v SEE SNEAIIU�I►LL „ JL SHEET "SI" TYP. E. TO BE 8 1/$ SEE STIlAI" • SOLID BLOC.ICIW-3 OVER SUPPORTS. L SHEET "SI" • FIRE BLOCK ALL PLUMBING PENETRATIONS. + • TOP OF WINDOWS 0 V -10" ABOVE MAIN FLR. UNLESS NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2xCo ® Ib" O.G. UNLESS NOTED OTHERWISE. • SMOKE DETECTORS TO BE HOT WIRED w/ DISCONNECTION SWITCH t BATTERY BAC<UP. • SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. • ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8" TYPE "X" G.W.B. • HANDRAIL 0 34" - 38" ABOVE TREAD NOSING. P INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFIACTIONS. • , [DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2xb AT Co" WALLS. USE (2) 2x4 AT 4" WALLS UNLESS NOTED OTHERWISE. • Q] DENOTES DBL. CRIPPLE is HEADERS OVER &' -0" LOWs. (TYP.) t • DOOR BETWEEN HOUSE E GARAGE TO BE SOLID CORE w /SE L F CLOSINCs HIW -%ES. • 5/8" TYPE "X" G. W.B. ON HOUSE /GARAGE COMMON WALLS, CEILINGS, POSTS E BEAMS. - • 5/8" TYPE 'X G.W.B. UNDER STAIRS. ` 2x8 FLOCK 51" FOR THERMOSTAT. • \/ENT ALL FANS,DRYER EXHAUST TO OUTSIDE I WATER HEATER PER Sl NAECA. HEAT ELEMEN TO ESE 18" ABOVE CONCRETE SLAB. . w 3 OUTSIDE AIR DUCT j 4 24" x 30" CRAWL SPACE ACCE I P Cs PROVIDE 2X10 DIAL. BLK AT 36" ABOVE NOSIWs 5 I EXTEND 12" BEYOND HANDRAIL AT TOP AND BOTTOM I 'DIRECT VENT' GAS FIREPLACE, INSTALL PER MANUFACTURERS SPEC., PREFAE3. F.P. TO BEAR THE STAMP OF � AN APPROVED TESTING LAB. -PROVIDE 6" OUTSIDE AIR, I WEARTH PER BUILDER/OWNER. I WATER HEATER TO BE ANCORED TO RESIST HORIZONTAL DI DUE OT EARTHQUAKE MOTION PER 1991 I UPC 510.5 _ I STRAP HWT AT UPPER ONE -THIRD AND LOWER ONE -THIRD I OF ITS VERTICAL DIMENSION. I 8 GARAGE SLAB DROP OF MORE THAN 30" FROM MAIN FLOOR TO GARAGE SLAB, REVISE GARAGE DOOR HEIGHT FROM 11 - 0 11 TO 8 ; Q X �v � D k3L 2X6 Z 3 ~ Nor :__ �tAj cr — �o i''OWER ME ER 2 ro 9 OPT. 3RD GAR, GARAGE SE SHEET GI G3 n�e Q qj Ito UJ r�o n,t�cu�� �- go t: - WA n z 4u � �- � f •a d �v � � O u r 1 1* IS e r . f 111 � al e O " z O tie u � lu REC ro MA Y $ ti 20 PERMIT EHiER FILE NO: 1 5310 SHEET OF I i k s � t • 1 t 2X6 STUDS IN UPPER ENTRY 0 Irb" O.C. 2 X IO BLOCKING ' D L F3. TOP a ,,. ..r .. • 2X6 STUDS IN y ENTRY/GARAGE • �+� I6 oc. ENTRY NOTES: 0_ 1 BUILT UP POS TO AMY-(SEE DETAIL) TYP. 800 1/411 r 1 " �. (:O�IVNW. DETAIL a . D t M �NGE ppP ROVE O ,M p � 200 G � ONZ`' O �I�OSN� 01 smu C3 Sam Z M Jc 4d* e 0 Q 3� 3 gD IL d� Ep _ o PL I I u o� OPT. E)EN PLAN • AL FLOOR JOISTS TO BE 2x10 AT 16" OC • ALL FLOOR JOIST TO BE BLOCKED AT [BEARING. • MIN. 2" BEARING 10 END OF JETS. 1 { 3 lU H a 0 m+0 Z H IL LL � � 0 1L W � � rrvnFE iNWiia MAY 2 200, PEW.hTC FILE NO: 1 5316 SHEET 4 1 OF: ii n t` 3 i� 1 2 I UPPER FLOOR F Fl- AN 6. OPT. E)EN PLAN • AL FLOOR JOISTS TO BE 2x10 AT 16" OC • ALL FLOOR JOIST TO BE BLOCKED AT [BEARING. • MIN. 2" BEARING 10 END OF JETS. 1 { 3 lU H a 0 m+0 Z H IL LL � � 0 1L W � � rrvnFE iNWiia MAY 2 200, PEW.hTC FILE NO: 1 5316 SHEET 4 1 OF: ii n t` 3 i� 1 2 I UPPER FLOOR F Fl- AN 'l4 R RE` P ,pp;ko\ ,EID City � Tu NISION 1 G D 1 22" x 30" ATTIC ACCESS 2 WHOLE HOUSE FAN V.T.O.S. 3 TUB DECK HEIGHT 20" ABOVE FLOOR 1/2" DRYWALL AT VANITY WALL AND 1/2" CEMENT BD AT TUB DE x SEE SHEA IA" SI -iEET "Sig SEE STRAP �, MEET "SIR 't \ q 7 l r m U � r Ul I �J� N Lu ,ml �4 t M 1 ' t i t it , h . R . s do -f l L ) �0 3 •, O � � V 3 dab Mo A x'61 A� H z w O ut a � u al w z d Q O O u QC ul RL :3 a ,r�� EIVEp T I IKWII A AfAy* 5 200 4 EMI T CE EK FILE NO: 1 531ro UPPER FLOOR PLAN 1/4 112 1 1 = 0 11 i I SWEET • f .. _ _, _. .- .. .- - - -- - - - ,,.r� +► G am.,, 1 e % y ry - • FIREBLOCK BETWEEN STUDS. LIMIT SHOWER FLOW TO 25 GPM. _ • " AB WALLS S4 -4ALL BE WATERPROOF TO f"{It�t. `l0 DR4 IN LUE �tl � INLET. � s cv • ALL GLAZING INCLUDING WINDOWS WITHIN " OF DRAIN ,;� INLET TO BE SAFETY GLASS. } ,• A VAPOR BARRIER SHOULD NOT BE INSTALLED BEHIND WATERPROOF G. W.B. AT TUBS AND SHOWERS PER A � I SEC. 302 .4, EXCEPTION 3. �0 _ • ALL BMS. ; HDRS. TO BE 4X8 OF".' 0 2 UNLESS NOTED OTHERWISE. .�. • SMOKE DETECTOR (w/BATTERY BACKUP) ON CEILIWx OVER DOOR TYP. IN ALL BEDROOMS. SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. • TYP. IE. TO FEE 8'- 1 1/8 . SOLID BLOCKING OVER SUPPORTS. y ' • FIRE BLOCK ALL PLUMBINGs PENETRATIONS. , ,• TOP OF WINDOWS 0 &' - 10" ABOVE MAIN FLR. UN LESS NOTED OTHERWISE. O.G. UNLESS • TYP. EXT. WALLS TO BE 2x6 * lip" NOTED OTHERWISE. • SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. • ALL STORAG=E AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8" TYPE "X" G.W.B. • HANDRAIL 0 34" - 38" ABOVE TREAD NOSING. • INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFIACTIONS. 0 DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTHERWISE. - ) ,� _ ____ .... • VENT ALL FANS,DRYER EXHAUST TO OUTSIDE k h ONE FULL SCEEN VENT NORWESCO E322 OR EQUAL 12" F�b�lk FLAT SOFFIT LINE SEE FLOOR PLANS FOR 5EAMlHDR SIZES 11411 w 1 , _oll attic VENTILATIONe 0 JUI� 092004 GtV p� ToK�SION g�IlD1NG O • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACINCs. • ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES S HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DI AGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF BEARING BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 232(0.12.8. to Lu- Jefic z m � 0 �►w.n � N '� al � 4 1 V X E . a 2 do cl ip n.�o § � t_� Ill F a Z 11— Z N y� tL a M V 1Ll W � n i��w�ra MAY 2W4 PE RM , cero, eq FILE NO. 5316 SHEET of= .r .. - � . • . w . t �.wy x �,: . , i , r .,i. • 1.R .f r r.r �,S i:.. .. il... � rw. .. . !.♦ ... .... � Roof= f=RAM ING 1=1- -AN 'A' *91LA00ABLE = ACTUAL IN 4 MIN. M I DESCRIPTION AREA REO PENT AMA EAVE YEN WAMSEAVE3MMERLLE WITH 1/4" WIRE MESH AS NOTED KE Y EACH AF -50 ROOF VENT = (80X50 5Q. IN.) 011 SF. 11 II ►►/= ►1 ►► 1/ 1► ►�/+� �► 1 ► �► 16 ►� I UPPER ROOF 11326F 3.115F 0 8F. o '31 1 3 1 0 Z L I VING/ENTRY 234 5F. 18 3F. 0 5F. 1 2 1 � I 3 12 5F. 1.04 SF. 0 6F. 19 ? I0 to JUI� 092004 GtV p� ToK�SION g�IlD1NG O • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACINCs. • ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES S HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DI AGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF BEARING BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 232(0.12.8. to Lu- Jefic z m � 0 �►w.n � N '� al � 4 1 V X E . a 2 do cl ip n.�o § � t_� Ill F a Z 11— Z N y� tL a M V 1Ll W � n i��w�ra MAY 2W4 PE RM , cero, eq FILE NO. 5316 SHEET of= .r .. - � . • . w . t �.wy x �,: . , i , r .,i. • 1.R .f r r.r �,S i:.. .. il... � rw. .. . !.♦ ... .... � Roof= f=RAM ING 1=1- -AN 'A' VENTED BLOCK (3) 2" o HOLES WITH 1/4" WIRE = P TRUSS SPACE UNLESS NOTED cA ,EULL VENTS PER NORLIJESCO E322 BONOERIZED EVER VENT PART NO. 556011 WITH 1/4" WIRE MESH AS NOTED EACH AF -50 ROOF VENT = (80X50 5Q. IN.) 011 SF. 144 IEACW RJ-L SCREEN VENT - (80X3.5X215) =.43 SF. 2x4 RAFTERS 14.4 B VENTILATION= A (SF.) • SQ. FT. C GABLE VENTS (TOTAL SQ K) (05) t SQ. FT. (144 D 'ROOF VENTS = (15X5) C = NO. W50 VENTS .211 f 1 r E = 0 EAV VENTS as A (SF.) = A = NO. 3 HOLE E AVE VENTS .3 HOLES ( 300 X 2 X .05 ) 30 F = '* FULL EAVE VENTS (5X.5) -(XX 05.) = NO. FULL SCREEN EAvE VENTS SOLID SCREEN ,43 y i T X *AVAILABLE EAVE VENTS z iii Q M. VENTED BLOCKING NG OVER SUPPORTS. 4 J h • ROOF OVE RHANGS TO BE ON W1 12" AT U.O.N. I • ROOF PITCHES TO BE &M UNLESS OTHERWISE NOTED. /sit\ • r SK YLIGHTS ON 2x6 CURB - SAFETY C=LASS ; ` SI3 SK Y LIGHTS TO CONFORM TO UBS SECTION 240S • TRUSSES 4 RAFTERS SHALL BE 24" O.C. UNLESS OTHERWISE NOTED. I ALL SEAMS AND HEADED TO BE VERIFIED WITH T STAMPED ENGINEERINCs CALCULATIONS. THIS � OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEED I • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP • ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO IMANUFACTURS SPECIFICATIONS. r . TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERIWG CALCULATIONS. • ALL TRU55ES SHALL HAVE DESIGN DETAILS t DRAWINGS ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN 61RDER TO BE PROVIDED BY TRUSS MANUFACTURE. LOCATE ATTIC ACCESS TO • TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED MAINTAIN MINIMUM 30" CLEAR WASHINGTON STATE STRUCTURAL ENGINEER. HEADROOM ABOVE. • TR 155ES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL I BEAR THE QUALITY CONTROL STAMP (SECTION 2 311 b) AS WELL AS �OR MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. OMp • APPROVED HANGERS SHOULD BE USED AT ALL CONNECITONS OF co R JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. RA JUI� 092004 GtV p� ToK�SION g�IlD1NG O • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACINCs. • ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES S HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DI AGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF BEARING BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 232(0.12.8. to Lu- Jefic z m � 0 �►w.n � N '� al � 4 1 V X E . a 2 do cl ip n.