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HomeMy WebLinkAboutPermit D04-193 - CRESCENT HOMES - LOT 8CRESCENT HOMES, LOT 8 13428 43 AV S D04 -193 �..� ~. City of Tukwila 19178 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Parcel No.: 2613200158 Permit Number D04 -193 Address: 13428 43 AV S TUKW Issue Date: 02/11/2005 Suite No: Permit Expires On: 08/10/2005 Tenant: Name: CRESCENT HOMES - LOT 8 Address: 13428 43 AV S, TUKWILA WA Owner: Name: SARA DEVELOPMENT INC Phone: Address: PO BOX 5544, KENT WA Contact Person: Name: BOB THOMPSON Phone: 253 -569 -7579 Address: 425 PONTIUS AV N, #125, SEATTLE, WA 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: CONSTRUCTION OF A NEW 1944 SQ. FT. SINGLE FAMILY RESIDENCE WITH A 516 SQ. FT ATTACHED GARAGE AND 120 SQ FT COVERED DECK AREA. PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, TESC, DRIVEWAY ACCESS REMOVAL & INSTALLATION, STREET USE, UNDERGROUNDING OF POWER, CURB /GUTTER /SIDEWALK, AND STORM DRAINAGE. VAL -VUE SEWER AND WATER DIST. 125. Value of Construction: $193,527.60 Fees Collected: $3,038.25 Type of Fire Protection: N/A 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 Flood Control Zone: N Hauling: N Land Altering: Y Landscape Irrigation: N Moving Oversize Load: N Sanitary Side Sewer: N Sewer Main Extension: N Storm Drainage: Y Street Use: Y Water Main Extension: N Number: 0 Start Time: Volumes: Cut 50 c.y. Start Time: Size (Inches): 0 End Time: Fill 50 c.y. End Time: Private: Public: Profit: N Non - Profit: N Private: Public: z Z o: 2 D UO U) 0 CO LU J = H U. W 9Q cl) = ua Z �-- F— O w �5 U O� 0H ww LO Z w U= O Z doc: Devperm D04 -193 Printed: 02 -11 -2005 .� 1906 Cit y of Tukwila 1 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 1 Water Meter; N Z ** Continued Next Page ** : Z ` �W a D Q U i to p . I' W= J CO) LL. Q ca = W } Z �. z o; LIJ 5: CO- U� O 0 H WW W Z' UN + O F-. Z f I doc: Devperm D04 -193 Printed: 02 -11 -2005 �.� Cit of Tukwila race Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 doc: Devperm D04 -193 Printed: 02 -11 -2005 Z Z. �w JU UO Permit Center Authorized Signature: Date: CO = rr 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 Co w ordinances governing this work will be complied with, whether specified herein or not. i 1 The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws U. i regulating constr ction or the performance of work. I am authorized to sign and obtain this development permit. N a Signature: Date: 2 /it LL) Cr W. ' Z_ H i H O Z F-- ' Print Name: ;z� GMIL� �cto ~� W LL I o 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 U CO o suspended or abandoned for a period of 180 days from the last inspection. w f _ U � 0 ! CO U i i Z doc: Devperm D04 -193 Printed: 02 -11 -2005 J Y�VVLA& .. W e e Cit y of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Z Parcel No.: 2613200158 Permit Number D04 -193 w Address: 13428 43"S TUKW Status: ISSUED 2 Suite No: Applied Date: 06/14/2004 v Tenant: CRESCENT HOMES - LOT 8 Issue Date: 02/11/2005 0 0 co w J = 1: ** *BUILDING DEPARTMENT CONDITIONS * ** N U. W O 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center Q CO = CY (206/431- 3670). _ ? �- 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to z O start of any construction. These documents shall be maintained and made available until final inspection approval is W granted. j o U co 5: All construction shall be done in conformance with the approved plans and the requirements of the International o Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. = v 6: All wood to remain in placed concrete shall be treated wood. �'_- O w z co 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building v H inspector. No exception. 0 Z 8: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 9: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 10: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 11: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 13: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. doc: Conditions D04 -193 Printed: 02 -11 -2005 i ::.aue �..Slafu�'.(aw+w�i�•1TYP�n+. mt++rt.rn�- +w+.x �+r7++nacn.yasry +r � NGflk! w. lMtW!` UWx� "92#5`C41!;FAl�4S�'.�7ldtMx'�MM ,MjY�!�lCIAINIAILSR�. y R Cit y of Tukwila r,os Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 14: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 15: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and Z = H completion of work at least 24 hours in advance. - w Q: 2 16: Work affecting traff=ic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans 0 shall be submitted to the Inspector for prior approval. v 0 CO 0 17: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be UJ underground. cn U. w 18: Any material spilled onto any street shall be cleaned up immediately. 19: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally UQ cry D insured). = w Z 20: A bond in the amount of 50% x cost of construction within the City right -of -way, made out to the City of Tukwila for 0 possible property damages caused by activities. a F- w 21: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 50 cubic yards of fill. If the final v 0 co quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference 0 in permit fee prior to the Final Inspection. _ ! w w 22: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of LL o 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed - Z Z areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this w CO period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. H 0 23: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All Z disturbed areas of the site shall be permanently stabilized prior to final construction approval. 24: 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. 25: All conditions of the Sara Development plan approval shall be met. Refer to Permit Nos. MI01 -210 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. 26: 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. 27: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on -site ponding of storm water runoff. * *continued on next page ** doc: Conditions D04 -193 Printed: 02 -11 -2005 ,\ t 3 C Tukwila f9R0 Department of Community Development / 6300 Southcenter BL, Suite 100 of 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: Print Name: -7zD C - Date: to bs7 doc: Conditions D04 -193 Printed: 02 -11 -2005 a..:..:_.. .:. ., ,.,: t......'_,...._ .........-- .- r_��.. »,.�.t, >: _.,� ._........ ,._. s a :i;p:. r..iwd:� 'vu d+�- l:.o - »J3 r-- «..,...: .. .,v.i.,...., �:�:.:. w + t....'.. �, s+;::. �x.... u. �.: x... sxxu,.� «..au.a..c_.....�;s..„� z �~ w �U UO U� J = U) LL wO LL a z� zO 25 D 0. 0 Co o�- wW � F. U- O . z . W U= O F- z tiu.\,sy CITY OF TUMIL.� " Community Development Department i Public Works Department r�• oe f Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION: 1 King Co Assessor's Tax No.: 2.4,13ZOO 15 Site Address: Suite Number: Floor: Tenant Name: - CwQ 0-L &AJ E 61kA New Tenant: [] .... Yes E].-No Property Owners Name: Cv4 N Co !4A �_qu.,tQ S Mailing Address: , qz s - ?_ Ave 9 Wi4 98/09_ State CONTACT PERSON K r t Name: b -- r`t,o to t o So+J Day Telephone: e?S • _5 - 757S Mailing Address: P_6 � 6 Ave N 1ZS sar_� UJ14 l CRY State Zip E -Mail Address: Fax Number .,7b4 - 323 - &7 6 Z GENERAL CONTRACTOR. INFORMATION t , Company Name: Q V 2S"LU+ E- �OWto� Mailing Address: l�,Z� R4jj Ave N. llz; .SpGfq Lao 9.F City State Zip Contact Person: b"T yl,ou..e�u oD Day Telephone: E -Mail Address: Fax Number: ;2 o1P - 323- 67GZ- Contractor Registration Number: a Ay FL.* 0 ZZIKIS Expiration Date: ' * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance" ARCHITECT OF RECORD_- All plans must be wet stamped by.Architeet.of Record Company Name:_ Mailing Address: Contact Person: E -Mail City Day Telephone: Fax Number: State Zip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: Contact Person: E -Mail Address: tapplication\permit application (3.2003) 3/2003 Page 1 City State Zip Day Telephone: Fax Number: Z t Z �W J U UQ W= NU_ W - 0 J LL Q rn = F. W Z F- w� UJ U� ON o E- W W F- tL O W U= O ~' Z _.:. ................ >...,..,,. ". ......... „.. �.-.... r.-.., ae. :._- .,- <aw�a,•r..mrrr,s•:.�^,�t in• ayr:3!? V: rrM> sry,! ry, figsx ...r:.�rm�x�•'wa��.`...r�"^i Bl ilding Pe rb ij Mechanical Peimrt No; ',Public 6&0 6 No ;p rotect t • (For.ojce; use only).: Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION: 1 King Co Assessor's Tax No.: 2.4,13ZOO 15 Site Address: Suite Number: Floor: Tenant Name: - CwQ 0-L &AJ E 61kA New Tenant: [] .... Yes E].-No Property Owners Name: Cv4 N Co !4A �_qu.,tQ S Mailing Address: , qz s - ?_ Ave 9 Wi4 98/09_ State CONTACT PERSON K r t Name: b -- r`t,o to t o So+J Day Telephone: e?S • _5 - 757S Mailing Address: P_6 � 6 Ave N 1ZS sar_� UJ14 l CRY State Zip E -Mail Address: Fax Number .,7b4 - 323 - &7 6 Z GENERAL CONTRACTOR. INFORMATION t , Company Name: Q V 2S"LU+ E- �OWto� Mailing Address: l�,Z� R4jj Ave N. llz; .SpGfq Lao 9.F City State Zip Contact Person: b"T yl,ou..e�u oD Day Telephone: E -Mail Address: Fax Number: ;2 o1P - 323- 67GZ- Contractor Registration Number: a Ay FL.* 0 ZZIKIS Expiration Date: ' * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance" ARCHITECT OF RECORD_- All plans must be wet stamped by.Architeet.of Record Company Name:_ Mailing Address: Contact Person: E -Mail City Day Telephone: Fax Number: State Zip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: Contact Person: E -Mail Address: tapplication\permit application (3.2003) 3/2003 Page 1 City State Zip Day Telephone: Fax Number: Z t Z �W J U UQ W= NU_ W - 0 J LL Q rn = F. W Z F- w� UJ U� ON o E- W W F- tL O W U= O ~' Z _.:. ................ >...,..,,. ". ......... „.. �.-.... r.-.., ae. :._- .,- <aw�a,•r..mrrr,s•:.�^,�t in• ayr:3!? V: rrM> sry,! ry, figsx ...r:.�rm�x�•'wa��.`...r�"^i BUILDING .PERMIT -INFORMA aN -.206- 4313670 , Valuation of Project (contractor's bid price): $ L 0 ' Existing Building Valuation: $ (7 Scope of Work (please provide detailed information): MPL - tom - 22 5 �r s w o c lot Will there be new rack storage? ❑ ..Yes 0-:. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below S 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): '1003 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: ❑.. 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 8-112 x 11 paper indicating quantities and Material Safety Data Sheets. lapplicatioWpennit application (3.2003) 3/2003 Page 2 z ~w .J U UO UU CO LLJ J = CO LL WO LL Q to = �W Z F— ZO w w U� N 0 F- W 2 F- P U- O z W U= 0 ' z Existing Interior Remodel Addition to . Existing Structure New Type of Construction per UBC Type of Occupancy per UBC Is Flo or 2" Floor. 3` Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport. Covered Deck / 20 Uncovered. Deck S 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): '1003 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: ❑.. 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 8-112 x 11 paper indicating quantities and Material Safety Data Sheets. lapplicatioWpennit application (3.2003) 3/2003 Page 2 z ~w .J U UO UU CO LLJ J = CO LL WO LL Q to = �W Z F— ZO w w U� N 0 F- W 2 F- P U- O z W U= 0 ' z runi,i� wuHKN YERMMT I1PORMATIO'K`4.106-41-01 ,79 , t �.'; .4 N } - {J � ✓ "^ t..j I f�. A , i f�K� Scope of Work (please provide detailed information): �hyt �,Qc - 4 v i L,� 1J S i r/� Ll_ S I i7,� tl�_(/. �� t,�n Call before you Dig: 1- 800 - 424 -5555 �F Please refer to Public Works Bulletin #1 for fees and estimate sheet. ol' Water District j ❑ ...Tukwila �,.. Water District # 125 ❑ .. Highline ❑ ...Renton j '`.. Water Availability Provided i Sewer District ❑ ...Tukwila �,. ValVue ❑ .. Renton p ...Seattle ,' ❑ ...Sewer Use Certificate `✓❑�. Sewer Availability Provided ❑ .. Approved Septic Plans Provided ;l ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. SujYmitted with Application mark boxes which apply): ...Civil Plans (Maximum Paper Size - 22" x 34 ") 65.14 1 ❑ ...Technical Information Report (Storm Drainage) '� Geotec' nical Report / ❑ ... Traffic Impact Analysis j — ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless Proposed Activities (mark boxes that aDDlv): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance J, ... Construction/Excavation/Fill - Right -of -way �e' Non Right -of -way IZ ❑ ...Total Cut O cubic yards ❑ ...Total Fill cubic yards & -VL4� U /1'j ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use -Potential Disturbance ❑ Work in Flood Zone Storm Drainage K ... Sanitary Side Sewer ❑ . Abandon Septic Tank ❑ ...Cap or Remove Utilities Curb Cut ❑ ..Frontage Improvements Pavement Cut _` (-Traffic Control ❑ .. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection _ 11 Irrigation " Domestic Water _ �.. Penrianent Water Meter ize... " ❑ ...Temporary Water Meter Size.. " ❑ ...Water Only Meter Size............ " ❑ ...Sewer Main Extension ............Public ❑ ... Water Main Extension .............Public M ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding WO# WO# WO# ❑ ...Deduct Water Meter Size........ " Private Private q ,--, �_o FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Name: Day Telephone: Mailing Address: city scare zip Water Meter Refund /Billing: Name: Day Telephone: Mailing Address: City stag zip Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment \applications \permit application (3.2003) 312003 Page 3 o Z F -- Z �W JU UO CO LLJ J = H NLL w 9 _ LL. Q U) a = �W Z F- W° W U� ON C1 I- W 1=- H LL O .• w Z 0 C0 H F- Z 'MECHANICAL PERT INFORM MI ATION = 206=431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: 710?z,1j Mailing Address: Contact Person: E -Mail Address: City State Zip Day Telephone: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License mast be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ 'f c70 9 09 Scope of Work (please provide detailed information): Ala t"> Id via QG( �tt( VG3 �yyv�4c.4 Use: Residential: Commercial: New .... Replacement .... n New .... Replacement .... n Fuel Type Electric .....[] Gas .... JEf 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 <IOOK BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP/ 100,000 BTU Furnace >100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended /Wall /Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU 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.iia, th>ts; applicat><on` Value of Construction In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Date !r, Print Name: ' �ob �Itio�c� a $ a�✓ Day Telephone: S 3 - 54A- 7J 7_,$� Mailing Address: 47 - S - T 3 sg,044 U34 , ? /OP City State Zip Date Application Accepted: Date Application Expires: Staff Initials: �applicationstperntit application (3.2003) 312003 Page 4 Z W tY � JU 0 J N tl WO 9 D LL = CY F.. W Z H H O W ~ W U ON � t✓ Ww H� LL O Z U= Z AQ Cit of Tukwila INS Y 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Payee: BAY DEVELOPMENT CORPORATION TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 8282 1,336.60 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES 000/322.100 47.50 PLAN CHECK - RES 000/345.830 988.10 PW BASE APPLICATION FEE 000/322.100 250.00 PW PLAN REVIEW 000/345.830 51.00 Total: 1,336.60 q / X0 41 06/15 9716 TOTAL 2640.26 E f doc: Receipt - __......_.._ Printed: 06 -14 -2004 Z �W UQ C0 W J F S2 LL WO L L V F- W. Z F E- O. W iF- W U� O �. �h W W F �. L O Z. W U =. O F- Z I RECEIPT Parcel No.: 2613200158 Permit Number D04 -193 Address: 13428 43 AV S TUKW Status: PENDING Suite No: Applied Date: 06/14/2004 Applicant: CRESCENT HOMES - LOT 8 Issue Date: Receipt No.: R04 -00723 Payment Amount: 1,336.60 X Initials: BLH Payment Date: 06/14/2004 12:57 PM User ID: ADMIN Balance: $1,551.65 Payee: BAY DEVELOPMENT CORPORATION TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 8282 1,336.60 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES 000/322.100 47.50 PLAN CHECK - RES 000/345.830 988.10 PW BASE APPLICATION FEE 000/322.100 250.00 PW PLAN REVIEW 000/345.830 51.00 Total: 1,336.60 q / X0 41 06/15 9716 TOTAL 2640.26 E f doc: Receipt - __......_.._ Printed: 06 -14 -2004 Z �W UQ C0 W J F S2 LL WO L L V F- W. Z F E- O. W iF- W U� O �. �h W W F �. L O Z. W U =. O F- Z J ,�,+NIUI k• s�..: City of Tukwila j 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 2613200158 Permit Number D04 -193 :Address: 13428 43 AV S TUKW Status: APPROVED Suite No: Applied Date: 06/14/2004 Applicant: CRESCENT HOMES - LOT 8 Issue Date: Receipt No.: R05 -00188 Payment Amount: Initials: LAW Payment Date: User ID: 1630 Balance: 1,701.65 02/11/2005 10:04 AM $0.00 Payee: BAY DEVELOPMENT CORPORATION TRANSACTION LIST: Type Method Description Amount Payment Check 9149 1,701.65 ACCOUNT ITEM LIST: Description ------------------------------ BUILDING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE Account Code 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 Current Pmts 1,472.65 23.50 126.00 75.00 4.50 Total: 1,701.65 \1111 Z Z �W QQ JU UO No J 3: � o. W L J Q co) = W z� I- O Z I- W �p U 0— . O H WW U .. Z W U =. O Z . INSPECTION RECORD / Retain a copy with permit ` INSPEC N NO. PER 0 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 20 )431 -3670 Phone No: o�0(0 `,Approved per applicable codes. Corrections required prior to approval P//r��jgc� t: p�c Type of In ti ion A s' S Date Called: 711 �- Special Instructions: Date Wanted: �J 5 r!� p.m. • Requester: �/ Te C.: , ���_ ��� /, Pte' /�� %� � ° �v7 • Tv , Inspe Date: eAA 2 S b qj Ka18 00 REINSPECTI FEE REQUI A . Prior to inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: I Date: "�icf.y "'�.�:tia!'.�'° ;• <��,,,�',,, .�� "w,�o�a:��°�OU?r'is:R. Z }�- Z �W JU UO to 0 W= U) LL WO LLQ to = F- W ? F I- O Z I- LLI �5 U ON 01-- WW H FUr- LL Z U= O Z t � INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERM' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 31 -3670 Pr ' ct: PFS�Jt� e Type of f �pe io A 77W .S cl9 av ate Cal led: S. 11 Special Instructions: ,. Q U Date Wanted: —7 �„ / 5 (�5 p.m. /Requester: r Requester: .--- Phone N 2 W r 77 7 �� o proved per applicable codes. O Corrections required prior to approval. COMMENTS: Inspect ,� Dater $ 8.00 REINSPECTION F E REQUIRED rior to inspection, fee must be aid at 6300 Southcente Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: a Z Z �W QQ� JU UO C/) 0 C0 W J = S2 W WO LQ = a z� H O W ~ W U� 0 00 OH W Hu u- 0 lui Z U= O Z i } I V Approved per applicable codes. Corrections required prior to approval. COMMENTS: Pr ject: �Y2 S .�s�� l yl'j S Ty f Inspection: � �00� 7�w& Ad ness: , 05 /nc�c��(�1� /�d ate Called: - 7 Special Instructions: Date Wanted: 7 S S p.m. Requester: Phone No:_ D ` 7 INSPECTION RECORD Retain a copy with permit permit INSPECTI N N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 l ik s p e c tor i Date: i 5 .00 REINSPECTION E REQUIRED rior to inspection, fee must be id at 6300 Southcent Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: T Z W J0 00 cf) 0. co 11i J = Dw WO LL = a �. w z X Zo W w 0 (o a f- W W Z 111 co O Z INSPECTION RECORD Retain a copy with permit ` g3 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'ect: Type of Ins ect1cm: Address: Z lute Date ailed: Special Instructions: _] � (Jy Date Wanted: a.m. p.m. Requester: Phone No: M Approved per applicable codes. Corrections required prior to approval. f c�GC " 01 • s 3 MIA 1 I OM — M Inspector: Date: d $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. i Receipt No.: Date: i z =Z �W QQ� JU UO NO J = Tu- WO LLQ CO �W z I— H O z �5 U� 0 F-- WW �U O z U co, O H z INSPECTION RECORD Retain a copy with permit -� t ��� r ,� INSPECTION NO. PERMIT NO. CITY OF { �UKWILA BUILDING DIVISION ' 1 6300 Southcenter Blvd., #100, Tukwila'WA 98188 (206)431 -3670 Pr ect: <3 T�e of Inspection: I y (Ck-41.41A YA(�A 4--1 A4 ess: __5 07) Date Called Special Instructions: Ca Date Wanted: - lZa p.m. Requester P ne No: 1 A pproved per applicable codes Corrections required prior to approval. E] $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: I Z Z W JU 00 (no to LLJ LU T_ I.- U_ WO 2� 9 u. (D C% LLJ z 0 W LLI 5 0 co 0 Ir- LIJ W u. X L) Ir- 0 Z co L) 1: O Z INSPECTION RECORD Retain a copy with permit INSPyf ON NO. PE I N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'ect: Type of Inspection: 7 A dress: Date Called: Special Instructions: Ut�ti V1l.1� Date Wanted: I a.m: U L /v Requester: { Phone No Approved per applicable codes. Corrections required prior to approval. 7setto r: D ate: G- D 58.00 REINSPECTION fEE REQUIRED. P or to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 10 -. Call to sechedule reinspection. Receipt No.: I Date: Z fi- W �U UO W= H 52 LL WO 9-1 LL N� S f� �W z M I-- O W ~ W U� C0 O F- W W. ! O . Z . W U= O F " Z INSPECTION RECORD ' l7, Retain a copy with permit T D v c INSPECTION NO. PER J 1 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 31 -3670 P � 7� 61L& Type of In�spactio� In 5 Date Called: �r Special I structions: Date Wanted: C p.m. Requester: - T� j Phone No: -P-D& 12S Approved per applicable codes. FI Corrections required prior to approval. y .00 REINSPECTI FEE REQUIRED, rior to inspection, fee must be paid at 6300 Southcenter Blvd., Suitp 11100. Call to sechedule reinspection. Receipt No.: I Date: Z ~ W IX UO CO 0 w= 0� WO LLQ �d �W z H E- O Z F- LU �5 U� ON 011-- UJI LU 111 Z U= O Z INSPECTION RECORD Retain a copy with permit �Oy_ INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro* ct: PSCPn�� - �vt Type of Inspection: Address: Date Called: W Special Instructions: Date Wanted: a.m. f vC� G( '"" ��• l�� O`a ;2 025 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. G� COMMENTS: k wn.-e & "r1 vucot G Z atU4 1tcF l�E -1 tntia.rr �l x l� ,1,4 , :tr/ •1 .zl �lF'�? � r' � st 1. �� - �E'_.�t.�+�f Inspector: ,f , Date: 6-12- V-)) Receipt No.: Date. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z H '~ W JU 00 to Cl co W J = NLL w 9� U. j � =w Z F. z O U j �p O- 0 F-- W LL 111 Z C0 0 H O Z ` INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro' ct Type 9 I spection: ,//,Z /IVY Address: Date C II d: / n pecial Instructions: Date Wa a.m. ._b -' Requester: 7 V Phon )�7 7, — 7�� G r Approved per applicable codes. COMMENTS: Corrections required prior to approval. tnspec Date: •- 0 /58 .00 REINSPECTION FE REQUIRED. Prio o inspection, fee must be paid at 6,300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z ~ W 3 UO (0 o co LU J = f- Co LL WO 9-1 LL co) = �w ' Z F- WO W U� O- OH w �F u. O tll Z 1 co f L Z 01 INSPECTION RECORD Retain a copy with permit' / INSPECTION NO. PER N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 061431 -3670 l' Pr � J/ Typeof.Inspection- z W .J U U U) Cl J = �U_ WO LQ co = �W Z 3: E- O W F-. �5 U� O _ OH WW H U _ Z U= O F- Z proved per applicable codes. FI Corrections required prior to approval. A dre s: Date Called: Spe ial Instructions: Date Wanted: Requester:' -� Phon � ) -� z W .J U U U) Cl J = �U_ WO LQ co = �W Z 3: E- O W F-. �5 U� O _ OH WW H U _ Z U= O F- Z proved per applicable codes. FI Corrections required prior to approval. INSPECTION RECORD c� Retain a copy with permit INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 =3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 'gli S r i spec[or ua,e. �. 5 5 .00 REINSPECTION FEE REQ �ulte RED. Prior o inspection, fee must be >d at 6300 Southcenter Blvd., 100. Call to sechedule reinspection. Receipt No.: Date: z �~ W f � JU UO to Cl co LLJ J = to U. WO L� co a = W H I--0 W H W U� O- 0H W H W Z LI.1 co O H z Type 'on: �olbpec Address: o' Datc Calle ' .5 Special Instructions: Date Wa -7 a.m. Requester• Pho e/�No./ �O` GCS � � Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 'gli S r i spec[or ua,e. �. 5 5 .00 REINSPECTION FEE REQ �ulte RED. Prior o inspection, fee must be >d at 6300 Southcenter Blvd., 100. Call to sechedule reinspection. Receipt No.: Date: z �~ W f � JU UO to Cl co LLJ J = to U. WO L� co a = W H I--0 W H W U� O- 0H W H W Z LI.1 co O H z INSPECTION RECORD Retain a copy with permit INSPE ON NO. P R T NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 C (I C rj Pr ct: �. itlT /4"45 Type of Ins ection:� Address: /3 1"14 ORI) r Date Called: - �- Special Instructions: Date Wanted: a.m. J0t5T p.m Requester: � �C P fie No: 0 6 72 Approved per applicable codes. Corrections required prior to approval. COMMENTS: !1 6- r T T e / / 3 J0t5T R�tsS X- 3 5 -- 4 3- /6, ' 00 REINSPECTION FE9 REQUIRED /Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. ! Receipt No.: Date: z �Z � W �QQ? JU UO to 0, C0 11.1 J = TU- WO 9-1 LL N d =W Ir-O LLJ z l- W U� OS2 o11-- WW H � LL Iii z U N H� z i INSPECTION RECORD / Retain a copy with permit WE � NO �r 3 INSPECTION NO. . CITY OF TUKWILA BUILDING DIVISIO 'a�' . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- 3AZb * A'irS Pro* t: 07�_Ctz Type of Inspection: Address: �� �/ I Sp Dates 0 ' ecia Instructions: an e Date Wd Request Phnno n• \ Inspector" Date: Receipt No.: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z W JU UO CO a w= SLL 2 WO LQ ca = �W Z W 2j v O co ° H W I ... I-- u' O •• Z W co O Z 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMI . NO. CITY OF TUKWILA BUILDING DIVISION = .. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)431 -3670 Pr qt: o' Ty a of Inspection: I DAte Address: 1- 1 1 4 Called: W Alt � " Q-S Spe ial'Ins ructions: Date Wanted: ll Vim` its U� �p:m: Requester (P Phone No: Approved per applicable codes. FI Corrections required prior to approval. I inspectorr M / J V� /� I uate. ]A `' ^ ` rl I $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. teceipt No.: Date: Z J-Z �W QQ� JU 00 w= �LL WO LL U) =) = �. W Z l— O W �j U� CO O 0 H WW HF- �' O W Z N O Z INSPECTION RECORD Retain a copy with permit Dry f INSPECTION NO. P T CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P 9ject: Type of Inspection: f A Ysi, I O-5 Date Called: Special Instructions: �� Date Wanted: '? `� _ a. m p..m. Requeste Pho7N �i_ U �4 Approved per applicable codes. Corrections required prior to approval. ILA J l Inspector r Date: � , l $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z Z � W QQ � 3 00 Cl) 0 CO LLJ J = DW WO �Ei u_ = �W Z F- F- O w ~ W U ON o�- W N W Z LLI U= O Z INSPECTION RECORD D © ��, Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Crescent Homes Type of Inspection: Downs p od Address: 1 7 3 405 Mac adam Date Called: 5 3 -1 105 Special Instructions: Lod' 8 Date Wanted: ,,, a.m. 3- I� -o.� t Requester: MCAY �( Phone No: Approved per applicable codes. Corrections required prior to approval. I Inspector: l Date: v Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z �W �0 UO 0 co W LL WO 2� �a U) a }. W z X Z� LU W Ucl O H W W H F- U. O W U= 0 H Z IN r ' INSPECTION RECORD Retain a copy with permit �I X13 INSPECTION NO. PER I O CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 D 'ect: -6 Type of Inspection: � Address: Ad_ 5 v Date Called: tt � f Special nstructions: Date Wanted: a.m. P.m. Requester: Phone No: 1 DI:P 5 5 A pproved per applicable codes. Corrections required prior to approval. 9 Inspector: Date: t I M S � II $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must bi Paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspecti Receipt No.: Date: Z t � W QQ� JU 0 0 WIll �LL W �. n� J uw N = W ZM ZO UJI W U� O N O H Ww LL Z U= O Z INSPECTION RECORD E I �� Retain a copy with permit INSPECTION NO. PERMI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 11 Corrections required prior to approval. S rins Date: _� A4 �� $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection Receipt No.: Date: Z ��- Z �W Q� J U. 0 NO J D �. WO ILLQ rn � �W Z_. F- O W U� LLJ ON 0 F- W W H LL Z L11 co O Z p f Inspection: �oject: Addss: �. C � /nom rv( EDt6 t a ed: 1. 0 -7/ � 5 ecial Instructions: Date Wanted ( a.m. p.m. Requester: :�d Phone No: AD Approved per applicable codes. 11 Corrections required prior to approval. S rins Date: _� A4 �� $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection Receipt No.: Date: Z ��- Z �W Q� J U. 0 NO J D �. WO ILLQ rn � �W Z_. F- O W U� LLJ ON 0 F- W W H LL Z L11 co O Z INSPECTION RECORD { Retain a copy with permit INSPECTION NO. PE I j CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Prof {{ VP SC�h't - P Type of Inspec ion ovr tc�— VU t h Address: I � A(( Date Called: ' Special Instructions: Date Wanted: a.m. ; - 8 -0 .5- p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 P \ P V' av-S 'e' t dr Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. teceipt No.: Date: Z W f � WV UO N J = NLL w LL Q W� T l.-W Z !r F- O Z H UJ W U� ON o E- WW H � LL Z L11 N H H Z ; f INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER J CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 )-3 P, ject: Type of Inspection , 60 11 Fl Approved per applicable codes. F1 Corrections required prior to approval. COMMENTS: t 4. ; Address: Date Called Special Instructions: Date Wanted. Requester: ,.- y -. Phone No: Fl Approved per applicable codes. F1 Corrections required prior to approval. COMMENTS: t CAA t rv\ A�A t -Q . r ,n 5• i 'f cue . -�✓' S� �' � �� C Inspector: Date: Receipt No.: Date: ! +i F] $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z W W� JU UO Cl W= �LL WO } �J LL � = W Z F. H O Z H W 5 U� ON p I- WW �U LL O W Z U= O Z 0 a s 1908 A City of Tukwila Steven M. Mullet, Mayor Fire Department Thomas P. Keefe, Fire Chief TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Permit No. 00 1 1 - .Project Name Address 0 i M 4 Suite # -- tain- current inspection schedule. �/ eeds shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signature FINALAPP.FRM Rev. 2/19/98 Date 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 ~ w � D UO C/) W = H C/) LL W } O } �J U. co = �. W z = I- Z� W W U O- 0H W tL O W z U= I- ~ O z ,razz- 7.- a & h jsociates, Inc. - --- -- ,.............. - ........ ..._...._..__._..._............ _ .............. ......- ..._...--- .. -.._ ( l.!77rC:1- INIi'ril. i.NCJNIl1 +I1J;'; FNv11et.1Nr•n.NI ?:I. Er•ior•ir:mNG U &:! * 'ivw,iw-lt4 Tr;llrlt.; Afro 1mrvi:cw"'N DATE: PROJECT #; _.._`....`� PROJECT: - �L" -I ��.5:�..._... _ ___ ............. .. LOCATION: 131-20 L-? ....R.: < - 1 •- '-- ........._ KRAZAN PROJECT MANAGER:,.......I . ��_. r.._............ _.- ........ . ... _...__......_. Jn ' s � � e:t�C.� i" r �- r" i .� V f' �?, 4e �'3 '� � r r •'-' .•+rA� � ,•Y LLD f EPORT NO: 3.72 I" CONTRACTOR: JURISDICTION: _ /Gr�c'w_i�c PERMIT 11: .. ........... . ____ ..................... .... __ ..___..... _. INSPECTOR: _.. _ ., � � ...-......... ................._....._..... -- - .._. 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YC�lQ.,7Gt_ I " f �T SLf7 G.A've . i✓t'jc37c�. r ' � ,SG � � ►'1 w /D jt r ft. n /s !> e /� � C` • .. j — I �•I / � �j't f'j '1 1 t.> l/lt ( /.t i 3 "Rt (� ... �r+,! % '�'v .+. n ! �"7 �j J T� r'c r (� ve- / p ii- S c �r s c� 9� F,.{� c,� [ � (� e �._, UC ;� 7�Y•� ! <7 S - .e nF l f WtAlr+ n Z 4 fin„ i•.:, the t:iost cA my knowlod o, fh, *.� ral:u o iNAS _ AS f`IC)T pcxforn,we -d in occordanc o with tho c'app otied plops, staoc f1c( fic:x'Fs, ami ro4- t.ilotory rogLjlren'u!nt: Superintendent /Represeniative: . i; 11s.;:1 Ave., (.1 -o •15, .='A 4C?t.:12 (:5Ci1 3+11 1 501 - 1;511) Sf. Idbi Saito lla6. Aohurl. W- t7n(l") :.t.r 'c !h 1 o ' t. • 11'/1 ...) X 11 �'•• ?! F i } + '� ;,�,� c @l ; %! � : X23. I •> •i !7 :� ) . `oW t i.. ! ).yl. ti ::11F? f'ilitt't /1'.i.'. »�r:i. 11•IC'"!!r!$i(:, i:�� t�ji.+,`t1 • (20 :9 572-2A70 !Qt( I.l4w"11 rlvo. rvi. v - 3 ot , 1 Vloo( ifi 1,•'r 1'orf, ?r1 :( )r ,1 tt ' 1;x1 I .. • (. y .. f , 7 e 1. + e + r i c +!.::::1 : l 11'1,1),:'!• .:(V 1:816tVEQEilh ,r. St.iilc F -1t.0 6�rn.:.v:t t Il %t. [>,? (. hr.1 i•;i.'. CL:11 nitr!tr:t71. :.:A :! + iN1 } • 916)564 •te!f1(I ;? 1 f{+F;I't:U;i1.. $ it: i'A (1, 974 44400 ai! ✓vr. .w Mrt i!}. fPtl Rlly: +XwYN0.1 ° rre 4 ..4'A' 1 :'��T}�, ihi: a'�i:'. :i..,... ... ... .. .. . ... .: ... .... : ..• ... - - .: �.ni.Y4 f, z ~ W � D UQ W= to L w u - C0 D = �w z F- O W H W U� Cl) D i— W 3: L ) — O w z U= O~ z & Associates, Inc . .. . . .......... ..... ...... . . .............. ................... .. lcsww�i Mal 1j,r.v1.c.11coj DATE: .... PROJECT ........ I ...... PROJECT. La ....... ... U' LOCATIOK ac Ade #%N 1, :RAZAN PROJECT MANAGER: COMF" ' 'TIOh, REPORT NO.i 4 4 0 2 ' - - fq CONTRACTOR; rr, ...1. - • .. .. ........................... nn PERMIT NO:,----.- ... .............. INSPECTOR: PC... P. 7 ..................... ...... .... ............ WEATHER: TFMP: . .... ...... I ....... ....... ... .. .. .... I ................... .. . . ............. . .. . ...... WASHINGTON DENSOMETER SANDCONE f TEST ' OTHER . .. . .... ......................... . ........ ....... . .... . ... . ..... . ...... ..... ........ .... ..... ............ ............ ..... LOCATION MAP N L 4 .. .............. . . .. . ........ . ...... .. .. . ......................... ... ............ NOTE: Separate P ved Areas (circle ore): Sub/Agg/Asphalt L ......... report S/B Use for each item L- ...... .. /P a d (s) . .. ......... . . ...... ....... .............. .............. ... . . .. .......... [] Other 15 West Rr!kofaAv(-.m.1P, Clovis, Ca 1336N (5 59 311(3.2200 226 N. Sherman. Siv, A, Cutoon, CA !)2880 • (909) 549-) IN 42:3 Fos tor A vo., Saker5hvki, CA 93•08 • (6606 , ' ) '3 1501 15thStrow NW, &106, Auburn, WA 98001 • (253) 939-;?500 10:.'S tow. Palm Ave. Ste. :T, Aff)(105(o. CA F1,535 1 (209) 51 201 State Route 305 N.C., Ste. K, Poulsbo, WA 96310 • ( 5'98 - ?6 545 hitroft St.. S, CA 95 I? (408) 2; 1 -?200 13 N. E. I � "th Plare, VVA 9807, � • (4, 495-5519 ?,�3 romnir-ro (Irf-fi ('A c) q8 7 07761 S�,4-P701 1 F ?1�1"Irei Aviltwo 1/on•nioviv Wit AWA,) 0 1701 I . z Z w 2 JU D 00 (/)D U) w W U) U. w LL Co D V 0 W 3: Z �- f- 0 z E- W UJ 5 U 0 Cf) 0 0 ! - LLI w H C. ) LL z C0 U — P x 0 z =— K 1 . a.. & Associates, Inc, CCi:�rr�:!!r•nc:n.c E!ar,ntrrr.!rn•, • Lr-!vh?�.fr•u�Ur�u�.1. r.r•!i;IhIGI'ra!h!C; .T._ C or•IStuuc:t!p1.1 D':slir4c, A!-tl! DATE: C ... . 7......� . ............................... PROJECT#: PROJECT: �7 ..,•C�". %.:.. r.� � f v'�.�/G - .. I OCATION: ...t...�..`1.....y1I�C rQv9y�t .. .....�j- ��t�'l.I�........,. KRAZAN PROJECT MANAGER: �cJ,� .3 -. � • .............. COME `T10 REPORT NO 2 4373 CONTRACTOR; 1111.../...... .. ............................................... ............................... PERMIT NO ... Q.. ^...G.- INSPECTOR: YES, ' ................. JURISDIG'TIOK - 1�0' /'......p ..... �. ..... ........... WEATHER: / Ct- ��- "i! -. /. TEMP;..... 7�?;.''•�.! a �r �grllrlrrrrMW»rrrrr�r 1111.. WASHINGTON DENSOMETER L_.l S ANDCONE II-4-' NUCLEAR TEST LbCATION MAP N IIt � i X f ,per 8 >< K dl . C X r OTHER ............ - I NOTE: Separate [_ J Paved Areas (circle o e): Sub /Agg /Asphalt report S/B use for �/ .................. ... h i each rod (S) � � .......... _ 1111.. 1111. .l.LL- .....'7"?� -t¢. • i'' '`..��.?'...�.......�,,..�..� ..�.....1.. Other El Trenches (circle one); ewer / Water / Storm Drain / Utly I Irr. ..... .............................. ......__....................... ....................11.1..1.... -.._...... ........ ... ..........._........ -. .................. ......... .............................._ ................_........... ............................... _......................... ... ................. ........ ....... ............. _ ... . ... 1111. Curve Unified Soils Classification Max Dry Opt Density Moisture ...... ...... ............................... ... 1111... .. .. , ............ 1111. ........................._..... ..........................._._. ........... .. 1111 r 1111.. %5':.. / ... ................1. .. ... ........ ............................... ................. ............................... _............ {... ..... ... ............. ... ........ . ....... .......... .......... ... ........... ............ ......... . . . . . .. . ........ �................ _............ _..._ ..... ... .............. _ ....... ............................. ............................... ................................................ ............................... __...__. .:............................ ... ................................................ ......_.......................� .............................................;..................... ............................... ... 1111.. .. _ ..... ..... .......................... -. .... ............................... _........... ......... ....... ... ...._.......... ... ... ............................................................................................................................................................:............ ............................... Test Elevation t.ocation(Cornments) Curve Mode & Density Mast Percent Required 4 De th l i .4 Compaction - 1.- ......... , ..... ........................... ............................... �C'. 7 >e,....�' ft... �`%..:% ..- '`............� .. ............................ f � ............................. .. /... .. r---- �. 2 2. . c . .........1111.! ! �- ._.....,� .. >........ 7 ion -. ............. ... ..........:.................... 1111.1111. _... 1111. .. _1111.. _......... _ 1111... ... _.. _ - _.._...... 111____1. ......_......... L....... p. t..... .... ....`7.._................c� �.. r l �. / - � --� 1111. _ ._ _ ��-- -- - - -. _............. .... ............ �..._.._.--- � - - - -- 1111 _fir �....... _...... _�. a l y - , .........._...C'rn- _L �T......._... Z!.�V..�..�f �.f• -Qr �c�- . �t /:. ;�-N!`�.G'�...."' "1 i_`"'.- ...._.1....c �.. �... t _.- ..1.Z- . .r..`....�...11....�� t.��•?...'.......��. �.. ../ �..n..l..__ .................. ..............._........_..! 'h6� L f Fi �/,� 3 �' .��. — '� .......... ._...._ .. ... . 7........ /ulAG.r...r !f-c, �...._ �........?'c - ...�', t _ I / t � /D tt 7 -c- T ._ .. � S 1111. ........ TI v r '1.:- - :.:,,,...:_........ _1111....x...1.. �.... _--i 1111..�� .... ................... .....................: Ma ����p�, ��o ation: I Curve Test Method: .._._.._.._.._ ............................................. ....... .......... ..................... ............._. 1! Attached I� on Backside !. gyp..._ '.ISS....�7 ` ............. I HOURS __1111 , .. ...... .... ... ...... .... Daily Avg. Std ;,.DESCPT,.., „.I.., IfV, OUT ST i . OT.....„ ..... MI.L.. Plans, Sheet# Count Densities DaiIyAvg. -Stci I ......... 1 ................ . Count moisture I...._........ Gauge# ... ............................... I To the best of m Y knowledc a • e, the abo , WAS NOT performed in accordance i the approved plans, spe if' ions, and regulatory requirements. i.iperinten(Jent /Repre sentativo: Tech ' ian: 2.15 West DAota Avenue, Clovis, Ca 93612 • (.559) 348.2..' ?00 ( 226 N�4ttcrmen, A, Corona, CA f>t'H80 • (?09) 549 -1188 1231 Forcer, -lve„ Na6erstield, CA 93308 • (661)1133.2.200 1501 15111 Street NW, #106, Auburn, WA, (11 • (253) 939-,?500 1025 Lang? Palm Am Ste. 2E, Afockvv, CA 953S o (20.9) 572.2200 20714 State Route 305 N.C., Stn, 3C, Poulsbo. V A 91131 • (360) 598.2126 54S Parrott St., San Jose, CA 95112 • (408) 2 7 1-2200 13434 N. E, 1 77th Place, Woodinville, WA. 960 : • (425 1465 -5519 123 Con!meree Orcle. Sacramento, (.'A 9581 S • 016) 564-2; 11913 N. r. 103rd Av, rice Vanrnuver. NIA Wia ! r zrnr 2ti,t. , .qnn s . �� .�tl,g,!St}°,,,Y', . MyP1'.M, R M , N <n"Y• A I! Z W J JU UO C0 W W = �LL w L L = �W z X P ZO wW U :) C3 O C0 D 1=- WW H �O LLI Z U= O z COME "TIO C & Associates, I nc. REPORT ........ .. . ..... ....... . ..... (;',1:0jr(- * HNICA1 Frjor Colinilmr 11MING ANC, INSNC*1101-1 4423 OATE: 03 1 .. ............ .. . .. .... ......... .. CONTRACTOR 0 6'e;* FROJECT V-.... .............. PERMITNO: ........ PROJECT: ............ ..... .. ...... ... .... ... ... .................. ..... INSPECTOR: ....................... ................ ....... ... ..... . .... ... . .................. .. . LOCATION: 9'..1 � 4 9, .... JURISDICTION: . . . ............ - .... .. KRAZAN PROJECT MANAGER: WEATHER: 4:�� TEMP: 7 ........ . ..... . . . . ................. ................ ........... . . ....... . . WASHINGTON DENSOMETER SANDCONE NUCLEAR TEST OTHER . . ..... ......... ................ . ........ .. ........ . ..... ...... ... . ... LOCATION MAP N NOTE: Separate report S/B use for each item ..... ........ ....... . . ........... ......... EJ Paved Areas (circle or e): Sub/Agg/Asphalt .. .......... Pad (s) .......... I ............ .................. .. .. ..... ............. 15 . We st RAVra At' 00VIS, Ca 936 1".1 • (559) 348-e!200 ;?26N. Sherman, Ste. A, Comna, CA 92880 • (90 9,15-19-1188 423 1 Fos(volva, Bahersfir CA 93308 • (6(i I ) w�3• ;?20() 1501 15(11 Sir(vt NW, 1100, Auburn, IVA 980.2 • (253) 939••!500 1025 l one A Aw. Stv. A, Modesto. CA 95351 • (2(19) 572.?200 20714 State Routo 305 N.E., Ste. 3C, Poilsbo, WA 98370 • (360) 598.21, 5 /'loot St.. sall.lost" (.'4 951 I,P • (408) 2%1 -22()0 13434 N. F. 1 7 th I'la•e, Woodinville, WA 9M' 2 • (415) 4175.55 I V I r•.,,....,.,.. 1'-, .1., 1 " f'A 0 -Z 0 1 C . f Q 111 1 C C.I. a It fiti I I n 1 *4 hi $• 1111"1 A ....... . v...•....,.., IAIA QW"97 . or"(11 2u.7"nn z X Z w 2 D 00 Cl) 0 CO w W U. w LL co D CY W Z E- 0 z �- W W 5 CO �0 D F- w w X () F- u. 0 z (13 O z 1 ..__.__...Krazan & ,isociates, i tit ir, t io m r i t it v. Am I rv.-,m c iic�fj .)ATE: - . . .. . ....... ­­­'_,MeexJ'rM ........ Z,, S , .......... ... ..00ATION:--/ . 11�/ .. q __­­'_­­_­­ ............. 4,RAZAN PROJECT MANAGER: L D Inc. CONTRACTOR: Trf 1* . . 7 . JURISDICTION: PERMIT --------- . ... ... . ..... .. ..... INSPECTOR: ..... WEATHER: Over-c-.--1.7 . .. . ... ..................... E P 0 RT N U: 6 1 4: U O ...... ....... ...... . . ...... - --- ---------- ­__.___-___ TE MP: ._ _ - -�� - 7 P T wo y-'e er c f 0,1� 1"Idlo"fe-J, -;�rAowroj 4U__ C__ m, a +t 4e_ cv^ {, +i­tj Ir-i -1 01 c o 4 d Jc v- 4e 5 Lt,� 4t `/I A 9- V 0 x w 4 ` �_ ce,-� % Jr- +4,;..4- V', (Ij o p e t , !: cc n q lid M1 44 1 LA 9- Ha, 7e'5)j V jj 4 , V(2 A V Pei 'm C i ko— ki m S, n I S +L4 r 4 5,o') 5- - ecce Ak- S 4 > 4 I J 6- re, - v o re- � j W t mv knovolc. (.*?. th(.i i l;E:!'v ? '%A'As 101 in cIcco(dar*w.;o Wilh Opprow...'e.1 pir.1fis Ifi,­rjtj# (If rOCILArr.wnents. Superintendent/Representative: 9i1 033 1.5 i 9b1 1 _;?x i,.?,'3 Coroo Circlt-) oomo I %1 liril1cc711;i1. Orlto!io '). T 150 1. 15 of M-1 So , ito 106 .lc!( (lw' I. 207 14 sr. 11M'1' 1 Poi - ?4JI'l) Av•. Mt.' Vl­..'J(k� tVfllocffi l.% 128 N[ 9510 St. fl tob. 13. IM V Z LU 00 (1) a cf) LU LU x _j F_ D LL W O _j LL I V) w Z 0 z LLJ LLI 2 5 D 0 0 cl) 0— 0 H W W H LL z cf) o F- z ..................... Z LU 00 (1) a cf) LU LU x _j F_ D LL W O _j LL I V) w Z 0 z LLJ LLI 2 5 D 0 0 cl) 0— 0 H W W H LL z cf) o F- z t�xazx & Associates, Inc. ....... . ....... . .......... Gi'mr-('111 FUGANI I rii•w; ENGI•UR'INC.1 not•i hsuw:: At•lo Ivv;vrcT1o•1 .................. PROJECT PROJECT V 5-; - 0 . .. ... LOCATION: k FRAZAN PROJECT MA14AGER: g . . I-i .... ....... COW 'TIO� REPORT NO.j 4361 CONTRACTOR: .... ..... ...... ....... PERMIT NO. ..... . INSPECTOR: JURISDICTION: WEATHER: TE .. ... 1111 ........... ........... WASHINGTON DENSOMETER E-1 SANDCC NUCLEAR TEST T O THER ................ .... .. . .... . .. ....... I . . ... ..... - LOCATION MAP . .............. . .............. ........ -1 ....... ..... . ... ....... . . .. . . .................. I ...... - ...... ....................... . ...... .... . . t : Se crate NOTE S Sub/A/Asphalt gg aved Areas od( N .......... .... ..... I .. ................... ... .... ...... report S/B Use for I I W — Pad !Lem 'k" '4- 1k - ...... . ........ " ....... . . ...... I ............................ I .................................................. .... ......................... . I ............. .............. ........... I ...... ........ ...... . ......... ...................... . ............ .... .. .... ....... ... .......................... ...... .... ........ .......... .. ............ .......... - ....... .. ........... ... . ........ ... ....... .......... ....... . ... ... .............. . ........... ... ....... .... ........ . ............. ........ ............ ...... . .................... .... . ....... ......... ......... I ... ......... I .. .. ............ .... . ................ .......................... ..... . 1111.. _ . . ...... ...................... ............ .... . . ...... . .............. ........ I . ............................................................ ........... .......... ..... . ... I ......... I . .................. I ........ . ...... ............ .................... . ....... ......... ..... ... .......... .. ............. ................. . .............................. T­ *­ ......... .. .......... .. * ..................... ..... .. .. . ..... . . ......... —*- Test Elevation Location (Corn m ents) Curve Mode & Density Most Percent Required . Depth 0 /� Com paction I I C ... .... ........ .............. . I-- . ...................... .... .......................... I ......... ......... ...... ............................. ............ . 3 ...... ........ . .......... ...... ..... . ... .... . . . .......... ....... .............. ............ ........... ...... ............... ................. . .. ... .......... ......................................... . .. I . . ............. ...... .... ..... ..... ....... ..... ... ...... ......... . ........... . ..... ... ... ............ . -2- 11 - 4 / 3. � 9 -�, 2- ........ ........ . .... ..... . . . . ........ ... ... ............ ..................... .......... . ....... .. . ................ .... .................... ... .................. .- ................ ...... ..... . . ....... ............. .. ..... . .......... 1 1 ... ....... - 3 .... . .. ..... ...... ......... ... ... ..... .... .. .. ......... ...... .. ... ......... ... ...... ...... ............... ...... .... 1111 ... ............ ..... ...... . . .. ................. • ....... ......... - ............ ........... ...... . ...... .... .... ............ . . ...... .. .. . ... ..... r 5' ... ...... . .......... 1/0, � . 1111.. .... .. .. ... ................ . - ............ ... .... ............ ... .... ........... . . ........... ...... ..... .. . ... ..... .. .......... . . .... . . ...... ....... . . .......... .... . ... ...... . ........... . .. ....... .... . . ...... ................ .. .......... ................ .. ...... . ............... ..... ........ ..... . .... . ... .... .... . ... .......... ...... .. .. . .... ... ....... . .... ................... ............ . ..... 11 ...... ... . ..... ..... ........ - ............. .. ... ........ .. . ........ ... ...... . . . . .. .......... ............ ...................... ... . ............... ........ .. . . .... ...... .... ..... . . ...... I-- ... i 9yt .... ....... . ..... .. . -J.*-- . .... ....... .... ........ ........... ....... .... Map I-ocation: Curve HOURS T A .......... .............. . .. .. .. ...... .... QUT J Attached U on Backside Daily Avg Std DE CPT..... I MIL rj Plans. Sheet# C'9Y9! 1?1� `1 q . . ........ 11 1 1 ........... ...... ......... ..... ....... .. ......... Daily Avg. Std z "Z2 .. ..... . .... ... . .... ... .... . . .. .................. ............ -G.o.unt n9olsfu.re.. ...... ...... i i ....................... ... ........ . ... .......... . ............... ..... ............... Gai I I ... ... ................ .... ..... .. ... ........ ..... ... I T;) the best of my knowledge, the above WA In accordance with the approved plans, spm- and rogtjIatory requirements. -I.itiperintendent/Represeiitative: xg- 2 1 Wt-s( Dakota Avenue, (Jovis. Ca 936 1.? 0 (559) 348.2200 226N. Shertron• Stc. A, Corona. (A 9.*T80 0 549.1 4231 Faster 4We., VA (A 93303 • (661) 633-,-.'200 1501 15th Stivel NW, 4110C. Auburn. IYA98002 • (253) 939.2500 1025 Lone A-4hnAvv. Sit.-% 21, Wrievo, C!1 95351 • (209) 57 2-220() 20714 State Roure 305 N.F., .5tv, 3C, Poijisixi, WA • (360) 598"2 1.?() 54.5 f1mrott St., San Jose, CA 95112 • (408) 211-2200 13434 N. V. 17 Placn, I•Voodinvillp, IVA 98032 # (425) 485.5519 i ) 1 n ri, , -jr. C -3 rr -, mo, i f n (- A 0 C; 9 1 t: • (n7(ZI 11017 Al V 1(17'd A—""" IAJA OM.'rl • i•zrm lr&7. 60jo— N z Cr Z W JU 00 Cl) a CO) W W D U. W 0 2� 9-1 LL W 0 z t- W W 5 L) CO 0 0 H W C.) 0 z U = 0 P F- z FROM :COMPUTER SONICS FAX NO. :2065750337 Mar. 30 2004 03:50PM P1 MAR - 262004 02 :17PM FROM- KRAtAN AND ASSOC +425 -465 -6937 T -396 P.002/004 F -015 �._ azan. & ASS0CIAT S, I.`C. I-- - GEOTECH-NICAL ENGINEL•R1NG • CNVIRONINIENTAL ENGINEERIIG CONSTRUCTION TESTING & INSeECTION March 26, 2004 Mr. Bchzad Chsruhdry SARA. DEVELOPMENT, INC. P.J. Box 5544 Kent, Washington 98064 RE: )Final Letter Regarding Earthwork on Individual Lots 8 Lot Subdivision (Y'revionsly Proposed 9 Lots) Macadam Road South Tukwila, Washington Dear Mr. Chauhdry, P roject No. 066 - 03049 Permit itio. M102 -156 JUN z 4 P 40 4 FRMirc At your request, we have prepared this final letter for the individual lots, within the above referenced subdivision., to addre 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. XCrazan & Associates, Inc. performed periodic, on -call geotecImical special inspection and testing services (as requested by Sara Development, Inc.) during earthwork construction. The geotechnieal special inspection and testing services for this project included: • Preconstruction Meetings a + 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 Reinforced Concrete (Storm Det. 'Vault) Soil Bearing Verification (Storm Det. Vault) The itenYs that were inspected during our periodic site visits were in general accordance with the original Geotechnical Engineering investigation Report KA Project No. 