�o § � t_� Ill F a Z 11— Z N y� tL a M V 1Ll W � n i��w�ra MAY 2W4 PE RM , cero, eq FILE NO. 5316 SHEET of= .r .. - � . • . w . t �.wy x �,: . , i , r .,i. • 1.R .f r r.r �,S i:.. .. il... � rw. .. . !.♦ ... .... � Roof= f=RAM ING 1=1- -AN 'A' 12" 0.6. 70 ,BELOW ONE FULL SCEEN VENT NORWE5C0 E322 OR EQUAL FLAT SOFFIT MME P AM Its 1141 =11.011 FLOOR PLANS FOR 5EAM/HDR SIZES ,. "' ..►� ..M . •+w» 1i.�' • • - rtr� ;"�Iv M+�:� ip► `7�..w�.w►'�'�.,�'?�'�y' . ,' ^• :'•` [ ... ryy f . r -:M�^ .' :'I '�' ,,.�/,r�""'s'i ?_',fir. -.w. -�., yam ...- . .,. ...... r. ....- .r.... � -. _ .. .,,� . ry ._ .....,��„�, - - •- •., .f. -,.�,. `..�. - ,RwV.r _,....• _ ..• � -. •- — - .. • .. .. . 0 IPA ATTIC VENTILATION: VENTED BLOCK (3) 2" 0 HOLES WITH 1 /4" WIRE "AT EACP TRUSS SPACE UNLESS NOTED FULL_ SCREEN VENTS PER NORWE5CO E322 E30NDERIZED EVER VENT PART NO. 556011 WITH 1/4" WIRE MESH AS NOTED EACH AF -50 ROOF VENT = (WX50 $0. IN.) =217 5F. ' i44 FACH RILL SCREEN VENT : (WX35X225) = -43 SF. 144 E3 VENTILATION= A (SF.) SQ. FT. REO'D ( 300 ) C c GABLE VENTS (TOTAL SQ K) (05) a 50. FT. 044 ) ROOF VENTS = (BX .5) - C NO. RF50 VENTS .211 . E _ SAVE VENTS = A (SF.) _ 04 o NO. 3 HOLE EAVE VENTS POW 3 HOLE ( 300 X 2X.05) 130 , F FULL EAvE VENTS NO. FULL SCREEN EAVE VENTS SOLID SCREEN .43 X AVAILABLE SAVE V ENTS )F f • VENTED BLOCKINCs OVER SUPPORTS. . ROOF OVERHANGS TO BE IZ" AT OVEWAW AND 9" lS UON • ROOF PITCHES TO BE 662 UNLESS OTHERWISE NOTED. • SKY LIGHTS ON 2x6 CURB - SAFETY GLASS 1 SKYL TO CONFORM TO UBS SECTION 240S TRUSSES t RAFTERS SHALL ESE 24" O.C. UNLESS OTHERWISE NOTED. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENCsINEERINCs CALCULATIONS. THIS D D.S. TO BELOW OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS 6EFORE PROGEEDINCs. � 4 t TRl1� NOTES: I ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFAGTURS SPECIFICATIONS. .TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING [DEPT. APPROVAL OR E!VGINEERING CALCULATIONS. I ALL TRUSSES SHALL HAVE DESIGN y DETAILS t DRAWINCsS ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK OR NIP TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TR1155 MANUFACTURE. • TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER- TRUSSES SMALL BE MANUFACTURED M A PLANT APPROVED I UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.6) AS WELL AS I MANIJFACTURINCs PLANT'S NAME/ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. . � • APPROVED HANGERS SHOULD BE USED AT ALL CONNEG(TONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. RE�IEWE� fop, • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND CsIRDER E co IDENTIFGATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE 14vo , p pQVED FoLLowiW-s: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. ��i p g 2004 c C THE TRUSS 9PAGINCs. ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS 90 AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS C1 WELL G Ol • BEFORE A FITTE D LOAD UPON THE OT MEM RUSS D AGONAL AND SWAY BUIL� BRAGIIyCs SHALL BE USED TO BRACE ALL ROOF TRUSSES. • ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF BEARING BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. 7HET' SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 23 26.12.8. 1 �e wd) � c �M� n i " o: 40 u � I s !� U d O �ji u � 40 •�� -� o a go L mm lU Q 0em z w a O ? 04 LL (L � Q u al w h t l ecelve) Kmj a MAY Z 5 2 FILE NO: 1 5316 -68 SHEET �. w rM .tc•r. AI.•..,.., .. « . .. ,.•+�„ , ,......n a : rurw... - wr.rar .. �»I*rfi�.• .w.rw +•wr . .. - .,.welly : wr a�r7�1� s Av g. + _ _,.. ':N+� lA� "1 �.'" 'M"#1 " ?RfI�r�IMIdo 7.�" : r.in.. ► +.. TIOM BL I DESCRIPTION AREA RE Q PENT ARE EAVE YEN ROOF YENT5 EAA 3 FULL EA KEY 11 11 �� „� �� ��>„� �� ��� �� �� E # +F= 1 UPPER ROOFI 1132 5F. 3.115F. 0 OF. 6 9 1 3 1 0 Z LIVING /ENTRY 234 SF- .18 5F. 0 6F. 1 2 8 1 312 5F. 1.04 5F. 0 Iff 18 2 10 0 VENTED BLOCK (3) 2" 0 HOLES WITH 1 /4" WIRE "AT EACP TRUSS SPACE UNLESS NOTED FULL_ SCREEN VENTS PER NORWE5CO E322 E30NDERIZED EVER VENT PART NO. 556011 WITH 1/4" WIRE MESH AS NOTED EACH AF -50 ROOF VENT = (WX50 $0. IN.) =217 5F. ' i44 FACH RILL SCREEN VENT : (WX35X225) = -43 SF. 144 E3 VENTILATION= A (SF.) SQ. FT. REO'D ( 300 ) C c GABLE VENTS (TOTAL SQ K) (05) a 50. FT. 044 ) ROOF VENTS = (BX .5) - C NO. RF50 VENTS .211 . E _ SAVE VENTS = A (SF.) _ 04 o NO. 3 HOLE EAVE VENTS POW 3 HOLE ( 300 X 2X.05) 130 , F FULL EAvE VENTS NO. FULL SCREEN EAVE VENTS SOLID SCREEN .43 X AVAILABLE SAVE V ENTS )F f • VENTED BLOCKINCs OVER SUPPORTS. . ROOF OVERHANGS TO BE IZ" AT OVEWAW AND 9" lS UON • ROOF PITCHES TO BE 662 UNLESS OTHERWISE NOTED. • SKY LIGHTS ON 2x6 CURB - SAFETY GLASS 1 SKYL TO CONFORM TO UBS SECTION 240S TRUSSES t RAFTERS SHALL ESE 24" O.C. UNLESS OTHERWISE NOTED. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENCsINEERINCs CALCULATIONS. THIS D D.S. TO BELOW OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS 6EFORE PROGEEDINCs. � 4 t TRl1� NOTES: I ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFAGTURS SPECIFICATIONS. .TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING [DEPT. APPROVAL OR E!VGINEERING CALCULATIONS. I ALL TRUSSES SHALL HAVE DESIGN y DETAILS t DRAWINCsS ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK OR NIP TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TR1155 MANUFACTURE. • TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER- TRUSSES SMALL BE MANUFACTURED M A PLANT APPROVED I UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.6) AS WELL AS I MANIJFACTURINCs PLANT'S NAME/ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. . � • APPROVED HANGERS SHOULD BE USED AT ALL CONNEG(TONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. RE�IEWE� fop, • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND CsIRDER E co IDENTIFGATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE 14vo , p pQVED FoLLowiW-s: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. ��i p g 2004 c C THE TRUSS 9PAGINCs. ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS 90 AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS C1 WELL G Ol • BEFORE A FITTE D LOAD UPON THE OT MEM RUSS D AGONAL AND SWAY BUIL� BRAGIIyCs SHALL BE USED TO BRACE ALL ROOF TRUSSES. • ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF BEARING BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. 7HET' SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 23 26.12.8. 1 �e wd) � c �M� n i " o: 40 u � I s !� U d O �ji u � 40 •�� -� o a go L mm lU Q 0em z w a O ? 04 LL (L � Q u al w h t l ecelve) Kmj a MAY Z 5 2 FILE NO: 1 5316 -68 SHEET �. w rM .tc•r. AI.•..,.., .. « . .. ,.•+�„ , ,......n a : rurw... - wr.rar .. �»I*rfi�.• .w.rw +•wr . .. - .,.welly : wr a�r7�1� s Av g. + _ _,.. ':N+� lA� "1 �.'" 'M"#1 " ?RfI�r�IMIdo 7.�" : r.in.. ► +.. a 14 "X18" GABLE VENT as • Fp/4' TRI UPPER FL. R. 15EVEL SIDING �o, 5/4 "X8" TRI UPPER FLOOR MAIN FL. fE. WRAP TOP OF COL. WITH 5 X 8 " dJ _ 2 MAIN FLOOR ONAKES 12 ONEIVA MIW�M ■ COMPOSITION ROOFING UPPER FL. f£. ck UPPER FLOOR MAIN FL. ft'_. IX4ITX3 TRIM cA (MAIN FLOOR 5/4 "x8" BARGE w/ Ix2 TRIM METAL GUTTER o/ Ixrb FASCIA 5/4 "x8" BARGE wl 1x2 TRIM h COMP05 I T I ON ROOFI I t7l I I KEYSTONE METAL GUTTER of iX& FASCIA ----� �;_. _ aoaa0000 HIM \./AT I 11 12 18 "x24" G.E. VENT BEVEL SIDING OPT. DOOR G VAT 1 i 1 i "-'r "r• . go . . •'•M• 'ft •.- r•. �Yr• b, -W 4r . - .'. w•'r y.A r 9 9 '1 . r .v • .4'••.'