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 1: Lot I 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 doveIopme -nt inspection work. lased on the grading plans structural fill was not proposed for Lot 1. Suitable footing subgrade for the single - family residential structure should be verified by inspection. This is the responsibility of the contractor performing the construction wort: for each individual lot. • Lot 2: Lot 2 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 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 tooting subgrade for the single-family residential suucture should be Offices Serving The Western United States 1501 - 15`� Street N''WW Stiitc 106. Aubuni, Washinatorn 98002 • (253) 939.2500 Fax: (253) 939.2556 l�r1h!! srt+WVe7sQ*?.RCSfn! m. M�rn�- wN.,.._...... e.-.• �. ro�.... ,�..y,,.,a.5!us „ry,,;it ^,�"\m�.. .�....... � ;.'.....'r'...�.. •..� r .. muaf rn5 -.f� 1�. Z ~ W J UO N C0 W J = H Nu_ WO �Q N� = �_ W Z t— W U ON Ww H LL —0 lli Z U= O Z FROM :COMPUTER SONICS MAR - 26 02 :18PM FROM KRAZAN AND AUX FAX NO. :2065750337 Mar. 30 2004 03:51PM P2 +426 -485-6837 T-398 P.003/004 F -015 K.A. Project No. 066.03043 March 26, 2004 Page Ipso. 2 of 3 verified by inspection. This is the responsibility of the contractor performing; the construction work for each individual 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 VI during our periodic sire 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- farnily residential structure should bo verified by inspection. This is the responsibility of the contractor performing the construction work for each individual lot. • Lot 4.- Lot 4 is designated as a cat area for the build site. Topsoil and organic soils were removed dtuing 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 structural fill was not proposed for Lot a. Suitable footing subgrade for the single- family residential structure should be verified by inspection. This is the responsibility of the contractor perforning the constriction work for each individual lot. • Lot 5: Per approved grading plates 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 tha date and time of our visits only. The single- family residential structure location or structure design was not firalized at the time of our site development inspection work. Suitable footing subgrade for the single -6nuly residential structure should be verified by inspection 'Y'ltis is the responsibility of the contrsctor performing the construction work for each 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 structure location or structure 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 structure should be verified by inspection. This is the responsibility of the contractor perforrninc the constuction work for each individual lot, • Lot 7: Per approved grading plans structural :(ill was placed on Lot 7. hi place density testa (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•fann ly 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. 71his is the responsibility of thte contractor performing; the. construction work for each individual lot. • Lot 8: Lot 8 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 Iocation or structure design was not finalized at the time of our site development inspection work. Based on the grading plans struo=31 fill was not proposed for Lot 8. Suitable footing subgrade for ibe single - family re structure should be verified by inspection. This is the responsibility of the contractor performing the eorstructior, work for each individual lot. KRAZAIN & ASSOCIATIrS, INC. Offices Serving The Western United Suites Lois Fin: La- .•n.eo: Z ~ w JU 00 w J F- F- CO LL w U - �d = w F- _ Z F.. F- O Z I-- w w U� ON 0 F- U1 W xU LL' O Z w v 0E- 0 Z 'FROM :COMPUTER SONICS MAR-26 -2004 02119PM PROM- KRATAN AND ASSOC FAX NO. :2065750337 Mar. 30 2004 03:52PM P3 +425 - 485 -683T T -356 P.004/004 F -015 KA Projcct No, 066.03049 :Match 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 feu inches of material. This should be expected and all footings should extend beneath the moisture disturbed surface material into underlying dense soil. All water softened soils should be removed from footing, slab and paverient 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, KRAZAN & ASS 'YTES, DiC. is Behrens, L. G., X.G. Senior Engineering Geologist CB /slc 214 dG I CHRIS J. BEHRENS I Sean L. Caraway, P.E. Geotehcnical Division Manager 41 3 c I k Il 4 �1 KR AZA.V &- ASSOCIATES, INC. OtYces Serving The Western Ui itad Statcs 1 9 !•„ Lt9 1we.d & z �Z W Q 2 JD 0 rn a. J = H C0 U. W O. u- to =) = CY �W z I— O z F— W Uj � p U C0 0 E— W 2 F — FF— U_ O z W U =; oF- z Ax 4e+ �� D�uMm9 �:ubrCt o' i.avyi.fl ALTERNATE STEM WALL DETAIL ( 1 ) -.'. (z) . '`` / ...,...( a ) IG) (11) cr. Vrp Uatr "rCe A. . .) I I I. BASE PLATE MLI'V'.i PER SHW WALL S; HED;I E 2, FtGOR SHE1tIHING ?, FLOOR ,JOIST'S Prq "AN 4. (2) #'L BARS CONIINJOUS (AT TOP) PROVIDE #4 AT 10' O.C. HORIZONTAL 5/6' DIAIAMR ANCHOR SOLT5 WITH 9 I.ATE MASHERS 0 48' O.0 - EMBED 7 ". mImcw 6. 8' MKRETE STEM WALL 7. VERT14AL MID HOfbzON"AL REINVOWNC PER SCHEDULE A. DOWELS 70 MA"cH ANJ :AP 'OERIKI k REINFORCEMENT, ALTERNATE BENDS 9. EDGE NAIUNG 10. 2x C0147INUOUS RIM 11, 16d 0 8" O.C. 1 (2) /4 BARS, CONTINUGUS REMNE0 VCRTI,.AL —T 1101404TAL HWK' _ _ REINFORCING REINFORCING 8 , _ �4 BARS 0 18' i #4 FlkRS • 1!* O.C. U.;. #4 tlARS 0 1A' #4 bARS • 10' 0c. o.:. (12) sug 'dbt t �° �•i�' ALT�_�NAT� FOUNDATION STEM WALL 51;- ►� ?.S . ^.►nr.,u;ting Encineerc- r,���mo. 'KQeh npton 9G�t19 253 - 474 " ; 1yU' �JU'R 40'h S m: t Pro�f:t No sown $hff'. tt0110 r�ginf�f E Uat• SKI AY DEVELOPMENT 1944 PLAN �e era LOT +B SARA VISTA TUKWt1.A, WA MAR - 3 2-005 BulWrN DEPARTMENT I z w QQ � JU 00 N W = CO LL w LLQ 0 = W Z F- I— O W ~ W U� D F- WW �- O ..z w U= O z f i L2 24.21 . 256,48 C3 3.97 w _ ,00 C4 30.63 27,00 C5 4.65 3.00 C) 13405 24' WIDE DRI VEWAY r • n r, I P"f ,T c 10' DRAINAGE EASEMENT VENUE' S. 24' WIDE DRIVEWAY - EASEMENT p uC i �� C Oi�RU IN�c_ W i UTILrT 165 IBS + L % -J. 1q i utnA•nSa tlNPt'.".5�:::r;:^ r�hy " "1'�." �wi t 1r V Q z �Z �w � D U UO Cl) CO J f' N LL w LQ cl) =a �w z H - O z F- w W U� CIO ON o�- wW �Z CO O z M 0- N .tune 14, 2004 City of Tukwila RE: Change of Driveway Access In looking at a change in access for Sara Vista Lots 7 & 8, we would propose the following: 1) Cut current sidewalk, curb and gutter on Macadam Road and replace with driveway access per "City of Tukwila Drawing RS -8 ", and "Typical Driveway Profile" as attached. 2) Pave driveway behind sidewalk as detailed on attached "Driveway Section ". 3) Remove tree #75 as noted on "Tree Retention plan ". Replace with mutually agreeable trees or shrubs. 4) Existing Utility pole will be minimum 4 feet off driveway. access. 5) Remove existing driveway access off South 43rd Street, including curb and gutter, sidewalk and asphalt. 6) Replace removed sidewalk, curb and gutter per "Sidewalk Section B" (attached) 7) Landscape disturbed area per "Landscape Replacement Plan ". r JUN 4 2004 PERM'r c, ,.,, ,. J' z �z �w Q 2 JD 00 (I) a W= J � CO L wO �a = w z �. F- O. z f- w L D o 0 . O S2. 0H w LL O ui Z. U= O z i ... t i� 1 i 1 15' EXPANSION JOINTS EVERY 15' 2% MAXJ1 % MIN. A — 18' 1 18• ..1 SECTION A -A 1' WIDE X 318' DEEP SCORE JOINTS - 518' MINUS CRUSHED ROCK 4' THICKENED EDGE ON RADIUS 3/8' X 3.5' EXPANSION JOINT ELEVATION NOTES: 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED. 2. PLACE CEMENT CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT,APWA/WSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. N07 S E SIDEWALK City of SHEET: RS -11 ��• 1908 Tukw REVISION #1: 08.03 APPROVAL: B. SHELTON wnsr�it�xronrm.:+ rsw+ mnavraw+ avrsr+ Rrvrxnra'.i'!'cry;3+w :w; art*.+ ?lfi?itzl: XN�1's' Y? t� #6t'rgtse+a,emn:�s�c*�htrrew s'R's .�i�X�'�"'���`.��°'. .......... i►. ❖. ❖. ❖. ❖.•. • • i SIDEWALK WIDTHS . ■■ ■HE ....... ■... .............. ■■...■■■■■■.■■■ .■ ■Waco....... fteen as .........■■ • :us .■.■. STRIP A . LAND USE LOCAL ACCESS ARTERIAL CBD (SEE NOTE 1) P- O /CP /CM 5' 6' 6' C -1 /C -2 6' 8' 6' M-1/M-2 5' 6' 5' ALL OTHERS 5' 5' 5' CURB RAMP (SEE RS-12) SCORE JOINTS EVERY 5' S . 6-1 A 3' WIDE EDGER FINISH 3/8' FULL DEPTH EXPANSION JOINT -- CURB & GUTTER (SEERS -08A) Z �w QQ JU UO W w N u. WO LLQ Io = �W Z H W w U� N Ww HE) LL - 0 Z W U= CI F- Z Lli damn=% .5 z NI MU A - Am 5% 2% Q 5' SIDEWALK . 2% -0 0 0 0 0 0 0 0 0 0 0 0 0 097:c) U 0 jrr, FXST. G-R LIND\ 1.5/ SIDEWALK---- \ Q -,L- , .,-. TION B NTS S 43RD STREET NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. L Ll i w i 18" SIDEWALK 5' -6' 2" MIN. OR MORE AS DIRECTED. 6" �— , •. ` : � � DRIVEWAY 2" • 5/8" CRUSHED ROCK (MAX. GRADE IS 15%) SFCTICIN A.4 NOTES: I ,• J TOP OF CURB 6 , AT DRI VEWAY 5% 3ia• 1 •� • � ?� 18' CURB DETAIL 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, ETC. 2. CONCRETE SHALL BE CLASS B OR BETTER THAN 5 -1/2 SACK, 3000 PSI. 3. INSPECTION REQURED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT. 4. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 5. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" X 5 -1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWA/WSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 7. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 8. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE S _CUTi O F NEXT JOINT. Q S1aL4 RESIDENTIAL DRIVEWAY C 4 Y f Q ALTERNATE 1 OF 3 J a SHEET: RS -08A L908 Ttrtkwtla REVISION #1: 08.03 APPROVAL: B. SHELTON r vYVa+.*•! t�rik: f4'1l. Mi�N: ff' 1�iC!+. AS. tt 's3Y7Y!Hi'.22�.'?+jM' 1Y' �R' R7s?f' �+' 7+> NRi'. �' 7P+ Mr.+ ta' t' �f+ M?r.•,:en +r�u�s�,•v+aSVr,R^�*M .. Y,fi3i�A>�i?t�t� , +'• 3 + I I� Z }�- Z �W QQ� 5 L) UO W= H NW W �Q Un 1 c F- W Z F- Z� W 5 U� cf)_ ww u. O W U= O Z VARIES' w _z J U I ? L C (3 2 .5 1 9 MINING 2 % VARIES* G1 m MIN. 1%0 PROPOSED DRIVEWAY fJ ROPOSED CURB AND GUTTER *UNLESS OTHERWISE APPROVED BY THE ENGINEER, THIS MI N' SLOPE IS GUTTER WATER FROM SPILLING INTO PRIVATE PROPERTY. REQUIRED TO PREVENT CAL. . DRIVEWAY 1 r-2 a£ NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 f Il k - 7 14-K II, NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. cF7rTinNi of f. t t I FOUNDATION D RA I N Uimi ,F_1NISFI PER ELEVATION OVER )LB. BUILDING PAPER VER SHEATHING PER PLAN RECEIVED JUN 15 200' PUBLIC WORKS 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 5/4" T.$G. PLYWOOD SUBFLOOR GLUED $ NAILED d.fc-';o 4 kd -I i S t•,r.� — I��e -lh.c� lew�v -�y��� CYq�� dvq��• cm� �! -ie vi RECEtV l � y �F TI ikWrr Q OLIN 1 4 2004 PERMIT CENTER r ' z _� ' w r aa 2 JU UO N 0 J F- NLL WO LL? N = W F- _ z �. 1- O ~ w w �5 U� ON W U1' H 5. LL Z U= z FLR..15T5. PER PLAN b" MIN. �I.: P.T. SILL PLATE $ A.B. PER L. SHEAR WALL SCHEDULE I I I FOUNDATION PLAN ANWOR L , �71L GIGHTLINrE <(- STORM — _ _ O IF O _ <([ I ='' I mnlcta II ' - 6-MIL. BLACK V. B. cal � r o 4" VIA. FOUNDATION PERF. DRAIN d.fc-';o 4 kd -I i S t•,r.� — I��e -lh.c� lew�v -�y��� CYq�� dvq��• cm� �! -ie vi RECEtV l � y �F TI ikWrr Q OLIN 1 4 2004 PERMIT CENTER r ' z _� ' w r aa 2 JU UO N 0 J F- NLL WO LL? N = W F- _ z �. 1- O ~ w w �5 U� ON W U1' H 5. LL Z U= z Ohl -hOQ .-wm� 1 11W 'l3iN3� 1�Ri3d � t Nor 0 3A133ga I+ r- .< z o c o l� co o o 1 u o m z rn 'sNGI19nNISN1 NOI1VllVlSNl NG3 901V1V9 NOSMIS 335 Z-BZSnHH L; 9asrlp 5° bZVNl tba 9Znl £� 9ZSnl Z; t if :31n03H96 N39NVH NGSJV41S NOTICE: IF THE DOCUMENT IN THIS AM I LESS THE DOCUAM NTAN THIS NOTICE IT IS DUE TO THE QUALIT '1N3Wf1;0 SS3-1 S 3W` =l S O I NdH IHl NI .LN3Wf1000SKL I :30110N 883 BARR" WEST BUILDING MATERIALS TRUSS BID / ORDER MATERIAL LIST Everett - (425) 303.0661 FAX (4Z) 252 -5308 Delivery Date: Prod #: Issaquah - (425) 391.8000 FAX (425) 321 -2070 Order Date: T.O. #: Kent - (253) 854 -4990 FAX (253) 854 -0065 rt A= Tacoma (253) 582 -1444 FAX (253) 588 -4535 c �'ab'��cati F. 0 � . x i/Z ,6R,: .I CUSTOMER NAME/SHIP O: BAY DEVELOPMENT CUSTOMER NUMBER PLAN / EL V. / GA ( /L ): 1944•C 2 -CAR RIGHT C TAC / POSITION: H NE #: ALT. PHONE # /TYPE: DELIVERY ADDRESS: PROJECT: LOT / BLDG #: CRANE YIN: BMC FILE #: BID DATE: 6/18/03 ESTIMATOR: ALA SALES REP.: 1.00 TOM CITY: CUSTOMER JOB #: CUSTOMER P.O. #: TRAILER YIN* TC SIZE: 2X4 TAIL CUT: PC WALL SIZE: 2X6 ROOFING: LOADING: I COMP 25 -7.10 LABEL OTY FEET•INCHES -16TH TYPE PITCH Left OVERHANG R{ ht DETAIL Page # 1 of 1 Al 1 26 0 0 GE 6 18 18 A2 9 26 0 0 COM 6 18 18 A3 8 26 0 0 COM 6 18 0 STB 1-1/2"R A4 1 26 0 0 GE 6 18 0 STB 1-1/2"R D1C 1 8 0 0 COMP CORN 6/4 12 18 4/12 ENDS D1G 2 8 0 0 GRADS 4 18 / 8,10 D1J 4 8 0 0 EJS 4 18 / EXT TC TO 16' -0" D1 1 20 0 0 COMP H1 MONO. 6/4 12 / 8' -0' S-B- 4/12 ENDS D2 1 20 0 0 H2 MONO 6 12 If 10' -0' S.B. D3 1 20 0 0 H3 MONO 6 12 / 12' -0" S.B. D4 1 20 0 0 H4 MONO 6 12 ! 