. _ . •,,,... s _ ... -� _ , ^�.• -' " •- - _ _ .• _ .. _ .• 15/4" PllJl1J t— i 1 , t , � I KEYSTONE �A 3/4 = 1' —0 t ro " OVERHANSE W/ I Xfo FASCIA 1Xe TRIM ABOVE WINDOWS (TYP.) IX4 SIDE TRIM CTYP.) IX4 /IX3 CORNER TRIM �v�t RCvCI 5/4 FRONT FACE 2 COLUMN PLAN �A 3/4" 1' -O,� REVIEWED FOR CODE COMPLIANCE APPROVED JUL 082004 City Of Tukwila BUILDING DIVISION nl NI - NI III L=J L -�J OPT. COPT. 1 z � U B CU� . 4 7a 2 T 3 qn > oj Lo 1 :s 1p -� CL L to go ig- � ' MIS IU 0 m -� Z LU z O o � } w � a w u i'Q W r ECEryE n' n�vrn� MAY Z S "004 1 1 :a t v? 1 3 f FILE 5316 -lA OF ,. w1• . 'I, f •1r'aj I ■t 'S/4 "x8" E3ARCsE 80 = ■■ on 1111 w IN � r 5/4"X811 TRlrww, UPPER FLOOR -J ��► B j MAIN FLOOR COMPOSITION ROOFIPICs KEYSTONE iz fo I _,Odgd \�6 / \ \' T5G '� - 1>c6 TRIM ABOVE WINDOWS (TYP.) I X a S IDE TRIM (TYP.) IX4 /IX3 CORNER TRIM .2X3 BEVEL OVER IXd TRI l ong ME ME ME WE ME ME No 0 Imm son L� ,�i. �_0000000a_ Lu — tuoll 03r w ju v t i 'r I e). . Y { : a 3 2 u Z1 o� -� o .n L O .- 9 � V .+ � �u V 0 U L.. V a 0� A�0 � ^ n RICxHT EL�YATION '�' 11411 am. I I � O il 5/4 1 1 X8" SIDES K 1 O" dT FACE PLAN -m^ :OR ANCE .D 004 cwila NI z w O c*4 u �l W 1�1 N Z O . } w w � r RECElVEp OF T111(Wry 4 1 fA 2 5 200 FILE 110: 5316 -115 OF • • • ^ .. t• _. _ _ w ` ''� o , �"� �•''4- 'war t+ i.� Y�T + •.�►� '�Mi'� � ..I!_1I.'fI ...A � �!^-_ �"'� t •�A'rC'.. _ �..._ -- :ZJn._ .. .n'�il .i _ t�'•._V � ...rr"'10•�..r ^... .'!'• _ _.J �b.'i1'. ^_._ _iw_ _ ._..__... __`2 �_ � 't '^ J '�_. _ _ .'� _ _ m __ ^� _ S "i.• ._ _ _3.t _ _ �. �t _ _ _ �r�S'�" __ __ .' � � .,.T �l�= 7 "_ 'L'._ _ L 7•� _ T _ _ _ _ _ ..a _ � .. •. ._ .. "_._� .. __�. _. .. _ . _ �. _ � � _ . �� _ _�.__.�._�._: �.,_..._��.. __ - - _ _ _ __ _ __ _ _ ___ ____ _ _ _ _ _ _ _ __ �� BEVEL EL 1111111 SI 1 RD • w/ 1x2 TRIM METAL GUTTER 5/4 "X8 61 TRIM UPPER FL . !Q o/ Ixfo FASCIA SEE SINE "EL' 4 4 . COMPOSITION ROOFINfs METAL GUTTER c/ Ixfv FASCIA - P T.S REAR L V TION '4' 4 ;EVIEWED FOR DE COMPLIANCE APPROVED JUL 0 8 2004 City Of Tukwila LDING DIVISION Oil 1 pe OM �r �► W �1 N • I 5 1 t 1 ,< r Q ~ E rs O •3 O T ! •3 � Q .per •'0���� >iii' u o v A ILI m Q M IQ m V/ O O H tu U � R � i D Mr a VA PF- T ce FILE NO: 5316 -8A LEFT L VATIO'N 1/4" =1' - 0" I, BEVEL SIDINCs 4 11FDp=4= Q Fl- pp r 1 , 1 . r 1 , UJ z e e LU '4 12 3 r COMPOS i T I ON ROOF INC�s r- I 6 til N J UJ METAL GUTTER UPPE F L. FE. c/ Ixio FASCIA - r-p pro I 1 9 to 12 0 4 UPPER FLOOR v SI INCs �E E L C� MAIN FL. f?. J . . p QA � n 'a +i vs Ck �%3 MAIN FLOOR ' VATI • 1 = C14 Iii• - . 1 5/4 "x8" BARSE 12 , t .. w/ Ix2 TRIM _....._. REVIEWED FOR 4 CODE COM PLIA { I• TAL GUTTE APPROVE E ER U PPER FL. tE. o/ Wo FASCIA JULO 8 2004 City Of Tukwila > > 12 BUI DIVIS14N C4 , 4-1 ..� UPPER FLOOR 15EvEL SIDING Ul .• MAIN FL. fE. '..., Ow l Op 1 KWI/ ao X 2 5 Zo cE ^'Te MAIN FLOOR FILE 'NO* EET LEI ELEVATI 151 OF • 5316 - 8E3 . ON 1/4 owl' —��� 4 w Q I I I • • F t •., .• _ • .. • A .•r ,� _ .. _ _. .. - .. .. - _ - ' - w r ' .�, Ki ...`. { , . �4K.a �`4� • ^ .Y'+ .' 1 �...'4.� �iir � -. . � .. - .� - .. : M ".'+.... . "r' - ,. j`� �..: R'1.' .. �'. ,- . . '�"' .. .. � _ - , .r. � � � r ..r � .1��' l -' "" '- „ ^^ �' -- .. ..- .... ... R � ..- "7!� ry w7.4i"'+. .•�A'"+ ••,� -► i COMPOSITION ROOF INCs 12 :LAT ROOF TO WALL- "x5" x 10 FT METAL FLASHINC�s '1'PICAL AT ROOF TO WALL :ONNECTION STEPPED ROOF TO WALL: � 1/2 "x3 1/2" x I FT METAL :LASWNG INTERLOCK WITH ZOOF ING F200F RAFTER ROOF SHEATHIWa EXTERIOR WALL ER w 13 sm 5/8 TYPE "X" G,111.5. BE SID x 2 TRIM PANEL BOX (2)2x8 - I AT EACH SIDE 2 x 4 PRE 5SU RE TREATED SILL w/ 5/8" ANCHOR 5OLT5 e . a . SECTION METER CAN 'c9 . ail 2 x 4 STUDS AT Iro 11 O.C. 1x2TRIM 2 1/411 BEVEL 51DfNCs 2 x 4 STUDS L /SNEATNINfsE XT��IOR AT 16" O.C. \ rI �0 I& r%11 .. T V OPEN I NCa yr r-Tr.A NCs .-."_ . ...: .. DBL 3/4 OSB RO 4S W 24 D `T" MANTLE STUB OSB 1 3' 3" OBL 3/4" OSB INTO T 5 NICHE t TAILS 1 1/4" TO 2" CONT. HANDRAIL 34" TO 38" ABOVE N051NCs v 11 18 "X 11 1/4" TREADS TREAD �O O . t Q } � O m is Q 1x8 ti + 2x4 NAILER RISER 2 x $ NAILER 5/8 1 TYPE x G.0 .S. C.0 11 - 31/ w PANEL BUX Id e g�8 TYPE 'X' 61U.B. u - 4 - CLE AR AREA BENEATH STAIRS 2X FIREBLOCKING X' TOP 4 BTM. OF RUN 0 FIREBLKG. REQ'D. ALONG STRINGER P1.. �4N - $ETWEEN EA. STUD (3) 2X12 STAIR JACKS NOTES: 2X4 THRUST BLOCK a RISER HEIGHTS 4 TREAD RUNS NOT TO VARY MORE THAN 3/8" WITHIN ANY FLIGHT OF STAIRS. r iF STRIWGER SPACING 16 GREATER THAN 16" O.C. K EL C PROVIDE (2) LAYERS OF TYPE 'x' rs.W.B. UNDER STAIRS. C TER STAIR CTION DETAIL \Q 3/411 +11.011 9 J 3 4 11 = 11 Z fl f I if F/P FACE I II W I I 11 t} 5L. 2x6 K1 i 3 r)BL 2Xrrrb FRAMING F /P FLUSH W/ ROOM WALL 5 1 -1 11 ��vdTl�l 5 /S" UJHEN -- FRAMINCs AT 24" O.G. FINISH EDGE NOW ffth�.9� OVE RHANCs 3/8" TO MAX. 1/2" 5/8" G.W.B. U BEAD i6 ATTIC: ACCESS DETAIL 24 9 3/4 u C ... -. - -.. A ..-�• r .r.: —,.. i �+ 1. _ .. � .._ .... yr3, y ... �..: �t•� _ .r _ _• _ _ _ d v _ .. - � - . •S . - �- - � •r ++ i - w^ -�. .. - + t .. •...r .. �.. . X71 •�• . Ate^ .'!�� t ! �. r jiiir��f `.. ��..a . rr� _ - _ � . .. -- . ....� h _ ��. . ,►_ .. .. - � ..�. y - �1�Cr.�.i��s�.�i■ - - � •�r +.� , _. -�� - — • -�- LW. ....I -• _. � 1.,� - - .i... • - ..,. .. J, � .- F:LASm1W..s DETAIL ,/ = 1 1 . 0 11 NOTCH TOP OF 2 x 8 7 3 1/2 x 3 FOR DBL. TOP PLATES A �1,� I LC> i S� I 011 ('A' ELEV) 1/211 055 --� .. _. DBL TOP PLATE � le + 'I d 3) 2x6 t 4 1/2 -� 1 11 _ 11 1 MgL TOP PLATE r �- 2 x 10 R-38 BLOWN-IN TYP. ENTRY DETAIL 3/ 11 r ,�„0 11 Q 3 � *J U1 r LU N �y n -p To •� u 2 o� o do g � $ u 3 u F ` i 3.2 2 u �+ q do q e Its q q �� t� f. 1 i r v } •• f .� � J u � I riT'y� �EIVEp F T I JK wI/ A MAY Sz 0 04 �ERM� CENT EF FILE NO* 1 5316 -9 AI 11 .. v" w "'%7r . r .. ' ,� • M �. , - ...r,..• .. • .. r Mti's.. 4►w/wV.�•t.. Vp REVIEWED FCR CODE COMPLIANCE APPROVED t JUL 0 8 2004 City Of Tukwila BUILDING DIVISION NER v� ' ^ "P~ J" 'arm ' ~"' .POOR 12 11 • BAF TYP. 4 i CsIRDER TRUSS TRUSSES u 2 O.C J R -38 BLOWN -IN INSULATION VENTED BLOCK w / 15AFFEL (�(� ��;� (��n ZU ETAL GUTTER l% C� ' C.� C� ' t.! V +. s" GIU.B. TYP ON i CEIL TRUSSE 1'-0" MONO W/ 3'-0" CANT 12 BE AM PE R /4" T tG PL YWOOD PLAN SUBFLOOR BEAM PER F OOR JOISTS AM PE 1/2" G.W.B. TYP ON . P AN 1'' R PL AN AN CE I L IWGS s TRUSSE 3' - 0 4 1 -0 3/1 " ' ,. ----- 2X6 STUD 5 Oki 016" O.G. W/ t R -21 INSULATION 3 /4 T 4G PLYWOOC FLOOR JOISTS - SUBFLOOR 1°E R PL AN 2X4 TRT'D MUO 51 L L W/ 5/8 "0 X 10" ANCHOR BOLTS 48" O.C. - I R -30 INSULATI = x = _Z ANCHOR POSTS A -35 ALL • FELT UNDER Miy: u TOP 4 BTM. POSTS (TYP.) ALL POSTS 6 MIL CLACK V APOR BARRIER � ALL FOOTINCsS TO BEAR ON UNDISTURBED SOIL. - MIN. I& r%11 .. T V OPEN I NCa yr r-Tr.A NCs .-."_ . ...: .. DBL 3/4 OSB RO 4S W 24 D `T" MANTLE STUB OSB 1 3' 3" OBL 3/4" OSB INTO T 5 NICHE t TAILS 1 1/4" TO 2" CONT. HANDRAIL 34" TO 38" ABOVE N051NCs v 11 18 "X 11 1/4" TREADS TREAD �O O . t Q } � O m is Q 1x8 ti + 2x4 NAILER RISER 2 x $ NAILER 5/8 1 TYPE x G.0 .S. C.0 11 - 31/ w PANEL BUX Id e g�8 TYPE 'X' 61U.B. u - 4 - CLE AR AREA BENEATH STAIRS 2X FIREBLOCKING X' TOP 4 BTM. OF RUN 0 FIREBLKG. REQ'D. ALONG STRINGER P1.. �4N - $ETWEEN EA. STUD (3) 2X12 STAIR JACKS NOTES: 2X4 THRUST BLOCK a RISER HEIGHTS 4 TREAD RUNS NOT TO VARY MORE THAN 3/8" WITHIN ANY FLIGHT OF STAIRS. r iF STRIWGER SPACING 16 GREATER THAN 16" O.C. K EL C PROVIDE (2) LAYERS OF TYPE 'x' rs.W.B. UNDER STAIRS. C TER STAIR CTION DETAIL \Q 3/411 +11.011 9 J 3 4 11 = 11 Z fl f I if F/P FACE I II W I I 11 t} 5L. 2x6 K1 i 3 r)BL 2Xrrrb FRAMING F /P FLUSH W/ ROOM WALL 5 1 -1 11 ��vdTl�l 5 /S" UJHEN -- FRAMINCs AT 24" O.G. FINISH EDGE NOW ffth�.9� OVE RHANCs 3/8" TO MAX. 1/2" 5/8" G.W.B. U BEAD i6 ATTIC: ACCESS DETAIL 24 9 3/4 u C ... -. - -.. A ..-�• r .r.: —,.. i �+ 1. _ .. � .._ .... yr3, y ... �..: �t•� _ .r _ _• _ _ _ d v _ .. - � - . •S . - �- - � •r ++ i - w^ -�. .. - + t .. •...r .. �.. . X71 •�• . Ate^ .'!�� t ! �. r jiiir��f `.. ��..a . rr� _ - _ � . .. -- . ....� h _ ��. . ,►_ .. .. - � ..�. y - �1�Cr.�.i��s�.�i■ - - � •�r +.� , _. -�� - — • -�- LW. ....I -• _. � 1.,� - - .i... • - ..,. .. J, � .- F:LASm1W..s DETAIL ,/ = 1 1 . 0 11 NOTCH TOP OF 2 x 8 7 3 1/2 x 3 FOR DBL. TOP PLATES A �1,� I LC> i S� I 011 ('A' ELEV) 1/211 055 --� .. _. DBL TOP PLATE � le + 'I d 3) 2x6 t 4 1/2 -� 1 11 _ 11 1 MgL TOP PLATE r �- 2 x 10 R-38 BLOWN-IN TYP. ENTRY DETAIL 3/ 11 r ,�„0 11 Q 3 � *J U1 r LU N �y n -p To •� u 2 o� o do g � $ u 3 u F ` i 3.2 2 u �+ q do q e Its q q �� t� f. 1 i r v } •• f .� � J u � I riT'y� �EIVEp F T I JK wI/ A MAY Sz 0 04 �ERM� CENT EF FILE NO* 1 5316 -9 AI 11 .. v" w "'%7r . r .. ' ,� • M �. , - ...r,..• .. • .. r Mti's.. 4►w/wV.�•t.. Vp REVIEWED FCR CODE COMPLIANCE APPROVED t JUL 0 8 2004 City Of Tukwila BUILDING DIVISION NER v� ' ^ "P~ J" 'arm ' ~"' .POOR 12 11 • BAF TYP. 4 i .,t T SPOT AND PLUG FAMILY RM -SIDE WIN 3' -O" OF SLIDER STO , R w rwrw� .. ur ^r rrr+^rwr A �r I I I � J OPT oo REVIEWED FOR CODE COMPLIANCE APPROVED JUL 8 2004 City Of Tukwila BUILDING DIVISION ELECTRICAL *S MOOLSO V EXHAUST FAN V.T .O.S. IIOv SMOKE DETECTOR TIE TOGETHER W/ BATTERY BACKUP. SWITCH +48" TO TOP A.S.F. BATH SWITCH +48" TO TOP A.SF. $3 SWITCH - 3 POLE A TELEPHONE 0 CABLE Tv JACK +16" TO TOP A.S.F. u�0 > �n Q 3� ui V �n W dl Q s.. W > -at o Lp o > 5 U a. .•• t dO �U U :+ ..b v V L I - a — m r 0 f I � W f al e m J V v a � 04 � o W � Q W � REC[� nF NA Z52 Tcf v�Eh FILE NO: 531ro ,, 1 �M - �� wC. `aM:�" W*� ✓ yr. ^, s.• •,,,rl�•w.y�fA►'.t2awQMi , • + L- ^.,r 1r. *. y •sy -. .� C. +. . ...�. , w pyrAAM.- 1"1,41N FLOOR ELECTRICAL PLAN 110v OUTLET •I6" TO TOP A.S.F. G.F.I. OUTLET SEE PLAN FOR I- FEIGsNT SWITCHED OUTLET 220vO 220V OUTLET RECESSED SIGHT SllRFAGE LIGHT A nIQFe't r-IQr1 IT V EXHAUST FAN V.T .O.S. IIOv SMOKE DETECTOR TIE TOGETHER W/ BATTERY BACKUP. SWITCH +48" TO TOP A.S.F. BATH SWITCH +48" TO TOP A.SF. $3 SWITCH - 3 POLE A TELEPHONE 0 CABLE Tv JACK +16" TO TOP A.S.F. u�0 > �n Q 3� ui V �n W dl Q s.. 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MAIN FLOOR REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 8 2004 City Of Tukwila BUILDING DIVISION w • • RIGHT ELEVATION '5' 1 53tro -cs3 RIGHT ELEVATI ',4' jL MENNEN, ■ ■ amm MEN ■ ■ dd pow COMP SHIWsLES • 01 1x6 CEDAR FASCIA NOON Goo k_ MON ,� L ■ J � 3 � r Ot I a) ( . 4 -4 (DUIN goo u E ad V -G U L 40 o 4 2 Ve :i i .i m l J / 7 • • la 4 , 1 t i. r } r + F i No No M■ M! iii i No No No No ME No ME No Goo 0 so NONE No Goo Goo IN , r�Kwri a RAY 2 tS 2 004 �'ERMir CENTER r . �t 't o �m z om�a o } � ul O 4 z� Q QC W U OF - - ... 7.., .T. '• +..„ a tR .� •.t. . i -r «. '+Y' • ter. P - s •.. -- •...wM�� - �,�...pMl•.+.!�7�.r ur rr sc r. ff' �t `M L T1 \�6 io UPPER FLOOD MAIN FL. R. MAIN FLOOR REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 8 2004 City Of Tukwila BUILDING DIVISION w • • RIGHT ELEVATION '5' 1 53tro -cs3 RIGHT ELEVATI ',4' jL MENNEN, ■ ■ amm MEN ■ ■ dd pow COMP SHIWsLES • 01 1x6 CEDAR FASCIA NOON Goo k_ MON ,� L ■ J � 3 � r Ot I a) ( . 4 -4 (DUIN goo u E ad V -G U L 40 o 4 2 Ve :i i .i m l J / 7 • • la 4 , 1 t i. r } r + F i No No M■ M! iii i No No No No ME No ME No Goo 0 so NONE No Goo Goo IN , r�Kwri a RAY 2 tS 2 004 �'ERMir CENTER r . �t 't o �m z om�a o } � ul O 4 z� Q QC W U OF - - ... 7.., .T. '• +..„ a tR .� •.t. . i -r «. '+Y' • ter. P - s •.. -- •...wM�� - �,�...pMl•.+.!�7�.r ur rr sc r. ff' , GENERAL STRUCTURAL NOTES BUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE, WITH KING COUNTY AMENDMENTS. 19AQS� WIND LARD = 80 MPH WINO SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.30 ) P FOUNDATIONS: A SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM BELOW FINISHED GRADE. FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL BEARING VALUE = 1000 PSF. QQNCBQE. - MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: 2 ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "CDX" RATED SHEATHING OR OUTER, AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. STEER JOINTS. ALL NAILING, COMMON NAILS. WHERE SCREWS ARE INDICATED FOR WOOD TO WOOD ATTACHMENTS, USE WOOD SCREWS. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN /INDEX RATIO AND SHALL BE ATTACHED AS FOLLOWS UNLESS NOTED OTHERWISE: USE: THICKNESS: F ON GRADE 3,000 PSI ROOF' 1/2" DATIONS AND CASSIONS 2 PSI SHEAR WALL 2 ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "CDX" RATED SHEATHING OR OUTER, AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. STEER JOINTS. ALL NAILING, COMMON NAILS. WHERE SCREWS ARE INDICATED FOR WOOD TO WOOD ATTACHMENTS, USE WOOD SCREWS. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN /INDEX RATIO AND SHALL BE ATTACHED AS FOLLOWS UNLESS NOTED OTHERWISE: USE: THICKNESS: SPAN /INDEX EDGE RATIO ATTACHMENT: , INTERMEDIATE ATTACHMENT: ROOF' 1/2" 32/16 Sd at 6" O.C. 8d at 12" O.C. SHEAR WALL 1/2 24/0 Bd at 6" O.C. 8d at 12" O.C. ALTERNATE: AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER. RATED SHEATHING SHALL COMPLY WITH I.C.B.O. REPORT NO. NER -124, EXPOSURE 1, AND SHALL HAVE A SPAN RATING AND SHEAR VALUE EQUIVALENT TO OR BETTER THAN THE PLYWOOD R REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1/321 SHALL BE THE SAME AS THE PLYWOOD IT REPLACES. .INSTALL PER MANUFACTURER'S RECOMMENDATIONS. WOOD GENERAL: DO NOT NOTCH OR DRILL JOISTS, BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THRU THE ARCHITECT. DOUBLE UP FLOOR JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2" SOLID BLOCKING AT SUPPORTS OF ALL JOISTS. DOUBLE UP STUDS AT JAMBS AND AS REQUIRED UNDER BEAMS. EVERY OTHER STUD OF WOOD FRAME BEARING WALL SHALL HAVE A SIMPSON H� ANCHOR TOP AND BOTTOM, EXCEPT AT THOSE WALLS WHERE PLYWOOD SHEATHING IS NAILED DIRECTLY TO THE TOP AND BOTTOM PLATES. PROVIDE 2X SOLID BLOCKING AT MID- HEIGHT OF BEARING STUD WALLS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE 23- II -B -1 OF THE UNIFORM BUILDING CODE. WOOD CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT AND EQUIVALENT I.C.B.O. APPROVAL. GENE ` THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL. PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.. THE -STRUCTURAL ENGINEERING SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. ._....: ALL CONCRETE CONSTRUCTION SHALL CONFORM TO A.C.I. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC.. MAXIMUM SLUMP 4 1/2 FOR CONCRETE WITHOUT PLASTICIZER. , IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL. UNLESS APPROVED OTHERWISE IN WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY CONTROL JOINTS (KEYED OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS MAY BE SAW CUT. FLY ASH -- IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS, SHALL. BE LIMBED TO 18% OF CEMENTITIOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE. 1� Lil ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS #5 AND LARGER. ASTM A615 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS 14 AND SMALLER. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. LATEST ACI CODE AND DETAILING MANUAL APPLY. CLEAR CONCRETE COVERAGES AS FOLLOWS: CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" EXPOSED TO EARTH OR WEATHER - - POUNDS #6 OR LARGER 2'" #5 AND SCR 1 1/2 ALL OTHER PER LATEST EDITION OF ACI 318. ALTERNATE jR SPUCES IN _. CONCRETE: LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPLICES PER LATEST EDITION OF ACI 318. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE/ CORROSION. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. STRU UUBAL ZEEL: ALL STRUCTURAL STEEL SHALL BE ASTM A36 (Fy = 36 KSI). ALL BOLTS SHALL. BE ASTM A307, UNLESS NOTED OTHERWISE. ALL CONSTRUCTION PER LATEST RISC HANDBOOK. ALL EXPANSION AND EPDXY BOLTS TO HAVE I.C.B.O. RATING FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE. ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL WASHERS AT FACE OF WOOD. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND /OR ADDENDA. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT, A , TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. 3 � w w w � • � w A.B.C. AGGREGATE BASE COURSE LBS (f) - - - POUNDS A.F.F. - - - ABOVE FINISHED FLOOR LLH - -- - - LONG LEG HORIZONTAL ALT. am - - - ALTERNATE LLV - - -- - LONG LEG VERTICAL A.B. - - - - ANCHOR BOLT MFR('S) - - - MANUFACTURER('S) 0 - - - - - AT (MEASUREMENT) MAS C.J. - -" - MASONRY CONTROL JOINT BM - - - - - BEAM MECH'L MECHANICAL B.F.F. -- - - - BELOW FINISHED FLOOR N/A _ - - - NOT APPLICABLE B.O.B. - - - - 80TTOM OF BEAM N.T.S. - - - NOT TO SCALE B.O.D BOTTOM OF DECK O.C. .