14' -0" S.B. M1 8 4 0 0 EJS 6 12 / Fl 1 16 0 0 COM BLKD 6 18 18 K1 1 10.. 3 8 COM BLKD 6 12 12 Vl 1 17 2 13. COM BLKD 6 / If ON 4/12 62 2X4 VENTS Subject To BMC's Normal Terms and Conditions. Price goon 3u aays / aeuverea w{mm ou nays 1944-C -2.XLS JLLL / � \I�rLI t J ob russ Truss Type ty y A D VELOPM 6-14 1944-3C m s i Installed'and loaded 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 ony, Additional temporary bracing to Insure stability during construction Is the R9517012 1944 -C3 Al COMMON 1 1 SPACING 2 -0-0 CSI DEFL . in (loc) Udell Job Reference (optional BMC WEST 0-15-0 EVERETT, WA 982 32 i • 000 s Jun 9 2003 MiTek Industries, Inc. on un 0 :47:43 2003 Pagel -1.6 -0_ , 13.0 -0 , 26 -0-0 27-6 -0 , r 1-6-0 13 -0-0 13-0.0 1.6-0 Scale - 1;47.4 3x4 - V LUMBER TOP CHORD 2 X 4 HF No.2 ' BOT CHORD 2 X 4 HF No.2 OTHERS '2 X 4 HF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid calling directly applied or 10 -0.0 oc bracing. REACTIONS (lb /size) B= 223/26-0-0, V= 223/26 -M, AG= 98/26-0-0, AF= 82126 -0-0, AI= 88/26 -0-0, AJ= 113126 -0-0, AK= 112126-0-0, AL= 11212640 -0, AM= 112/26 -0-0, AN= 113126 -0 -0, A0= 106126 -0-0, AP= 136126-0-0, AE= 78126 -0-0, AD= 11412" -% AC= 112/26-0-0, AB= 112/26 -0-0, AA 12/264)-0, Z= 113/26 -0 -0, Y =106/26-0-0, X= 136/26 -0-0 Max Horz B= 1I5(load case 7) Max Uplift B= 28(load case 7), V= 38(load case 8), AI=- 5(load case 7). AJ= 15(load case 7), AK= 11(load case 7), AL= 11 case 7), AM= 12(load case 7). AN=- 8(load case 7), A0= 24(load case 7), AE= 11(load case 8), AD= 16(load case 8), AC 11(load case 8), AB= 11(load case 8), AA=- 12(load case 8), Z=- 8(load case 8), Y= 24(load case 8) Max Grav B= 263(load case 2), V= 263(load case 3), AG= 111(load case 2), AF= 95(load case 3), AI= 101(load case 2), AJ= 130(load case 2), AK= 129(load case 2), AL= 129(load case 2), AM= 129(load case 2), AN= 129(load case 2), AO= 123(load case 2), AP= 153(load case 2) AE =90(load case 3), AD= 131(load case 3), AC= 129(load case 3), AB= 129(load case 3) AA= 129(load case 3), Z= 129(load case 3), Y= 123(load case 3), X= 153(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -13=41, B -C =53, C -D =34, D -E =31, E- F=-31, F -G =31, G -H=-01, H -I: 32, 14=32, J- K = -21, K- L=-31, L -M = 31, M -N =-21, N -0 =32, 0 -P =32, P -0=31, Q -R =31, R -S =31, S -T =31, T U =34, U -V =-53, V -W=41 BOT CHORD B -AP=O, AO -AP =O, AN - =O, AM -AN =O, AL -AM =O, AK -AL =O, AJ -AK =O, AI -AJ=O, AH -AI =O, AG- AH =11, AF- AG =11, AE- AF =11, AD- AE =11, AC- AD= 11,.AB- AC =11, AA- AB =11, Z- AA=11, Y -Z =11, X -Y =11 V -X =11 WEBS K- AG =60, M- AF =60, J- AI --61, I- AJ = -86, H- AK = -86, G- AL =85, F- AM =85, E- AN = -87, 1 D- AO =78, C-AP =10, N- AE =-61, O- AD =86, P- AC = -86, Q- AB =85, R- AA =85, S- Z =-87, T Y= 78, U- X=-110 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. - Continued on page 2 p� WASIy ` r_ � 040 W AL E� EXPIRES: 01 - 24 - 04 I, rna Qn )nnq 0-0-0 J , , Wamtnp - Vedfy dealyn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1/ 7473 BEFORE USE �irirYrwrirsir1 3x4 c 26-0-0 Deaign ild for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component to be i Installed'and loaded 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 ony, Additional temporary bracing to Insure stability during construction Is the responsiblANy 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, OSB•89 Bracing Specification, and HIS -91 26-0-0 tip Handling Installing and Bracing Recommendation available from Thus Plate Institute, 683 D'OnoMo Drive, Madison, WI 53719 LOADING (psi) SPACING 2 -0-0 CSI DEFL . in (loc) Udell PLATES GRIP TCLL 25.0 Plates Increase 115 TC 0.21 Vert(LL) n/a - n/a M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.02 W >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 Vdefl = 240 Weight: 144 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 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid calling directly applied or 10 -0.0 oc bracing. REACTIONS (lb /size) B= 223/26-0-0, V= 223/26 -M, AG= 98/26-0-0, AF= 82126 -0-0, AI= 88/26 -0-0, AJ= 113126 -0-0, AK= 112126-0-0, AL= 11212640 -0, AM= 112/26 -0-0, AN= 113126 -0 -0, A0= 106126 -0-0, AP= 136126-0-0, AE= 78126 -0-0, AD= 11412" -% AC= 112/26-0-0, AB= 112/26 -0-0, AA 12/264)-0, Z= 113/26 -0 -0, Y =106/26-0-0, X= 136/26 -0-0 Max Horz B= 1I5(load case 7) Max Uplift B= 28(load case 7), V= 38(load case 8), AI=- 5(load case 7). AJ= 15(load case 7), AK= 11(load case 7), AL= 11 case 7), AM= 12(load case 7). AN=- 8(load case 7), A0= 24(load case 7), AE= 11(load case 8), AD= 16(load case 8), AC 11(load case 8), AB= 11(load case 8), AA=- 12(load case 8), Z=- 8(load case 8), Y= 24(load case 8) Max Grav B= 263(load case 2), V= 263(load case 3), AG= 111(load case 2), AF= 95(load case 3), AI= 101(load case 2), AJ= 130(load case 2), AK= 129(load case 2), AL= 129(load case 2), AM= 129(load case 2), AN= 129(load case 2), AO= 123(load case 2), AP= 153(load case 2) AE =90(load case 3), AD= 131(load case 3), AC= 129(load case 3), AB= 129(load case 3) AA= 129(load case 3), Z= 129(load case 3), Y= 123(load case 3), X= 153(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -13=41, B -C =53, C -D =34, D -E =31, E- F=-31, F -G =31, G -H=-01, H -I: 32, 14=32, J- K = -21, K- L=-31, L -M = 31, M -N =-21, N -0 =32, 0 -P =32, P -0=31, Q -R =31, R -S =31, S -T =31, T U =34, U -V =-53, V -W=41 BOT CHORD B -AP=O, AO -AP =O, AN - =O, AM -AN =O, AL -AM =O, AK -AL =O, AJ -AK =O, AI -AJ=O, AH -AI =O, AG- AH =11, AF- AG =11, AE- AF =11, AD- AE =11, AC- AD= 11,.AB- AC =11, AA- AB =11, Z- AA=11, Y -Z =11, X -Y =11 V -X =11 WEBS K- AG =60, M- AF =60, J- AI --61, I- AJ = -86, H- AK = -86, G- AL =85, F- AM =85, E- AN = -87, 1 D- AO =78, C-AP =10, N- AE =-61, O- AD =86, P- AC = -86, Q- AB =85, R- AA =85, S- Z =-87, T Y= 78, U- X=-110 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. - Continued on page 2 p� WASIy ` r_ � 040 W AL E� EXPIRES: 01 - 24 - 04 I, rna Qn )nnq A J , , Wamtnp - Vedfy dealyn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1/ 7473 BEFORE USE �irirYrwrirsir1 rs•us , ■ Deaign ild 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 designer. Bracing shown Is for lateral support of Individual web members ony, Additional temporary bracing to Insure stability during construction Is the responsiblANy 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, OSB•89 Bracing Specification, and HIS -91 tip Handling Installing and Bracing Recommendation available from Thus Plate Institute, 683 D'OnoMo Drive, Madison, WI 53719 A Z Z W D JU UO (n Cl C0 W J � N LL WO LLQ io = �W Z F'- I-- O Z F'^ W U� O CO o F-- WW LL H -0 W CO O Z �irirYrwrirsir1 rs•us , ■ � ... ......................... - :.x...w I Z Z W D JU UO (n Cl C0 W J � N LL WO LLQ io = �W Z F'- I-- O Z F'^ W U� O CO o F-- WW LL H -0 W CO O Z •.•... ••rv„ - .- . -,..., „ ..n vv- .vrv..,.. VNVV a Yull A GVVJ lVil l OIL llluVJNR3D, Ilni. MUll JUll JV uV;-t1:Y9 GVUJ r c Job cuss T russ T ype Qty P y 16-14 44 -3C m s interior zone; cantilever left and right exposed ; end vertical left and right exposed; porcl♦ 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 ' Z R9517012 5) Gable requires continuous bottom chord bearing. 1944 -C3 Al COMMON 1 1 QQ W D. LOAD CASE(S) Standard U O W Job Reference (optional) =. J •.•... ••rv„ - .- . -,..., „ ..n vv- .vrv..,.. VNVV a Yull A GVVJ lVil l OIL llluVJNR3D, Ilni. MUll JUll JV uV;-t1:Y9 GVUJ r c NOTES 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; porcl♦ 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 ' Z Detail"' 4) All plates are 1.5x4 MII20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. iF' Z . 6) Gable studs spaced at 1-4-0 oc. a , W 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. QQ W D. LOAD CASE(S) Standard U O W =. J CO ll.. f WO { Q ll_ D C% LLI ^' Z 1- . 1-0 ' Z F— W �5 C0 O WW F— W _Z I till N . H I Z ,__.WaminS - Verify daslpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll -7473 BEFORE USE Dosigrl veld for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be MstalNd and loaded vert ApptkabllKy of des n paramenters and proper Incorporation of component Is responsibility of building designer- not Was designer. Bracing shown Is for lateral support of I Mdual web members only. Additional temporary bracing to inaure stability during construction is the msponal0ky of the erector. Additional permanent bracbg of the overall structure Is the responsiblity of the building designer. For general guidance - regarding fabrication, quality control, storage, delivery, erection and bracng, consult QST-88 Qusiry Standard, DSB-89 Bracing Specification, and NIB -91 Handling Installing and Bmtkg Recommendati available iron Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 ,a r • :u,„iss;a : v:: xtB�Sts .:1iw:.:.'v�w6d•.H:aw:nl..1v d_ a. Atukti. l'. i..,:..:..::, ma: x11.✓:.ui44 n7Aa..na.J - .wv.,:.a. Fw.w- .,....... -.. .u....M...r.:... s... ,;,,.. .... ....,. �_ ?�i::ic: -Ec ',•1.4::•:u \r':crfiLiki'LhLt .•`Li.:uS�•i' >..i�S. o russ Truss - T ype Q ry y D L P 4 P 1 4 -3C mis 26.0-0 8 -5-15 R9517013 1944 -C3 A2 COMMON 9 1 [B:0- 4- 12,0 -1-8], [F:0 -4- 12,0 -1-81 Job Reference optional) MI+VVC a CVCKCII,VVNtlOLUA -JL1Z D.000 a Jun V ZUUJ MI I eK InUU51ne5, Inc. MUn Jun JU UU ;q / ;90 ZUUJ r 1 0.0-0 -1.6-0 5 1 -7 13.0 -0 20.10.9 26-0 0 27.6.0 1-6 -0 5 -1 -7 7 -10-9 7.10 -9 6-1 -7 1 -6-0 Scale = 1:47.4 46 iI 0-0-0 ' TOP CHORQ 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 9A -3 oc bracing. REACTIONS (Ib/size) B= 1183/0 -5-8, F= 1183/0 -5-8 Max Horz B= 75(load case 8) Max Uplift Bz-282(load case 7), F= 282(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A -B =21, B-C- -1784, C-D =1432, D -E =1432, E -F =1784, F -G =21 BOT CHORD B-J =1575, 1 -J =1017, H -I =1017, F -H =1575 WEBS C,I=-362, D- J=466, D- H=466, E- H=-362 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC9T 1ANS195; 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) 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. 16-13, UBC -97. LOAD CASE(S) Standard V C. ANDF�, �0, WA S 1� �p� C a 3$(klU y Qi ,?p G'7STt:�' � 1 's TONAL E�' EXPIRES: 01-24-04 .line 3(I.2003 1 , ,_ 4smino - Verify design parameters sold RE" NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE � n Design void Iwd�ed �th il MITek connectors. This design I s based only upon parameters shown, and Is for an Individual building component to be Applicability eslp paramenters and proper Incorporation of component Is responaibiity of building deaigri w- not buss designer. Bracing s►rown Is for Worst support of 12, ual'web members only. Additional temporary bracing to Insure stab lYly dudng construction ie the Ms My of the_ensctor. Additional permanent bracing of the overall structure In the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, aroctbrl and bredng, consult OST-88 Quality Standard,•OSB -89 Bracing Spa n, and HIB-91 a d iTik Handl ing Installing end Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 t ra • I I•. D Z �— Z W q JU L) 0 U) a J = H N LL WO U. CO = �W Z F— O Z [--' �5 U Ito O -- 17 F_-. WW H LL — 0 W U= O Z 4x4 = 3x4 = 4x4 = 8 -5-15 i 17.6 -1 , 26.0-0 8 -5-15 9.0.3 6 -5-15 Plate Offsets ,Y): [B:0- 4- 12,0 -1-8], [F:0 -4- 12,0 -1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 25.0 Plates Increase . 1.15 TC 0.98 Vert(LL) -0.25 H,1 >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.52 H-J >589 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.06 F n/a BCDL 10.0 Code UBC97 1ANSt95 1st LC LL Min Waft= 240 Weight: 95 lb ' TOP CHORQ 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 9A -3 oc bracing. REACTIONS (Ib/size) B= 1183/0 -5-8, F= 1183/0 -5-8 Max Horz B= 75(load case 8) Max Uplift Bz-282(load case 7), F= 282(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A -B =21, B-C- -1784, C-D =1432, D -E =1432, E -F =1784, F -G =21 BOT CHORD B-J =1575, 1 -J =1017, H -I =1017, F -H =1575 WEBS C,I=-362, D- J=466, D- H=466, E- H=-362 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC9T 1ANS195; 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) 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. 