- - - - ON CENTER B.O.F. - - -- - BOTTOM OF FOOTING O.F.W. — — = OUTSIDE FACE OF WALL B.O.P. -- - - BOTTOM OF PLATE Opp - - - - OPPOSITE BRG - - - - BEARING P.C. - - - - PRECAST CONCRETE C.I,P. -- - - - CAST IN PLACE PLF - - - - POUNDS PER LINEAR FOOT C. L. - - - - CENTERLINE PREFAB - -- PREFABRICATED ` C.L.B. - - - CENTERLINE OF BEAM PSF _ _ _ _ POUNDS PER SQUARE FOOT C.L.C. -- - - - CENTERLINE OF COLUMN PSI _ _ - - POUNDS PER SQUARE INCH C.L.F. - - - - CENTERLINE OF FOOTING REINF - - - - REINFORCING C.L.W. - - - - CENTERLINE OF WALL SLH - - - - SHORT LEG HORIZONTAL CLR " — " — CLEAR SLV : — — — SHORT LEG VERTICAL CONC — -- — — CONCRETE SIM —' -- — -- SIMILAR CONC C.J. — = CONCRETE CONTROL JOINT SQ _ _ _ _ _ SQUARE CONC S.J . - CONCRETE SAWCUT JOINT STp _ _ _ _ STANDARD ., C.M.U. - - - CONCRETE MASONRY UNIT T.L. - - .- - TOTAL LOAD CONN - - - - CONNECTION T.O.B. - - - - TOP OF BEAM _ { CONT - - - CONTINUOUS T.O.D TOP OF DECK - '1 D.L. -- - - --DEAD LOAD T.O.F. _ _ _ - TOP OF FOOTING r 0 OR DIA. DIAMETER -- -- - -TOP OF GRATE ON DOWN �, T.O.T.O.G. L. - - - - TOP OF LEDGER ` . DWG('S) - - - DRAWING('S) T.O.M. - - - - TOP OF MASONRY E.O.S. - - - - EDGE OF SLAB T.O.P. - - - - TOP OF PLATE EL. OR ELEV. - ' - ELEVATION -T.O.S. -- - -- - TOP OF STEEL EQ - - - - - EQUAL ...: _ _ _... T.O.W. - - - - TOP OF WALL EQUIP - - - - EQUIPMENT jA TYP _ _ _ .- - TYPICAL EXP. - - - - EXPANSION BOLT U.N.O. . - - - UNLESS NOTED OTHERWISE ` EXP. JT - - - (E.J.) EXPANSION JOINT VERT - -- -- - VERTICAL = ' E.W. - - - EACH WAY WSTP - - - - WATER STOP F.F. �- - - - FINISHED FLOOR W _ _ _ _ WELD R�-FAB F.O.M. - _ _ _ FACE OF MEMBER _ W / _ - _ WITH ` REVIEWED F OR F.O.S. - - - - FACE OF STEEL W/0 - - - - WITH C EDE COMPLIANCE F.O.W. - _ _ _FACE of WALL GA - - - - - GAGE AP PttOVED G&V _ - _ _ GALVANIZED G.S.N - - - - GENERAL STRUCTURAL NOTES } • JUL 0 82004 GLB (GLULAM) - GLUED LAMINATED BEAM I.F.W. -- — — — INSIDE FACE OF WALL - INVERT ELEVATION HORIZ — — — — HORIZONTAL City of Tukwil KIP - - - !K ( ) 1 000 POUNDS B LIVE LOADS CLASS SPLICE B TENSION LENGTHS COMP. BARS CONC. PSI f'c= 2,500 /3,000 PSI f'c = 4,000 PSI f'c = ALL LONON REGULAR TOP REGULAR >3db >6db TOP >3db >6db STD LAP ENCLOSED W /SPIRAL TIES SPACING do SIZE 3db >6db >3db >6db #3 16" 16" 21 " 21 " 16 16" 18" 18" 12" 12 #4 22" 22" 28 28" 19" 19" 24" 24" 15" 12" #5 27" 27" 35" 35" 23" 23" 30" 30" 19" 14" #6 35" 32" 48" 42" 31 28" 40" 38 23" 17" 7 48" 38 63 49" 42 33" 54" 42" 26" 20" #8 63" 43" 82" 58" 55" 37 71 " 48" 30" 23" #9 80" 48" 104" 83" 69 42" 90" 55 34 25" f10 102" 58" 132" 76" 88" 50" 114" 65" 38" 29 #11 128 71" 162" 93" 108" 62" 140 80" 42" 32" 1, TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12 OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT. 2. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS, WALLS, AND FOOTINGS SHALL -BE CLASS "B" TENSION LAP SPLICES do LAP SPLICES IN CONCRETE - COLUMNS SHALL BE COMPRESSION SPLICES. r L a pr r_mi �, r r w � 0 y J 2 � y cb at ��WU� Z j co) W Q Z � z > �g p W cj ) co) *ago in Wz 4rm 4b C r. co) N — � W 0 0 a� 3. CONTACT STRUCTURAL ENGINEER IF CENTER TO TO � co) CENTER SPACING OF REINFORCEMENT IS LESS Z O W Q W THAN OR EQUAL TO 3 O ~ - eat ��s (<�b). "s c N o O � j w A t 'L '�1 nn OTES; PROVIDE ANCHORS, ANCHOR BOLTS AND EXPANSION BOLTS PER THIS SCHEDULE UNLESS NOTED ON PLANS OR OR DETAILS EXPANSION BOLTS SHALL HAVE ICBO R REPORT FOR SAME INSTALLATION » FILLET � AT • ANCHORS USE 3/ 16 LLET m THICKNESS OF DRYPACK DOES NOT APPLY TOWARDS EMBEDMENT. ANCHOR BOLT ANCHOR LAW 0 Z= J ,LAP SCHEDULE FOR REINFORCANG STEEL w a � a a ,r -- 1. FACE OF WALL, TOP OF Lp WALL, COLUMN, ETC. 2. 2" MIN. STANDARD HOOK OR BOLT HEAD, TYP. EXPANSION BOLT 3. PLATE, ANGLE CHANNEL, > W6 rl E W W >00 T' n Tf I Q co) O � t' MAY�y �'� PERMIT ENTER � W C C m cc Y I co cc SHEET N0. � S1.0 PROJECT NO.M a r ' 1 • f � s k t ' 4 C } •r NO SCALE 10 ' 0 -0- 67 _ _ .. - Y1r� "n'^' -.� .�. .�.►� ,. ... --.Q— Ar .. ' � � e �� _: - __ ��... s�P:.. - .�s,.� rte....,,, ��tx'a. • .ti '.^s..i"::J'I'�iMIr4'a. .'!�iM11i�• _..•.ten M.;K.Y' J .'�� �:w`• +��� � ♦ �, •(� �'• 'J. �' a► "�` =j.., q, vK i BOLT D 'VERT BOLT EMBEDMENT LENGTH HORIZ BOLT EMBEDMENT LENGTH HEADED STUD FILLET WELD SIZE, "S" 1 /2* 7 4" 1/4* 5/8" 7 4* 5/16" 3/4" 7 5" 5/16 a r .I% Falk 1 , 3 TYPICAL FOUNDATION STEM WALL SCALE: N.T.S. (1) (Z) (S) ( ( "Amwv 1 ._4» cc SCALE: N.T.S. 1. CONCRETE SLAB ON GRADE 2. STUD WALL BEYOND 3. TOOLED EDGE 4. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 5. CONCRETE STEM WALL AND FOOTING WITH REINFORCING CONTINUOUS FROM BEYOND 80 #4 HOOKED DOWELS 0 24" cc O.C., ALTERNATE BENDS WOOD STUD WALL FO0T1NG AT in w\ WOOD STU D WALL FOOTING Z s co Nm; 1. BASE PLATE NAILING PER SHEAR Wl1ll SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN 4. (2) 14 BAR CONTINUOUS (AT TOP) PROVIDE 14 AT 10` O.C. HORIZ. 5. 5/8' DIA. A.B. SPACING PER SHEAR WALL SCHEDULE. 48" O.C. MAX. g, #4 AT 24' O.C. (MAX.) ALT (2) #4 BARS CONTINUOUS 8. EDGE NAILING 9. 2x CONTINUOUS RIM 10. 16d 0 6 O.C. ( . (3) ( �Uo o 00C 0 (5) •4 1%0" - SCALE: N.T.S. 105) scuF: N.T.S. mn 106 WOOD COLUMN FOOTING n,s t LU - U 1. WOOD COLUMN ■ t 2. COLUMN BASE .r ..� W � .-- 3. FINISH GRADE OR CONCRETE V a SLAB WHERE OCCURS 4• 12 CONCRETE PEDESTAL FOOTING 5. 11 CONCRETE , 6 . #3 TIES AT 8 O.C. • 7 . (4) 15 HOOKED DOWELS 8. ' CONCRETE SLAB ON GRADE ; - NOTE: J SEE ARCHITECTURAL DRAWINGS w • . Q FOR COLUMN COVER AS - ••�• W U Z � REVIEWED Z � ' 0 ED FOR n , o0 CODE COMPL IANCE L o� in LIJ �aC APPROVED - to .� C1� 3 Ui z �.- •� N - 1 •, t i 1 � t 6 a r a � Y f f r P i r ,a City Of Tukwila ao 0 BUILDING DIVISION � Q m � a 1. � PER GSN (24" MIN.) C �4� 1. CORNER BARS SAME 2. TOP OF WALL FOOTING 10 SIMPSON PB POST ~ 0 SIZE do SPACING AS 3. PIPE THRU STEM WALL BASE Z O � a v HORIZ. REINFORCING AS OCCURS SEE lYP (2) �� � LAP PER csN (24' (2) 6 0 DETAIL 2. wood co�.u�N LU N o a co V a MINIMUM) 4. RETURN TO FOOTING 3. CONCRETE SLAB On N � D 2. CONCRETE STEM � ' • ON PLAN. AS SHOWN � 4. CONCRETE FOOTING O Z = z � WAIL. OR FOOTING ( ��R� ��vFn •00 (2) (2) . •- (3) NOTE: D = 2 -0 '"" � W J UL Q 3. ALTERNATE BENDS a I� � MXIMUM FOR ADDITIONAL � � a - e SAY > 4. REINFORCING PER a INFORMATION SEE PLANS � - � -- -- a _ 2 ' ZLu� 4 3 3 PLANS AND /OR � �- AND DETAILS - - ---,, � -� � - - P��"',� cE.v C� Uj C Z as 4 (4) 4 (4) LU ���� d wrong & �ctH Im m Y � ~ LL � P[M sHOEr �:. 70 2o 2o � PLAN CORNER REINFORCING IN � CONCRETE FOOTING, b I t=M OR WA AL STEP IN CONCRETE FOOTING WOOD COLUMN FOOTING M°',ECT W. 1pg � 107 �SG1l.E: N.T.S. SCALE: N.T.S. SCALE: N.T.S. - 10 8 M_ IM z 3 �t 'NoT 11 1. 1. WOOD STUD WALL 2. 5/8" DIAMETER ANCHOR 2. 1 0 s" O.C. BOLTS. SPACING PER SHEAR 3. FLOOR SHEATHING WALL SCHEDULE 3. 2x BASE PLATE i - ---- -� 4. CONCRETE SLAB ON GRADE 5• #4 HOOKED DOWELS AT 24" (8) O.C., ALTERNATE BENDS 16. 6. SHEATHING AND NAILING PER Q �_�_ "�' SHEARWALL SCHEDULE .. . ` 7. FINISH GRADE OR CONCRETE 18 SLAB AS OCCURS 8. CONCRETE STEM WALL AND (9) FOOTING 7. 9• (2) #4 BARS CONTINUOUS • a TOP AND BOTTOM 1 ._4» cc SCALE: N.T.S. 1. CONCRETE SLAB ON GRADE 2. STUD WALL BEYOND 3. TOOLED EDGE 4. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 5. CONCRETE STEM WALL AND FOOTING WITH REINFORCING CONTINUOUS FROM BEYOND 80 #4 HOOKED DOWELS 0 24" cc O.C., ALTERNATE BENDS WOOD STUD WALL FO0T1NG AT in w\ WOOD STU D WALL FOOTING Z s co Nm; 1. BASE PLATE NAILING PER SHEAR Wl1ll SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN 4. (2) 14 BAR CONTINUOUS (AT TOP) PROVIDE 14 AT 10` O.C. HORIZ. 5. 5/8' DIA. A.B. SPACING PER SHEAR WALL SCHEDULE. 48" O.C. MAX. g, #4 AT 24' O.C. (MAX.) ALT (2) #4 BARS CONTINUOUS 8. EDGE NAILING 9. 2x CONTINUOUS RIM 10. 16d 0 6 O.C. ( . (3) ( �Uo o 00C 0 (5) •4 1%0" - SCALE: N.T.S. 105) scuF: N.T.S. mn 106 WOOD COLUMN FOOTING n,s t LU - U 1. WOOD COLUMN ■ t 2. COLUMN BASE .r ..� W � .-- 3. FINISH GRADE OR CONCRETE V a SLAB WHERE OCCURS 4• 12 CONCRETE PEDESTAL FOOTING 5. 11 CONCRETE , 6 . #3 TIES AT 8 O.C. • 7 . (4) 15 HOOKED DOWELS 8. ' CONCRETE SLAB ON GRADE ; - NOTE: J SEE ARCHITECTURAL DRAWINGS w • . Q FOR COLUMN COVER AS - ••�• W U Z � REVIEWED Z � ' 0 ED FOR n , o0 CODE COMPL IANCE L o� in LIJ �aC APPROVED - to .� C1� 3 Ui z �.- •� N - 1 •, t i 1 � t 6 a r a � Y f f r P i r ,a City Of Tukwila ao 0 BUILDING DIVISION � Q m � a 1. � PER GSN (24" MIN.) C �4� 1. CORNER BARS SAME 2. TOP OF WALL FOOTING 10 SIMPSON PB POST ~ 0 SIZE do SPACING AS 3. PIPE THRU STEM WALL BASE Z O � a v HORIZ. REINFORCING AS OCCURS SEE lYP (2) �� � LAP PER csN (24' (2) 6 0 DETAIL 2. wood co�.u�N LU N o a co V a MINIMUM) 4. RETURN TO FOOTING 3. CONCRETE SLAB On N � D 2. CONCRETE STEM � ' • ON PLAN. AS SHOWN � 4. CONCRETE FOOTING O Z = z � WAIL. OR FOOTING ( ��R� ��vFn •00 (2) (2) . •- (3) NOTE: D = 2 -0 '"" � W J UL Q 3. ALTERNATE BENDS a I� � MXIMUM FOR ADDITIONAL � � a - e SAY > 4. REINFORCING PER a INFORMATION SEE PLANS � - � -- -- a _ 2 ' ZLu� 4 3 3 PLANS AND /OR � �- AND DETAILS - - ---,, � -� � - - P��"',� cE.v C� Uj C Z as 4 (4) 4 (4) LU ���� d wrong & �ctH Im m Y � ~ LL � P[M sHOEr �:. 70 2o 2o � PLAN CORNER REINFORCING IN � CONCRETE FOOTING, b I t=M OR WA AL STEP IN CONCRETE FOOTING WOOD COLUMN FOOTING M°',ECT W. 1pg � 107 �SG1l.E: N.T.S. SCALE: N.T.S. SCALE: N.T.S. - 10 8 M_ IM z 3 �t I. 2X. BLOCKING 2. FLOOR JOISTS PER PLAN 1 1 O 0 4' O.C. 4. MAIN FLOOR BEAM PER PLAN 5. FLOOR SHEATHING 6• POST PER PLAN. PROVIDE SIMPSON AC TYPE POST CONNECTION OR WOOD CLEAT. CONNECT POST TO FOOTING WITH SIMPSON A.35. 7. CONCRETE FOOTING PER PLAN. m o � W O 0 g JZ AL FOUNDATION I t:M WALL' TYPICAL INTERIOR SPREAD FOOLING ann 'NoT 11 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE (2) 2. 1 0 s" O.C. 3. FLOOR SHEATHING (10) 4. FLOOR JOISTS PER PLAN 5• BLOCKING 0 48" O.C. 16. (2) #4 BAR CONTINUOUS Q �_�_ "�' (AT TOP) PROVIDE #4 AT 10" D.C. HORIZ. 7. 5/8' DIA. A.B. SPACING • a PER SHEAR WALL z R SCHEDULE. 48 O.C. MAX. co 8• #4 AT 24 O.C. (MAX.) ALT A 9. (2) #4 BARS CONTINUOUS °O 10. EDGE NAILING 11. 2x CONTINUOUS RIM 1 .,,. 4 I. 2X. BLOCKING 2. FLOOR JOISTS PER PLAN 1 1 O 0 4' O.C. 4. MAIN FLOOR BEAM PER PLAN 5. FLOOR SHEATHING 6• POST PER PLAN. PROVIDE SIMPSON AC TYPE POST CONNECTION OR WOOD CLEAT. CONNECT POST TO FOOTING WITH SIMPSON A.35. 7. CONCRETE FOOTING PER PLAN. m o � W O 0 g JZ AL FOUNDATION I t:M WALL' TYPICAL INTERIOR SPREAD FOOLING ann s C I1 WOOD JOIST AT WOOD STUD WALL 2011 ZG&E: N.T.S. I 1 (3) WOOD JOIST AT WOOD STUD SCALE. N.T.S. '►• SFItAIIitNG ANU IVAIUPI(i (g) PER SHEARWALL SCHEDULE .5. BEAM PER PLAN S. EDGE NAILING 7. SIMPSON LU HANGER WC*DJO1oc AT WOOD BEAM p 3 1. DOUBLE EDGE NAILING 2. FLOOR SHEATHING 3, JOIST PER PLAN 4. SIMPSON LU TYPE JOIST .HANGER 5. WOOD BEAM PER PLAN WOOD JOIST AT WOOD BEAM SCALE: N.T.S. v SCALE: N.T.S. r,N ic (1 t (3 1. MOOD STUD WALL (4) 2. CONTINUOUS 2x WITH 164 NAILS 0 12 O.C. 3. W000 BEAM 4. SHEATHING AND NAILING PER SHEARWALL SCHEDULE WOOD STUDWA AT WOOD BEAM SCALE: N.T.S. ' 1. PLYWOOD SHEATHING n DLOCKING OR JOISTS PER PLAN IBLE 2x TOP PLATE )D STUD WALL TREAD AND RISERS 2 STRINGER ARCHITECTURAL PLAN FOR AD, RISER AND NOSING ENSIONS W OOD STRINGER AT LANDING SCALE. M.S. l4% 1 M Im C P 1. EDGE NAILING � 2. PLYWOOD SHEATHING 3. JOIST PER PLAN 4. 2x BLOCKING W/ 3 -164 � NAILS PER BLOCK �0 a. WOOD STUD WALL SHEATHING AND ATTACHMENT (6) PER PLANS 6. 2X. CONY. RIM JOIST W/ 2 -104 NAILS PER JOIST y 7. DOUBLE 2X. TOP PLATE W/ 164 NAILS AT 12" O.C. 5 a 1 TYPE � . REVIEWED FOR (Z) j CODE COMPLIANCE A JUL 8 2004 City p � i BUILDING DIVISION WOOD BEAM AT WOOD BEAM,__� NTS tU z J W FU it z > g. Uj w `° co) N �3 w V�.: t F e. a 1. 16d O 6" O.C, BASE co) N -- S ( PLATE (MIN) {1) (7) 1. 16d 0 6" O.C. BASE (1) (7) 2. FLOOR SHEATHING (2) (8) PLATE (MIN) (2) 3. FLOOR JOISTS PER PLAN 2. FLOOR SHEATHING 4. 2x CONTINUOUS RIM JOIST (9) 3. 2x CONTINUOUS RIM JOIST (3) �8� WITH (2) 1 O NAILS PER WITH (2) 1 O NAILS PER JOIST ( JOIST A 5. W000 STUD WALL (3) 4. SIMPSON A34 CUP 6. SHEATHING AND NAILING 5. 2x BLOCKING O 48 ( PER SHEARWALL SCHEDULE O.C. 7. EDGE NAILING 6. FLOOR JOISTS PER PLAN (5) 8 • 164 0 6" O.C. 7. SHEATHING !WD NAILING � PER SHEARWALL SCHEDULE ( 8. EDGE NAILING (6) 9• 164 O 6' O.C. WOOD JOIST AT WOOD STUD WALL 2011 ZG&E: N.T.S. I 1 (3) WOOD JOIST AT WOOD STUD SCALE. N.T.S. '►• SFItAIIitNG ANU IVAIUPI(i (g) PER SHEARWALL SCHEDULE .5. BEAM PER PLAN S. EDGE NAILING 7. SIMPSON LU HANGER WC*DJO1oc AT WOOD BEAM p 3 1. DOUBLE EDGE NAILING 2. FLOOR SHEATHING 3, JOIST PER PLAN 4. SIMPSON LU TYPE JOIST .HANGER 5. WOOD BEAM PER PLAN WOOD JOIST AT WOOD BEAM SCALE: N.T.S. v SCALE: N.T.S. r,N ic (1 t (3 1. MOOD STUD WALL (4) 2. CONTINUOUS 2x WITH 164 NAILS 0 12 O.C. 3. W000 BEAM 4. SHEATHING AND NAILING PER SHEARWALL SCHEDULE WOOD STUDWA AT WOOD BEAM SCALE: N.T.S. ' 1. PLYWOOD SHEATHING n DLOCKING OR JOISTS PER PLAN IBLE 2x TOP PLATE )D STUD WALL TREAD AND RISERS 2 STRINGER ARCHITECTURAL PLAN FOR AD, RISER AND NOSING ENSIONS W OOD STRINGER AT LANDING SCALE. M.S. l4% 1 M Im C P 1. EDGE NAILING � 2. PLYWOOD SHEATHING 3. JOIST PER PLAN 4. 2x BLOCKING W/ 3 -164 � NAILS PER BLOCK �0 a. WOOD STUD WALL SHEATHING AND ATTACHMENT (6) PER PLANS 6. 2X. CONY. RIM JOIST W/ 2 -104 NAILS PER JOIST y 7. DOUBLE 2X. TOP PLATE W/ 164 NAILS AT 12" O.C. 5 a 1 TYPE � . REVIEWED FOR (Z) j CODE COMPLIANCE A JUL 8 2004 City p � i BUILDING DIVISION WOOD BEAM AT WOOD BEAM,__� NTS tU z J W FU it z > g. Uj w `° co) N �3 w V�.: t WOOD STUD WALL SIMPSON H5 STUD TO STRINGER AT EVERY OTHER STUD 2x TREAD AND RISERS ~ 164 A 12' O.C. Z Q ( 3) STUD AT Uj N o co 2x STRINGER a• N � O )TE: SEE ARCHITECTURAL J Q o � W PLANS FOR TREAD W J � U. Q RISER AND NOSIN@�r, T1vEp CL DIMENSIONS W ,�. J (� MAY 2 0 UJ So � Z P&,N1T CeNTf k � , Uj e =>-or, M cc �e 1�m U. SHEET N0. � STAIR STRINGER TO W(= STUD WALL � 1 • � CONNECTION mct "°.•� SG1LE: N.T.S. 10 $ 9 5W3 Ito 1 V j 1 1 •� a b y �iiM1N1 F e. a co) N -- S w � �- 4) m 2 t�'1 Ctil a WOOD STUD WALL SIMPSON H5 STUD TO STRINGER AT EVERY OTHER STUD 2x TREAD AND RISERS ~ 164 A 12' O.C. Z Q ( 3) STUD AT Uj N o co 2x STRINGER a• N � O )TE: SEE ARCHITECTURAL J Q o � W PLANS FOR TREAD W J � U. Q RISER AND NOSIN@�r, T1vEp CL DIMENSIONS W ,�. J (� MAY 2 0 UJ So � Z P&,N1T CeNTf k � , Uj e =>-or, M cc �e 1�m U. SHEET N0. � STAIR STRINGER TO W(= STUD WALL � 1 • � CONNECTION mct "°.•� SG1LE: N.T.S. 10 $ 9 5W3 Ito 1 V j 1 1 •� a b y �iiM1N1 I F' a U- �7V SCALE: N.T.S. t. TRUSSES PER PLAN 2. SIMPSON A35 OR SIMPSON . H 1 AT EACH TRUSS 3. PLYWOOD SHEATHING +4. iEDGE NAILING . 5. 2x BLOCKING WITH (3) 16d PER BLOCK 6. WOOD BEAM 7. FASCIA PER ARCH. WITH (2) 1 O PER TRUSS WOOD TRUSS ATWOOD BEAM SCALE: N.T.S. vi (4) (2) (3) ll �. : rr / _,. 1. (1) 1. TRUSSES PER PLAN (2) 2. ROOF SHEATHING (3) 3. Sd 0 6' O.C. EDGE PLYWOOD SHEATHING NAILING 2x SOLID BLOCKING � 4. 2x BLOCKING WITH (3) 3. (g) 16d PER BLOCK 4. 5. SHEAR PANEL EDGE 5. SIMPSON A35 CLIP AT EACH wuuNc s. SHEATHING AND wuuNc 6. ( PER SHEARWALL SCHEDULE (6) 7. SIMPSON Ht CLIP AT EACH . SHEARWALL SCHEDULE TRUSS 7. 8. CONTINUOUS 2x FASCIA WITH (2) 10d PER TRUSS ��WOOD TRUSS AT WOOD STUD WALL �7V SCALE: N.T.S. t. TRUSSES PER PLAN 2. SIMPSON A35 OR SIMPSON . H 1 AT EACH TRUSS 3. PLYWOOD SHEATHING +4. iEDGE NAILING . 5. 2x BLOCKING WITH (3) 16d PER BLOCK 6. WOOD BEAM 7. FASCIA PER ARCH. WITH (2) 1 O PER TRUSS WOOD TRUSS ATWOOD BEAM SCALE: N.T.S. vi (4) (2) (3) ll �. : rr / _,. 1. EDGE NAILING 2. BRIDGE VENTS 3. TRUSSES PER PLAN 4. PLYWOOD SHEATHING 5. 2x SOLID BLOCKING 1. 2X OR VALLEY SET OVER FRAMING AT 24" O.C. 2. PREFAB WOOD TRUSS BELOW 3. LINE OF PLYWOOD SHEATHING JOINTS 4. 2x TO MATCH WIDTH OF CUT LAYED FLAT OVER PLYWOOD SHEATHING WITH 3--16d TYPICAL AT EACH TRUSS. 5. SIMPSON A34 OR 2--164 NAILS, TYP. 1. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL. BE CONTINUOUS. 2. FOR CLARITY, SHEATHING OVER VALLEY FRAMING NOT SHOWN. 3. AT 2x OVER FRAMING USE THE FOLLOWING: 0' 2x4 MIN. 4'--8' 2x6 MIN. 8'--10' -- 2x8 MIN. 10' --12' --- 2x10 MIN. PLAN - TYPICAL VALLEY FRAMING AT PREFAB WOOD TRUSSES SCALE: N.T.S. GABLE END TRUSS SCALE: N.T.S. � WOOD TRUSS AT GIRDER TRUSS SCALE: N.T.S. ' ; REVIEW Ei) FAR . CODE COMPL RPQqouED but " o a Zooa ft .-Wm 1. EDGE NAILING (1) 1 FASCIA PER ARCH. WITH (2) (2) 1 Od NAILS PER JOIST o 3. 