16-13, UBC -97. LOAD CASE(S) Standard V C. ANDF�, �0, WA S 1� �p� C a 3$(klU y Qi ,?p G'7STt:�' � 1 's TONAL E�' EXPIRES: 01-24-04 .line 3(I.2003 1 , ,_ 4smino - Verify design parameters sold RE" NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE � n Design void Iwd�ed �th il MITek connectors. This design I s based only upon parameters shown, and Is for an Individual building component to be Applicability eslp paramenters and proper Incorporation of component Is responaibiity of building deaigri w- not buss designer. Bracing s►rown Is for Worst support of 12, ual'web members only. Additional temporary bracing to Insure stab lYly dudng construction ie the Ms My of the_ensctor. Additional permanent bracing of the overall structure In the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, aroctbrl and bredng, consult OST-88 Quality Standard,•OSB -89 Bracing Spa n, and HIB-91 a d iTik Handl ing Installing end Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 t ra • I I•. D Z �— Z W q JU L) 0 U) a J = H N LL WO U. CO = �W Z F— O Z [--' �5 U Ito O -- 17 F_-. WW H LL — 0 W U= O Z 4x4 = 3x4 = 4x4 = •••- - • -- � -• -- • •. • -• • •••• - --• - ---•.. v.vuv o uun 4"— n,l I nn ,II- QUICD, nisi. null Jull JU Uy:91.90 LUUJ r'a9e 1 � o•o•o 13.0 -0 20 -10 -9 25.10 -8 1.6-0 5-1 -7 7-1 G-9 7 -10-9 4 -11 -15 Scale =1:45.9 06 II D 4x4 - Job russ ruse Type O ty Ply BA E 6 -14 PLAN 1944-3C m s ao•o I 8 -5.15 17.6 -1 25 -10-8 , B -5-15 R9517014 1944 -C3 A3 COMMON 8 1 i LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 25.0 Job Reference (optional •••- - • -- � -• -- • •. • -• • •••• - --• - ---•.. v.vuv o uun 4"— n,l I nn ,II- QUICD, nisi. null Jull JU Uy:91.90 LUUJ r'a9e 1 � o•o•o 13.0 -0 20 -10 -9 25.10 -8 1.6-0 5-1 -7 7-1 G-9 7 -10-9 4 -11 -15 Scale =1:45.9 06 II D 4x4 - 3x4 = 04 c 0-0-0 ao•o I 8 -5.15 17.6 -1 25 -10-8 , B -5-15 9 -0.3 8-4 -7 Plate Offsets ( : [B:0 -4- 12,0 -1-81 i LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.25 G -1 >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.95 Ve rt(TL) -0.52 G -1 >589 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: 93 lb UMBER BRACING - TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 9 -3-4 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) B= 1181/0 -5-8, F= 1070104-0 Max Horz B= 820oad case 7) Max Uplift B= 282(load case 7), F =233(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A -13=21, B-C =1779, C-D =1427, D -E =1421, E -F =1766 BOT CHORD B -1 =1570, H -1 =1012, G -H =1012, F -G =1554 WEBS C-I =-362, D- 1=466, D- G=457, E-G =349 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 1ANS195; 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) 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. LOAD CASE(S) Standard C. ANDFR� �Oxicy o u"S 11 ` a 1 w4, R �GlSTI, s EXPIRES: 01 -24.04 .rune ou,cuus _, amino . V.dv design parameters and READ NOTES ON THIS AND INCLUDED MITEN 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 kldMdual building component to be blush d and loaded vertically. Applicability of design paramenlen and proper Incorporation of component Is responsUlttyy of building designer - not truss d 1 hlstaikg end Brsdnp Rscommendegon available from Truss Plata Irudihrla, 583 D'Orwldo Drive, Madhon, WI ti3719 It .<Sa..•(wa�: u:. iCd x': �: ridit ti': C:,::: i, 3: a:' v2' rt�U. 11`::ihk %'i�W4.� r 'ilk cP�: dafifi;t 'a,Ks.!,b:ktin."f,: t j+l. Z �W J0 UO Cl J Cl) LL WO U - N = a �W Z = F- Z O W 25 U1:3 O N � H WW U- W Z U= O F- Z J ob russ cuss ype Qty P y BA P 6- 4 1944-3C m s In (loc) I/defl PLATES GRIP TCLL 25.0 R9517015 1844 -C3 A4 COMMON 1 1 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 SC 0.07 Job Reference o tional i 1w, weQa ev=Kt I I, WA 98205-3212 5.uuu s Jun 9 2003 M! FeK Industries, Inc. Mon Jun 30 09:47:47 2003 Page 1 , -1.8.0 , 13.0.0 2540 -8 1 -6.0 13-0.0 12.10 -8 Scale 1:46.1 3x4 = } i I 000 3x4 = 25 -10-8 25 -10 -8 1$ LOADING (psf) SPACING 2 -" CSI DEFL In (loc) I/defl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) n/a - n/a M1120 185/148 TCDL 7.0 Lumber Increase 1.15 SC 0.07 Vert(TL) -0.02 A >999 BCLL 0.0 Rep Stress lncr YES WB 0.06 H 0.00 V n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) 1st LC LL Min Well = 240 Weight: 142 lb, TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud /Std BRACING TOP CHORD Sheathed or 6 -0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) B= 223125 -10-8, V =82125 -10-8, AF= 97/25 -10-8, AE= 81/25 -10 -8, AH= 88125 -10 -8, AI= 113/25- 10 -8, AJ= 112/25 -10 -8, AK- 12/25-10-8, AL= 112/25 -10 -8, AM= 113/25 -10 -8, AN= 106/25 -10-8, A0= 136/25 -10-8, AD= 78/25 -10 -8, AC- 14/25-10-8, AB= 112/25 -10-8, AA= 112125 -10-8, Z= 111/25 -10 -8, Y= 118125 -10-8, X= 84/25 -10-8, W= 188/25 -10 -8 Max Harz- B= 117(load case 7) Max Uplift B =27goad case 7), AH=- 5(load case 7), AI= 15(load case 7), AJ= 11(load case 7), AK= 11(load case 7), AL =12(load case 7), AM=8(Ioad case 7), AN= 24(load case 7). AD= 10(load case 8), AC= 15(load case 8), AB =11(load case 8), AA= 11(load case 8), Z= 11(load case 8). Y= 12(load case 8). X= 9(load case 8), W= 23(load case 8) Max Grav B= 2630oad case 2), V= 95(load case 3), AF= 111(load case 2), AE= 95(load case 3), AH= 101(load case 2), Ai= 130(load case 2), AJ= 129(load case 2), AK= 129(load case 2), AL= 129(load case 2). AM= 12g(load case 2), AN= 123(load case 2), AO= 153(load case 2) AD=90(load case 3), AC= 131(load case 3), AB= 129(load case 3), AA= 129(load case 3) Z= 127(load case 3), Y= 136(load case 3), X= 96(load case 3), W= 216(load case 3) FORCES (ib) - First Load Case Only TOP CHORD A -B=41, B -C =53, C -D =35, D -E =31, E -17=32, F -G =32, G- H =-32, H -I =-32, W =32, J- K = -21, K- L=-91, L- M=-31, M -N =21, N -0 =32, O- P=-32, P- Q = -32, 0-11=32, RS =32, S -T =31, T -U =38, U -V=-44 BOT CHORD B -AO =O, AN -AO =O, AM -AN =O, AL -AM =O, AK -AL =O, AJ -AK=O, AI -AJ=O, AH. AI =O, AG -AH =O, AF- AG =11, AE- AF =11, AD- AE =11, AC- AD =11, AB- AC =11, AA- AB =11, Z- AA =11, Y Z =11, X -Y =11, W -X =11, V -W =11 WEBS K- AF=60, M -AE=.60, J- AH =-61, I- AI = -86, H- AJ =86, G- AK =85, F- AL =85, E- AM = -87, D -AN =78 GAO =110, N- AD =61, 0- AC =86, P- AB =86, Q- AA = -85, R -Z =85, S- Y = -88, T- X=-69, U -W =132 Continued on page 2 K0, W A OO�� 17.R G� EXPIRES: 01 -24 -04 ... -,. nn none �Waminp -Veit deelgn pararnetwo and READ NOTES ON TH13 AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design void for use only with MITek connectors. Thls design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. I P ability of des iIggInd M n pemenlers and proper Incorporation of component b responsibility of building designer - not truss • designer. B+acHg sfxnvn b for laiiaaral support of dual m wale member only. Additional temporary bredng b Insure stability dudng wnatrudbn b the respons WWNy r# Iha erector. Additonal permanent brodng of the overall structure b Ihs respanatWlily of lha bulWtng designer. For generet guidance reganl4W fabrkation, qualNy control, storage, delivery, erection end bredng, conwlt OST-e8 Quetiry Standard, DSB-89 aredng SperJlioation, end HIB-91 � � �gj Husd9rq butagMq end Bredng Reoommendallon avoAabla from Thus Plata Ina6Wle, 583 D'Onohb Drive, Madbon, W153718 s. 4r..u:..su: `•; �' �±: Y:," X„ uJ. L.,'" .¢d,4:t4dy:t.�,urfiu� ^cam: �` +tx,er..:,ve, 4.ar t< Z 1-- Z W Q 2 JU UO (n 0 W= I- N U- WO 2 QQ LLQ CO = �. W Z �- Z ~ W LLJ 2:5 U O� 0 H WW H !1. O W U - O Z Job russ rasa Type Q ty 6.14 P 1944 -3 m s R9517015 1944 -C3 A4 COMMON 1 1 Job Reference (optional) -- • — ^ —• •, •••• ����� �• J.VVV O ourr ' aVVJ IWIitin 111VubUItlS0 I1W. mull'Jun ou ua:Vr:vr [uuo raga z 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) 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 Detair 4) All plates are 1.5x4 M1120 unless otherwise indicated. 5) Gable requires continuous bottom.chord bearing. 6) Gable, studs spatted at.1 -4 -0 oc. 7) This truss has been designed for' a 10.0 bottom chord live load nonconcurrentwith any otherilve loads per Table No. 16 -B, UBC -97. LOAD CASE(S) Standard f i J �emino • Verify daalOn pararaebn and READ NOTES ON SNIE AND INCLUDED M1TEK REFERENCE FADE M11.7�73 BEFORE USE � Dalpn veld for use only with MITak connectors. This design Is based only upon parameters shown, and Is for an Individual buildi component to be nstalled and loaded vertically. Applicability of design pammanters and proper Incorporation of component Is respo of building designer - not truss ieslgner. Bracing drown Is for lateral support of Individual web members only. Additional temporary bracing to Insure sta Ility during construction le the , esponsbilly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance vgarding fabrication, quality control, storage, dellNery, erection and bracing, consult QST•88 Quality Standard, DSB•89 Bracing Specification, and HIB-91 r �`t •landli g installing and Bracing Recommendation avalable from Truss Plate Instihda, 583 D'Onofdo Drive, Madison, WI 53719 ` n 4 Z = Z D Ut UO N o J = F- N U.. WO � LL Q U)d = W Z I— HO Z I-- W �O U O C0_ 0 F- = W. � ~O L11 Z O F Z Job russ russ City Ply BAY D P -14 1944-3C mis 'DEFL In (loc) Vdefl PLATES GRIP TCLL R9517016 1944 -C3 D1 MONO CAL HiP 1 1 H >999 M1120 185/148 TCDL 7.0 Lumber Increase Job Reference (optional ,'inv - O—, r-,"" I " Vrn VOcWn ac 14 i u.uuu s VulI a cuuo mI Inn aiuusu,us, Inc. mull Jul] au ua:vrcgo cuua raga 0.0 -0 4 -11.3 5 -3.1,1 9 -10 -14 14 -10.9 20 -0.0 4.11 -3 0-4-8 4-7-3 4 -11 -11 5 -1 -7 Scale =1:35.1 0 -" 5x10 = 4-11 -3 4-11 -3 9 -10-14 4 -11 -11 14 -10 -9 4 -11 -11 3x8 1.50 11 D-0-0 20-0-0 5-1 -7 LOADING (psf) SPACING 24-0 CSI 'DEFL In (loc) Vdefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.19 H >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.99 Vert(T -0.32 H >746 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.10 F n/a BCDL 10.0 Code UBC97 /ANSI95 1st LC LL Min I/defl = 240 Weight 79 lb ,[UMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E `Except' TOP CHORD Sheathed or 2 -11 -10 oc puffins, except end verticals, B-E 2 X 4 DF 210OF 1.8E and 2 -0 -0 oc puffins (2.6 -14 max.): B -E. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 7 -1 -2 oc bracing. WEBS . 2 X 4 HF Stud WEBS 2 Rows at 1/3 pis D -F REACTIONS (lb/size) A= 1869/0.3 -8, F= 201210 -5.8 Max Harz A= 76(load case 6) Max Uplift A=-386(load case 6), F=- 482(load case 6) Max Grav A= 1923(load case 2), F=2020(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-B =3630, B- C= 4181, C-J= 3116, 0.1 =3116, D-E =0, E -F =380 BOT CHORD A -1 =3260, I -K =3246, H -K =3246, H-L =4181; G-L =4181, F -G =3116 WEBS B-1 =233, B -H =1045, C -H =231, C-G =1184, D -G =755, D- F=3464 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=8f4 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 bad. 4) Provide adequate drainage to prevent water ponding. 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) Girder cables hip end with 8-0-0 end setback 7) Design assumes 42 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 8) Special hanger(s) or connections) required to support concentrated load(s) 369.81b down and 148.8lb up at 5-0-1¢ on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Continued on page 2 C. AIV44, p$ 0� WASH ` Stu �– 'rt - 38 440 W �•t' � f C7S7'kizC� ,�� ' 01:% AL��' EXPIRES: 01 -24.04 hlna qn 9nnq t• • _ Warning - Yertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for MiTek connect=. This design Is based only upon parameleis shown, and Is for an IndMdual building component to be I nstalle d My. Appticablity of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. 