2x4 OUTRIGGER O 24" O.C. 4. (2) 1 O NAILS PER TRUSS (3) 5. SIMPSON A35 CLIP AT EACH (4) OUTRIGGER (5) 6. GABLE END TRUSS SHEATHING AND NAILING PER ( . SHEARWALL SCHEDULE ( 7. 16d O 6" O.C. BOTTOM TRUSS CHORD TO WALL TOP PLATE 8. 2x4 BRACE O 48" O.C. WITH SIMPSON A35 CUP EACH END g, TRUSSES PER PLAN a GABLE END TRUSS SCALE: N.T.S. � WOOD TRUSS AT GIRDER TRUSS SCALE: N.T.S. ' ; REVIEW Ei) FAR . CODE COMPL RPQqouED but " o a Zooa CV o N 1 oft cf) P �s Z ,t ■ ,. co C it rn cr) V r LiLl n. U Z J cl) QV Z � 1- - g ui M 00 w ra C$) C) W Z M ' o co) N - KL p Ix c (2) U V,\Ni� � T i� Z � EDGE NAILING DYVISION W � � co ( 8 ) � . 2. PLYWOOD SHEATHING mcm o lz J 1 . PLYWOOD SHEATHING 3• (2) � Od PER STUD � TI rr C O r4) �F / KWIf q •� 1) 2. PREFABRICATED WOOD (3) 4. CONTINUOUS 2x LEDGER � 1yAY 2 5 ,2n - J Q v 0 2 ) � TRUSS �4� s. s�Mr�soN �u nr� wwc�R �5� � . �s) � sd, �nrP. uj 3 � D (3) 3. EDGE NAILING 6. PREFABRICATED WOOD ��+r�r�Nr � C L �+. �x BLOCKING YVffH (3) muss 2. �4) �s�. nrP. Ek W 16d PER BLOCK 7, 2x SOLID BLOCKING 3. FULL HEIGHT STUD im 5. SIMPSON LU TYPE WINGER - (9) g. WOOD STUD WALL � +1. CONTINUOUS DOUBLE TOP 6. � PREFABRICATED W000 9. SIMPSON A35 CUP AT PLATE (7) EACH STUD t �, HEADER AS PER PUW, � a W g � >n cc - - - (3) SAME WIDTH AS WALL m , F� LL (5) 6. 1(2) CRIPPLE STUDS SHEEt No. `3' s1.� (6) WOOD TRUSS TO TRUSS GIRDER WOOD AT WOOD �'TIJD WALL BUILT -UP PARALLEL TO'WALL '' "°� 1089 b SCALE: N.T.S. SCALE: N.T.S. SG1LE N.T.S. 4 • .__. . �. ��._..__ ��._ a_ Wa._ �,. .._.... � _��._�_y_�._�..�r���_.- .._._.._ _.... .._�_- ��_�..4i�.�:.�_._- _...rte__._ � __bI_ -6-s-i_.- ____- - - - . ����_. ��. 1._.-. �....... 14wn�si. Y. iMC13IL .,'��C�'ii..i'�L1fW,..Y�� w Y^JRb.�ee - I.ws. ���.�...'rr +n - � �- - - �:... � e.��. �.. ,_,.:.��. � s... .. _ ,,, � Y . . - -. ,e . M N:. of o- �irMM.Aa.►#l+r .4 y,� .{a:. RIDGE VENTS r qD o A o CV o N 1 oft cf) P �s Z ,t ■ ,. co C it rn cr) V r LiLl n. U Z J cl) QV Z � 1- - g ui M 00 w ra C$) C) W Z M ' o co) N - KL p Ix c (2) U V,\Ni� � T i� Z � EDGE NAILING DYVISION W � � co ( 8 ) � . 2. PLYWOOD SHEATHING mcm o lz J 1 . PLYWOOD SHEATHING 3• (2) � Od PER STUD � TI rr C O r4) �F / KWIf q •� 1) 2. PREFABRICATED WOOD (3) 4. CONTINUOUS 2x LEDGER � 1yAY 2 5 ,2n - J Q v 0 2 ) � TRUSS �4� s. s�Mr�soN �u nr� wwc�R �5� � . �s) � sd, �nrP. uj 3 � D (3) 3. EDGE NAILING 6. PREFABRICATED WOOD ��+r�r�Nr � C L �+. �x BLOCKING YVffH (3) muss 2. �4) �s�. nrP. Ek W 16d PER BLOCK 7, 2x SOLID BLOCKING 3. FULL HEIGHT STUD im 5. SIMPSON LU TYPE WINGER - (9) g. WOOD STUD WALL � +1. CONTINUOUS DOUBLE TOP 6. � PREFABRICATED W000 9. SIMPSON A35 CUP AT PLATE (7) EACH STUD t �, HEADER AS PER PUW, � a W g � >n cc - - - (3) SAME WIDTH AS WALL m , F� LL (5) 6. 1(2) CRIPPLE STUDS SHEEt No. `3' s1.� (6) WOOD TRUSS TO TRUSS GIRDER WOOD AT WOOD �'TIJD WALL BUILT -UP PARALLEL TO'WALL '' "°� 1089 b SCALE: N.T.S. SCALE: N.T.S. SG1LE N.T.S. 4 • .__. . �. ��._..__ ��._ a_ Wa._ �,. .._.... � _��._�_y_�._�..�r���_.- .._._.._ _.... .._�_- ��_�..4i�.�:.�_._- _...rte__._ � __bI_ -6-s-i_.- ____- - - - . ����_. ��. 1._.-. �....... 14wn�si. Y. iMC13IL .,'��C�'ii..i'�L1fW,..Y�� w Y^JRb.�ee - I.ws. ���.�...'rr +n - � �- - - �:... � e.��. �.. ,_,.:.��. � s... .. _ ,,, � Y . . - -. ,e . M N:. of o- �irMM.Aa.►#l+r .4 y,� .{a:. RIDGE VENTS r y 2 /� /y 0 • (1� 17i[ � ti 1. WOOD STUD WALL 2, WOOD HEADER PER PLAN `o� !. 6x SAWN OR 5 1/8" (3) 3. (2) 16d TOENAILS EACH ` � 8 (4) C �) cue SIDE EACH END A 2. (6) 16d EACH SIDE. 4. (2) 16d AS SHOWN (2) N .QIE�: t1, t 2 , TM FILLER t4, 5. RUN VERTICAL STUDS UP 1. SEAM SPLICE AS OCCURS •• ( �� �• P (5) PAST HEADER AS SHOWN �. 2. WOOD BEAM PER PLAN 4. 4x SAWN OR 3 1 /8 (2) 16d O 12 O.C. SIMPSON AC TYPE POST GLB ��� (s) �. 16d o 12* O.C. .. cry STAGGERED BOTH SIDES (3) 4. WOOD COLUMN PER PLAN ww (3) (3) 8. DOUBLE STUDS UNDER (8) (4) HEADER BEARINGS FOR r � OPENING WIDTHS GREATER - THAN 5' -0" ROUGH OPENING WIDTH GUILT —UP POST T WOOD COLUMN � PERPENDICULAR TO WALL M WOOD HEADER 312 WOOD BEAM A V IO 311 � SCALE: N.T.S. M � � � ■ t SCALE: N.T.S. � SCALE: co cl) 1� z 12" N _ 6' -0" MINIMUM LAP CL B (2) � � 4" O.C. ! 1. ' TOP PLATE SPLICE OVER ;• � � � � •' 1. 1/4 DEPTH OF MEMBER, . 6d � •STUD ONLY. I L (1) �� � • TYPICAL .- 2, DOUBLE TOP PLATE. 1. WOOD BEAM PER PLAN :�;... 20 1/2 "� BOLT, MINIMUM 2. SIMPSON ACE TYPE + 3, (2) 2x12 AND LARGER 3. W000 STUDS. _ POST CAP _ USE 1/2"0 BOLTS 0 (2) 3, WOOD COLUMN PER PLAN (3) 24" O.C. g • .. ��� 4. 16d SPIKE. MINIMUM . (2) _ (4) 5. (2) 2x10 AND SMALLER .}� ' , z � J (3) USE 16d SPIKES AT 12 o o " O.C. STAGGERED Q U Z � 0 Z � . • Lu im Q O r (5) , . � Q ui � Q TYPICAL SPLICE OF TOP PLATES co � to � BUILTmmUP WOO MEMBER; WOOD BEAM AT WOOD COLUMN 4) 313 w � .� SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. � � M > F(EV IEW � FE � � W m � , CODE COMPLIANCE W � a . JUL 0 8 2004 C f a t� A PPROJED cit kwil uj C:) m � BUILDINI\Insl O N CL N � Z J 0 Z:E ' R E�ElV I== r, 1 � nF t11 KW1f q Ul (2) � NOTES: � � MAY 2 5 2 � W om �;, 0 1. TOP CHORDS OF TRUSS c z JOISTS OR TRUSSES AS r �ENr O cf) 4 OCCURS. ER 0 (4) 2. 2x4 WITH SIMPSON F24 W � � v+ � O d HANGER EACH E ND. � M Lu Y w 0 LLO - 3. FOR OPEN DIMENSION, SEE 1 (3) 4. MECHANICAL DRAWINGS SHEET N0 , 2 -2x4 WITH SIMPSON F24 -2 ,��R EACH END. PROJECT N0. r � OUND SMALL OPENING __ 316 10 9 NO WAE IN 53 t 6;o No 0 ,r'1 SHEAR WALL DETAIL W/ SIMPSON TIE HOEDOWN B �N-S i ■ I F1 MIN. r 2x TOP PLATE CONTINUE HEADER TO END STUD 8d 0 3" O.C. EACH WAY ON HEADER SIMPSON STHD14 - INSTALL PER MANUFACTURER'S RECOMMENDATIONS (2) 1 O NAILS TO HEADER CORNER END STUD AS OCCURS (2) 2x STUDS OR 4x POST 8d 0 3" O.C. ALL PLATES, HEADERS AND STUDS ' 1/2* NOMINAL APA RATED SHEATHING 5/8" DIAMETER ANCHOR BOLTS - EMBED 7" MINIMUM WITH 2 "x2 "x3/16" PLATE WASHER • (3) 2x PLATES - NAIL SHEATHING TO EACH PLATE • 8d 0 3" O.C. INTO EACH PLATE TOP OF CONCRETE MAX. HEIGHT OF PANEL IS 3.5 X WIDTH. RAISE CONCRETE STEM WALL AS REQUIRED TO MAINTAIN THIS ASPECT RATIO. ATE: All STUDS TO BE DOUGLAS FIR 12 IN LATERAL RESTRAINT PANELS "L M 2 � (6) (5) N.T.S 1. (7) (6) ,(j,Q X151 ENtMi x+02 o sos 1/03 ANI:IIUK UIPI. 5/8 4 i (5) 1. (2) STUDS 0 SHEAR WALL EDGES. D. NAIL STUDS TO ADJACENT STUD W/ 1Od 0 12" O.C. C� 2. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE A OF SHEAR WALL NAILING (2) ( 3) 3. SHEAR WALL SHEATHING. (�) 4. ANCHOR BOLT SEE SHEAR (6) 'WALL SCHEDULE • 5. EDGE OF SHEAR WALL (3) SEE FLOOR PLANS • 7 6. HOEDOWN REQ'D BOTH EDGES OF ' SHEAR WALL . 7. TREATED SILL PLATE i (6) ,r'1 SHEAR WALL DETAIL W/ SIMPSON TIE HOEDOWN B �N-S i ■ I F1 MIN. r 2x TOP PLATE CONTINUE HEADER TO END STUD 8d 0 3" O.C. EACH WAY ON HEADER SIMPSON STHD14 - INSTALL PER MANUFACTURER'S RECOMMENDATIONS (2) 1 O NAILS TO HEADER CORNER END STUD AS OCCURS (2) 2x STUDS OR 4x POST 8d 0 3" O.C. ALL PLATES, HEADERS AND STUDS ' 1/2* NOMINAL APA RATED SHEATHING 5/8" DIAMETER ANCHOR BOLTS - EMBED 7" MINIMUM WITH 2 "x2 "x3/16" PLATE WASHER • (3) 2x PLATES - NAIL SHEATHING TO EACH PLATE • 8d 0 3" O.C. INTO EACH PLATE TOP OF CONCRETE MAX. HEIGHT OF PANEL IS 3.5 X WIDTH. RAISE CONCRETE STEM WALL AS REQUIRED TO MAINTAIN THIS ASPECT RATIO. ATE: All STUDS TO BE DOUGLAS FIR 12 IN LATERAL RESTRAINT PANELS "L M 2 � (6) (5) N.T.S 1. (7) (6) ,(j,Q X151 ENtMi x+02 o sos 1/03 ANI:IIUK UIPI. 5/8 4 i 7%8 a PHD6 18�SD�S %aX3 D. SHEAR WALL DETAIL W/ "" Or N @ BOT, PLATE FLRs S4, DN WALL 10 48 e J 1 { 1 � • (13) H • FLOCIR SUPPORTED BY FOUNDATION �- vut COMPLIANCE - W ��' J a JUL'O 8 2o0 BUILDIN Tukwi►a DIVISION U i; z � . CONT. DOUBLE STUDS ' 0 SHEARWALL J W EDGES. NAIL STUDS TOGETHER 10d 8 Q 12" O.C. ' �" (� Z si 2. SHEARWALL SHEATHING CONT. FROM TOP � �' m 0 PLATE OF WALL TO SILL PLATE. IF NOT, W � Q � CONT. CONTACT ENGINEER. NAIL TO INTERMEDIATE .FRAMING 0 12" O.C. � W � 3 3. HOEDOWN RE4'D BOTH EDGES OF W Z � .. SHEARWALL 4. PANEL EDGE NAILING. ALSO NAIL TO TOP � � M m PLATES SAME AS EDGE OF SHEARWALL o {I) 4) NAILING W W � m a � 8) 5. PANEL EDGE NAILING ON SILL PLATE a 6. EDGE OF SHEARWAII. SEE FLOOR PLANS ATTACHED 7• CORNER, OR DOOR OR WINDOW Z S. PANEL EDGE NAIL SPACING W O O 9. SETUP TAPPING LAGS SCREWS � N O in 6-0 Q CL co 10. PANEL EDGE NAIL SPACING C) a Z J 11. SIMPSON SSTB ANCHOR BOLT � W Q (a _ �T R r. ECEIVED F ti11 (Wrl q J 12. ANCHOR BOLT SEE SHEAR n WALL SCHEDULE. IWAr ,� 5 2004 W a c J 13. SHEAR WALL SHEATHING HERMIT CENTEh a c p W (,� J 14. SOLE PLATE NAILING c-, >0 > V t5 a ~ 15. RIM JOIST � 'Q LU c > . 16. TREATED SILL PLATE Y � 1 a m � � � 17. DOUBLE STUDS SHEET N0. r 18. FLOOR SHEATHING C� m5 SIMPSON HOEDOWN own cer un ( (4) P SHEAR WALL DETAIL W/ SIMPSON STRAP TIE (14) (s) i 1 • (2) STUDS 0 SHEAR WALL EDGES. ao w NAIL STUDS TO ADJACENT STUD �. W/ 10d 0 12 O.C. 2. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEAR WALL NAILING 3. SHEAR WALL SHEATHING. NAIL TO N a ( 15 ) o INTERMEDIATE FRAMING 0 12 O.C. �� 9 4. PANEL EDGE NAILING AT SILL PLATE ��' o� `�•y, �, 16 8• EDGE OF SHEAR WALL, ►•-a x a C SEE FLOOR PLANS 6. CORNER, OR DOOR OR WINDOW (1 7) EDGE NAIL SPACING 7. P ANEL j�• B. RJ TYPE HOEDOWN REQ'D BOTH EDGES OF SHEAR WALL B. PANEL EDGE NAIL SPACING 4 a . 10. ANCHOR BOLT SEE SHEAR WALL SCHEDULE Z .r 11. SHEAR WALL SHEATHING 12. RIM JOIST 13. TREATED SILL PLATE 5, 14. HOEDOWN k co ch i1 150 (2) STUDS 16. SOLE PLATE NAILING 17. FLOOR SHEATHING V o 4 REV .'_ . IEUVEp F ' 6 D. r { 1 � • (13) H • FLOCIR SUPPORTED BY FOUNDATION �- vut COMPLIANCE - W ��' J a JUL'O 8 2o0 BUILDIN Tukwi►a DIVISION U i; z � . CONT. DOUBLE STUDS ' 0 SHEARWALL J W EDGES. NAIL STUDS TOGETHER 10d 8 Q 12" O.C. ' �" (� Z si 2. SHEARWALL SHEATHING CONT. FROM TOP � �' m 0 PLATE OF WALL TO SILL PLATE. IF NOT, W � Q � CONT. CONTACT ENGINEER. NAIL TO INTERMEDIATE .FRAMING 0 12" O.C. � W � 3 3. HOEDOWN RE4'D BOTH EDGES OF W Z � .. SHEARWALL 4. PANEL EDGE NAILING. ALSO NAIL TO TOP � � M m PLATES SAME AS EDGE OF SHEARWALL o {I) 4) NAILING W W � m a � 8) 5. PANEL EDGE NAILING ON SILL PLATE a 6. EDGE OF SHEARWAII. SEE FLOOR PLANS ATTACHED 7• CORNER, OR DOOR OR WINDOW Z S. PANEL EDGE NAIL SPACING W O O 9. SETUP TAPPING LAGS SCREWS � N O in 6-0 Q CL co 10. PANEL EDGE NAIL SPACING C) a Z J 11. SIMPSON SSTB ANCHOR BOLT � W Q (a _ �T R r. ECEIVED F ti11 (Wrl q J 12. ANCHOR BOLT SEE SHEAR n WALL SCHEDULE. IWAr ,� 5 2004 W a c J 13. SHEAR WALL SHEATHING HERMIT CENTEh a c p W (,� J 14. SOLE PLATE NAILING c-, >0 > V t5 a ~ 15. RIM JOIST � 'Q LU c > . 16. TREATED SILL PLATE Y � 1 a m � � � 17. DOUBLE STUDS SHEET N0. r 18. FLOOR SHEATHING C� m5 SIMPSON HOEDOWN own cer un ( (4) P SHEAR WALL DETAIL W/ SIMPSON STRAP TIE (14) (s) i 1 • (2) STUDS 0 SHEAR WALL EDGES. ao w NAIL STUDS TO ADJACENT STUD �. W/ 10d 0 12 O.C. 2. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEAR WALL NAILING 3. SHEAR WALL SHEATHING. NAIL TO N a ( 15 ) o INTERMEDIATE FRAMING 0 12 O.C. �� 9 4. PANEL EDGE NAILING AT SILL PLATE ��' o� `�•y, �, 16 8• EDGE OF SHEAR WALL, ►•-a x a C SEE FLOOR PLANS 6. CORNER, OR DOOR OR WINDOW (1 7) EDGE NAIL SPACING 7. P ANEL j�• B. RJ TYPE HOEDOWN REQ'D BOTH EDGES OF SHEAR WALL B. PANEL EDGE NAIL SPACING 4 a . 10. ANCHOR BOLT SEE SHEAR WALL SCHEDULE Z .r 11. SHEAR WALL SHEATHING 12. RIM JOIST 13. TREATED SILL PLATE 5, 14. HOEDOWN k co ch i1 150 (2) STUDS 16. SOLE PLATE NAILING 17. FLOOR SHEATHING V o 4 REV .'_ . IEUVEp F ' 6 I i d� I A (7) m um i (Z) (8) r. 1. EDGE OF SHEARWALL SEE ATTATCHED FLOOR PLANS 2. PANEL EDGE NAILING 3. PANEL EDGE NNL SPACING 4• CORNER, OR DOOR, OR WINDOW (8) 5. DOUBLE STUDS O SHEAR WALL EDGES g, SHEARWALL SHEATHING PLWD.,, 112" MIN. THICKNESS 7. SIMPSON MST60 STRAP -WRAP ( AROUND JOIST OR BEAM - CENTER STRAP AT SOLE PLATE (10) 8. SHEATHING . 9. SOLE PLATE NAILING SEE SHEARWALL SCHEDULE (2) 1*1 V 2 10. FLOOR 5HEATHING ( 1 t. MULTIPLE JOIST OR BEAM BELOW WALL . 12. SIMPSON MST60 STRAP — WRAP AROUND JOIST OR �T� A L1r11 f1�'1 \A/A1 A T CL.�C A Q W A _CENTE D R STRAP Q i rim 4' AT SOLE rwt SUPPORTED J Cl) BY BEAM rAf N.T.S. , . R • 3 1. WOOD STUD WALL TWO -STORY SHEAR WALL ELEVA110N 3 1. MULTIPLE STUDS (MIN. 2 U.N.O.) ,g AT EACH END OF PANEL NAILED C6 AS BUILT -UP POST - TYP. 2. WOOD STUDS w 3. SHEATING MATERIAL 4. BLOCKING REQUIRED AT o SHEATHING PANEL JOINTS$ F g) TYPICAL. S IMPSON STRAP PER SCHEDULE �. S 6. HOLDOWNS AS OCCURS o 7. ANCHOR BOLTS (FIRST FLOOR LINE -Q a 8 LD ;5) 9. SECOND FLOOR LINE vl F4) .. Z �. N . REVI EWED F O CODE C R OMpLjAN E )Vp "t Y 0 .,..! w ( L IUL 20 a 0 C ity Of r cr. i (6) BUILD DIVIS ING ION s y r 1J . QQ � 91 • SHEAR 'WALL SCHED LE T ANCHOR BOLT FDN. SILL PLATE/ BLOCKING /RIM JOIST VALUE WALL SHEATHING SIDES � PANEL F IE D L FRAMING AT ADJ. BASE PLATE EDGE NAILING � ATTACHMENT SPACING FLOOR EASE PLATE ATTACHMENT � �, ��- � 3 � LB /FT MARK PANEL EDGES A NAILING r t » » SIMPSON A35 0 _ „ " - 16d NAILS 0 5/8 0 ® 48 O.C. 2X 48" O.C. 278 P 1 s 1 /2 PW ONE 1 0d ®6 O.C. 1 O.C. 2X 6 O.C. .. 3x 5/8 "0 ® 32 O.C. SIMPSON A35 16d NAILS 0 24" O.C. . 418 P1 4 1/2 PW ONE 10d ®4 O.C. 12 » Q.C. 3x OR (2) 2x 4 O.C. / 0 ® 16 O.C. 2X 5/8 0 24» O.C. 3 x SIMPSON A35 R 16d NAILS ® 16" O.C. 545 P1 — 3 2 PW ONE 1Od ®3 " O.C. 12 M O.C. 3x 0 (2) 2x 3 O.C. 5/ 8 » 0 0 12 1 » / y O.C. 2x i » �» .0% 3 SIMPSON A35 0 713 P1--2 " O.C. 12 O.C. 3x OR (2) 2x 2) 16d NAILS ® 5/8 ® 16 8 O.C. 0 1 /2 PW ONE 10d ®2 0 O SIMPSON A35 ® . » 2) 16d NAILS ® ,. 3x 24" O.C. 556 P2--6 1/2 PW TWO 10d ®6 O.C. 12 O.C. 3x OR (2) 2x » O.C. 5/8 0 24 O.C. 1 P L x S 2. DOUBLE STUD AT EDGES OF SHEAR WALL — M 3x OR (2) 2x (2) 16d NAILS w w 3x 12'PO�C. A35 � 836 C 4 3. STRAP PER PLAN � 1/2 PW 1W0 10d � 4 � O.C. 12 O.C. 4 O.C. 5�8 0 8 l6 O.C. W � CENTER BETWEEN cm ( FLOORS. SIMPSON A35 0 4. SOLID BLOCK UNDER STRAP (2) 1090 � Q P2 -3 w 3x OR (2) 2x ,O.C. 16d NAILS � 3x 8 O.C. t J C 1/2 PW TWO 10d 0 3 O.C. 12 O.C. 5/8 � O 12 O.C. 0 Z (5) AS REQ'D. � J 0 �.�. 5. BLOCKING OR RIM JOIST Lu n AS OCCURS. SIMPSON A35 0 a. •. � J • � P2 -2 M 3x OR (2) 2x 2) � BLS � 426 00 0 0 � �� t /2 Pw n�►o � od o 2 o.c. t 2 o.c. � O.C. 5/8 0 , 0 $ .A .c. 3x e O . C . oc p D W =3 w CC CD Lu 0 0 •• a���WW 0 �HEgR WALL SCHEDULE NOTES Ix W c = Z V N' • a 0 NOT SHOWN FOR 1. FRAMING STUDS SHALL BE HE1�4 FIR#2 SPACED 0 16" O.C. MAX. THICKNESS OF STUDS TO 8E 2X UNLESS NOTED IN SCHEDULE. r'n' �F Ti,Kwn o Im wa Y � co CLARITY 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2X OR 3X BLKG. U.N.O MAY 2 S 2(W4 S HEET N0. ' 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEAR WALLS SHALL RECEIVE E APA RATED SHEATHING CENT FULLY BLOCKED WITH MINIMUM EDGE NAILING OF 10d 0 6 O.C. EDGE, 12 O.C. FlElO. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES AND BLKG. QaaECr NO. OLD=DOWN STRAP AT 1 STUD WALL 5 . MINIMUM ANCHOR BOLT SPACING : 4` -0 O.C. UNLESS OTHERWISE SPECIFIED IN SCHEDULE) ;. mmmFo � OT T MINIMUM 2 ANCHORS PER WALL. PROVIDE 2x2 SQUARE WASHERS EACH ANCHOR. DO NOT RECESS BOLTS. N ! ..S r �j Ak 4' `• J Cl) w 0 z Z > w (r. _•0 4) ap cl w cf) s Q w Z r' > oc V o "- w uj co t-- 4) m W w CL 1 P L x S 2. DOUBLE STUD AT EDGES OF SHEAR WALL — M 3x OR (2) 2x (2) 16d NAILS w w 3x 12'PO�C. A35 � 836 C 4 3. STRAP PER PLAN � 1/2 PW 1W0 10d � 4 � O.C. 12 O.C. 4 O.C. 5�8 0 8 l6 O.C. W � CENTER BETWEEN cm ( FLOORS. SIMPSON A35 0 4. SOLID BLOCK UNDER STRAP (2) 1090 � Q P2 -3 w 3x OR (2) 2x ,O.C. 16d NAILS � 3x 8 O.C. t J C 1/2 PW TWO 10d 0 3 O.C. 12 O.C. 5/8 � O 12 O.C. 0 Z (5) AS REQ'D. � J 0 �.�. 5. BLOCKING OR RIM JOIST Lu n AS OCCURS. SIMPSON A35 0 a. •. � J • � P2 -2 M 3x OR (2) 2x 2) � BLS � 426 00 0 0 � �� t /2 Pw n�►o � od o 2 o.c. t 2 o.c. � O.C. 5/8 0 , 0 $ .A .c. 3x e O . C . oc p D W =3 w CC CD Lu 0 0 •• a���WW 0 �HEgR WALL SCHEDULE NOTES Ix W c = Z V N' • a 0 NOT SHOWN FOR 1. FRAMING STUDS SHALL BE HE1�4 FIR#2 SPACED 0 16" O.C. MAX. THICKNESS OF STUDS TO 8E 2X UNLESS NOTED IN SCHEDULE. r'n' �F Ti,Kwn o Im wa Y � co CLARITY 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2X OR 3X BLKG. U.N.O MAY 2 S 2(W4 S HEET N0. ' 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEAR WALLS SHALL RECEIVE E APA RATED SHEATHING CENT FULLY BLOCKED WITH MINIMUM EDGE NAILING OF 10d 0 6 O.C. EDGE, 12 O.C. FlElO. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES AND BLKG. QaaECr NO. OLD=DOWN STRAP AT 1 STUD WALL 5 . MINIMUM ANCHOR BOLT SPACING : 4` -0 O.C. UNLESS OTHERWISE SPECIFIED IN SCHEDULE) ;. mmmFo � OT T MINIMUM 2 ANCHORS PER WALL. PROVIDE 2x2 SQUARE WASHERS EACH ANCHOR. DO NOT RECESS BOLTS. N ! ..S r �j Ak