9rscing shown b for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsbl9lty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, alilycontrol, storage, ddilvery, erection and bracing, consult OST-88 Quality Standard, DSO49 Bracing Specification, and HIB -91 Handling Installing and Bracig Recommendation available from Truss Plata Institute, 583 D'Onofdo Drive, Madison, WI 53719 M ple I 30 = Z �- Z �W D .J U UO NO CO W J F=-- CO U.. WO C/31 D �QQ LLQ �W_ Z F- 1-0 ;? f — 2 5 U O N O F— WW I-- H — 0 Z W U= O Z 1.5x4 II 44 = 4x4 = 46 = Job ruse Truss Type Qty Pl _ 6 -14 PLAN 1944-3C m s R9517018 1944 -C3 D1 MONO CAL HIP 1 1 Job Reference (optional) } j 8 21 l LOAD CASE(S) Standard Uniform Loads (plf) Vert: A- B= -64.0, B -E= 152.7, A -F =-47.7 Concentrated Loads (Ib) Vert: 8=-369.8 I V.wwv O uull a GUUv Iv 111 om IIIUU.7 —vat IIIU. Mull UU11 JV uu.Yr.YO GVVJ r-dwt, c mine - Verify design parameters and READ NOTES ON TH13 AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE slid for use only with Mrrek connectors. This design Is based only upon parameters shown, and Is for an individual building component to be and boded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibili of building designer- not lnrss Breckrg shown Is for lateral support of l ividual web members ony. Additional temporary bracing b Insure sta IMty during construction b the bitlty of the erector. Additional permanent bracing of the overall strudin is the onsiblfity of the building designer. For general guidance I fabrication, quality control, storage, delivery, erection and bracing, consult QST Quality Standard, DSB-119 Bracing Specification, and HIS -91 Insts" and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 M", 'X L Z -_- Z �W QQ JU UO U) . W= J )_ N LL. W O. U _ cf) = W ' Z H. F_ O Z I_ W Uj �p U O F- WW H �O .. Z W U =; O Z Job russ Truss Type O ty Ply P 6-14 7 PLAN 1944-3C m s BRACING ( jrOP CHORD 2 X 4 DF 2100F 1.8E 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 -M oc bracing. R9517017 1944 -C3 131J JACK 4 1 Max Grav E= 153(load case 3), B= 447(load case 1), F= 154(load case 4), C= 445(load case 3), D= 306(load case 3) FORCES (lb) - First Load Case Only Job Reference (optional 3MC WEST, EVERETT, WA 98205 -3212 5.000 s JurE -8 (Z003 MiTek Industries, Inc. Mon Jut GO 09:47:49 2003 Page 1 5-4-0 t 0 -0-0 000 -1.6-0 &0.0 12 -0-0 16.0.0 A Q n n n n A n n A n n 3 LOADING (pst) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 1ANSI95 CSI TC 0.79 BC 0.64 WB 0.00 (Matrix) DEFL in (loc) Vdefl Vert(LL) -023 B -F >406 Vert(TL) 0.46 A >45 Horc(TL) -0.00 E n/a 1st LC LL Min Ildetl = 240 PLATES GRIP M1120 185/148 Weight: 34 lb LUMBER BRACING ( jrOP CHORD 2 X 4 DF 2100F 1.8E 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 -M oc bracing. REACTIONS (lb /size) E= 128/0 -1 -8, B= 447/0 -5-8, F= 77/0 -1 -8, C= 362/0 -1 -8, D= 256/0 -1-8 Max Horz B= 1300oad case 6) Max Uplift E= 350oad case 6), B=- 88(load case 5), F- 24(load case 5), C= 103(load case 8), 13- 700oad case 6) Max Grav E= 153(load case 3), B= 447(load case 1), F= 154(load case 4), C= 445(load case 3), D= 306(load case 3) FORCES (lb) - First Load Case Only I TOP CHORD A -B =28, B -C=61, C -D =32, D -E =32 BOT CHORD B -F =0 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= 42psf; BCDL= 6.Opsf; occupancy category II; exposure C; enckrsed;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. ANo 4) Unbalanced snow loads have been considered for this design. i 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 at joints) E, F. C, D. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) E, C, D. i LOAD CASE(S) Standard o ' 380A ' •�` OIS1'k?�� •�� I 1 ' � SS rONA"t -E l EXPIRES; 01 -24 -44 Anna m 9nn3 \ Warning • Varty dastgn paramaters and READ NOTZS ON THIS AND INCLUDED MITEK REFERENCE PAGE Mlr 7473 BEFORE USE � Design VV for use only wth Welk connectors. This design Is based only upon parameters shown, and b for an Individual building component to be Installed and laded vertically. Appicabiity ofd ign paremenlen and proper Incorporation of component Is responsibility of building designer- not Wss designer. &aeYg shown b forklarel support o1 ual web members only, Addilbnal temporery bredng to Insure IUty during cCnsWdbn Is the ' rsaponaibllDy of ere eroctor. Additional permanent bradrg of the overell aW tuna Is the reaponslbUUy at the building designer. For genernt guidance ' rogardlrg I tbn, qualNycomrM, atorege, delNery, enscUon and bredng, cCnsult Q5f-89 Ouaily 6tendard, OSB. -89 eredng Spectlicatlon, end HI &91 "10 � Handilp InstaNYrg and aredng Racommendatlon available from Truss Plata InstNute, Sea p'Onotdo Drko, Maribor, WI 63718 r :;.aa•..r..td;A:S.XJx tL++ t4 ^ •'•u^'w +g.':I h •R•�Grrtis fn.�".u.4tiwn..s.«m .j4 .' w.g' • e+ wde6.i1s:.ir'div '}Siu�.Da4 �:J 7'i+u . ..:.i�4. Z Z WW ¢ G JU U N 0 W = N LL. WO LL. Q Cl) D _CY �W Z F— F— O Z f• W W U� O� Q Ir— WW H� ll. O W U= O� Z B-0-0 r Job russ Truss Type a ty 9 -10-14 DE 6 4 1944 -3 mis 14 -10 -9 20-0 -0 TOP CHORD A-B =1608, B -C =52, B-K =1770, D -K =1770, D -E =1350, E- F=-69, F -G =155 R9517018 1944 -C3 D2 MONO CAL HIP 1 1 5-1 -7 , Plate Offsets (X,17: IA:0 -4- 12,0.1 -8). C. AN right exposed; end vertical l Jab Reference optional i • • O O - 0 • �• •�. •.. - .r YII LVVJ IYII101� IIIYYll11pJ, IIIV. 1 W U11 0U11 JV VU. Yr.JV l.VV.J r-dyn 1 0.0.0 4.11.3 6-7.11 9 -10.14 14 -10 -9 20 -0.0 4-11 -3 1-8-8 3-3-3 4 -11 -11 5-1 -7 Scale = 1:34.9 0-0-0 48 \\ • C 1.50 11 30 = 3x4 = 3x4 = 0.0-0 TOP CHORD 2 X 4 HF No.2 *Except* B -F 2 X 4 DF 210OF 1.8E BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 4-0-14 oc pudins, except and verticals, and 4 -0-0 cc pudins (5 -8 -13 max.): B -F. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) A=84410-M, G= 835/0 -5-8 4-11 -3 9 -10-14 14 -10 -9 20-0 -0 TOP CHORD A-B =1608, B -C =52, B-K =1770, D -K =1770, D -E =1350, E- F=-69, F -G =155 4 -11-3 BOT CHORD A-J =1391, I-J =1384, H -1 =1770, G -H =1350 4 -11 -11 WEBS B-J =122, B4 =431, D -1 =97, D-H= -467, E- H=295, E -G =1423 4 -11 -11 NOTES 5-1 -7 , Plate Offsets (X,17: IA:0 -4- 12,0.1 -8). C. AN right exposed; end vertical l flit* A exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 0 0 $ f ' \VAS// � 3) Design load is based on 25.0 psf specified roof snow load. LOADING' (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) . -0.08 1 >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.41 Ve rt(TL) -0.14 H -1 >999 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(rL) 0.05 G n/a ,BCDL 10.0 Code UBC97 /ANSI95 (Matrix) 1st LC LL Min Udefl = 240 Weight: 80 lb TOP CHORD 2 X 4 HF No.2 *Except* B -F 2 X 4 DF 210OF 1.8E BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 4-0-14 oc pudins, except and verticals, and 4 -0-0 cc pudins (5 -8 -13 max.): B -F. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) A=84410-M, G= 835/0 -5-8 Max Horz A= 76(load case 6) Max Uplift A =185(load case 7), G= 210(load case 6) Max Grav A= 912(load case 2), G= 848(load case 2) FORCES (Ib) - First. Load Case Only TOP CHORD A-B =1608, B -C =52, B-K =1770, D -K =1770, D -E =1350, E- F=-69, F -G =155 BOT CHORD A-J =1391, I-J =1384, H -1 =1770, G -H =1350 WEBS B-J =122, B4 =431, D -1 =97, D-H= -467, E- H=295, E -G =1423 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; C C. AN right exposed; end vertical l flit* A exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 0 0 $ f ' \VAS// � 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) Prov(de adequate drainage to p prevent w 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 38 LOAD CASE(S) Standard � ��� (, 3 AL EXPIRES; 01 -24 -04 j ' June 30 ,,,,"Wsminp - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE ID Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual budding component to be Installed and Waded verticslly. Applicability of des pammenters 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 responalbWky of the ereclar. Additional permanent bracing of the overall auucture is the responsibility of the building designer. For general guidance regarding fabrication, qualky control, storage, delivery, erection and bracing, consult OST-88 Duality Standard, OSB-89 Bracing Spedficallon, and HIB-91 PIT � Handling Installing and Bracing Recommendation available from Truss s Plate Institute, 583 D'Ono Drive, Madison, WI 53719 r r ;.: .• .� ..4..ci»sD"' a ...° 1wc s ... r. µ' � s±? isx_' Eex: �rr�! �+' �•?g?xcrga!e f Z �- W JU UO NC1 W = N LL WO �Q d W Z �_ I— O W W UC) ON o ff W F- U_ 0 z W U= O Z Job russ rugs Type Qty Pty BAY D V OP 6 -1 1944-3C m s WEBS 2 X 4 HF Stud BOT CHORD 26 -0-0 J WEBS R9517019 1944 -C3 D3 MONO CAL HIP 1 1 6-3-4 Plate Offsets X,1): [A:0.2 -0,0 -0 -2], [ :0- 4 -0,0 -1 -0] Job Reference o Clonal I mu b w I, r - v rr«If, vvr%eocuu-ac.rc a.uuu s dun a tuua mr r eR rnuusures, mu. mun dun ou ua ;yro r cuud rauu r o -o-o 3-11 -5 7 -7 -3 7 -11 -11 13 -8.12 20-0-0 3 -11.5 3.7 -14 04-8 5.9-1 6 -3-4 Scale =1:35.2 0-0-0 5x8 = C 3x4 = . 1.5 II 0-0 -0 L UMBER BRACING 7 -7-3 TOP CHORD BOT CHORD 2 X 4 HF 165OF 1.5E 13 -8-12 WEBS 2 X 4 HF Stud BOT CHORD 26 -0-0 J WEBS 7 -7 -3 6-1.8 6-3-4 Plate Offsets X,1): [A:0.2 -0,0 -0 -2], [ :0- 4 -0,0 -1 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Well PLATES GRIP TOLL • 26.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.08 A -H >999 M1120 1851148 TCDL 7.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.16 A -H >999 BCLL 0.0 Rep Stress Incr NO WB • 0.51 Horz(TL) 0.03 F n/a BCDL 10.0 Code UBC97 /ANSI95 1st LC LL Min Udell = 240 Weight: 81 lb L UMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud BOT CHORD WEBS REACTIONS (lb /size) A= 829/0 -3-0, F= 829/0 -5.8 Max Hoiz A=11011 (load case 6) Max Uplift A= 173(load case 7), F= 207(load case 6) Max Grav A= 905(load case 2), F= 847(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-13=1364, B-C =1144, C-D =933, D-E =0, E- F=-196 BOT CHORD A-H =1206, G -H =1031, F-G =933 WEBS B- 1-1=-187, C-H =220, C -G =115, D-G =184, D -F= -1094 Sheathed or 4 -5-7 oc purlins, except end verticals, and 4 =0-0 oc purlins (4 -0 -3 max.): C-E. Rigid ceiling directly applied or 10 -0-0 oc bracing. 1 Row at midpt D -F NOTES 11) 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 loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) 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. 7) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. - LOAD CASE(S) Standard C. AN,0�� �� 0� W�1,5I f�� s'p� . 4 <, yam. ry 040 G� A EXPIRES: 01 - 24 - 04 June 30.2003 1 amine - Verify design parameters and READ NDTF3 ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE Design valid for use only wkh MRak connectors. This design b based only upon parameters shown, and Is for an Individual building component to be installed and Seeded vertically. Applicability of desion paramentera and proper incorporation of component Is responsibility of building designer - not truss rtnigner. Bredng shown Se for latent support of Indivdual web members only. Additbnel temporary bredrp to insure sta Nly during conabudbn b the rwpansblYkY of the erodor: Additlonal permanent brackq of the overall shydure Is the responalWlky of the bu{Iding designer. For general gu{dance regarding }abricatlon, qualkycontrol, storege, delivery, erection end bredng, consult 11ST 88 Quality StandaN, OSB 89 Bradn9 SpeciBcatlon, end HI &91 ".j Xk160 Ffandlkrg InstaNing and Bredng Reeortwnendatlon available from Truss Plata Instlhrle, 683 D'Onolrlo Drive, Madison, W 1 63719 0 Is . 1 xik <i2ry r , ',',.,'• �.,...:.. >,..;v.. wall.. sF; �: c!• vt' 3, G,;: iu: �. sµr+ iAr' a'+ du.. 9s.) r� :[;i.:-i:wti'.44..tj:;.a @�'tSa .. ,., - A, +:b Z j✓H Z . W QQ D JU 0 U) o NW J � N LL WO U. C0 D Z F.. W Z H F- O Z I-- 25 U� O N 0 1-- WW H H LL O Z W U= O Z 3x4 = 3x4 = 3x4 = Job ruse ruse Type ci ty Ply BAY DEVELOPMENT#6-147 1944-3C m s Plate Offset$ ( ,10: (A.-O-2-10,0-1 LOADING (psf) SPACING 2 -0-0 CSI R9517020 1944 -C3 D4 MONO CAL HIP 1 1 Vert(LL) 0.09 A -1 >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Job Reference (optional 0 ,Viol- ..�.-.. ---, 1, ..I1.VVGViJ - 0414 1 I 0-0.0 3x4 = 48 \\ D 3x4 = I IV 44 = 0.0-0 0-0.0 _ 7 -7 -3 _ 13 -8-12 20-0.0 1 7 -7-3 8-1.8 r 8 -3-4 Plate Offset$ ( ,10: (A.-O-2-10,0-1 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 25.0 Plates increase IA5 TC 0.64 Vert(LL) 0.09 A -1 >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.16 A -I >999 BCLL 0.0 Rep Stress incr NO WB 0.53 Horz(TL) 0.04 G n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) 1st LC LL Min I /deli = 240 Weight: 83 lb LUTABER BRACING ' TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4 -1-4 oc puriins, except end verticals, and BOT CHORD 2 X 4 HF 165OF 1.5E 4 -0-0 oc purlins (5 -2 -11 max.): C -F. WEBS 2 X 4 HF Stud BOT CHORD Rigid celling directly applied or 10 -0-0 oc bracing. WEBS 1 Row at mldpt E-G REACTIONS (lb /size) A= 841/0 -3 -0, G= 838/0 -5-8 Max Horz A= 112(load case 6) Max Uplift A=l 91(load case 7), G= 212(load case 6) Max Gray A= 929(load case. 2), G= 865(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD A -13=1492, B-C =1288, C -D =52, C-J =1017, E-J =1017, E -F =57, F-G =183 BOT CHORD . A -1 =1290, H -1 =1122, G -H =1017 WEBS. B-1 =178, C-1 =234, C -H =124, E -H =174, E-G =1126 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; left and right exposed;Lumber DOL =1.33 DOL =1.33. C. AN �£� porch plate grip 3) Design load is based on 25.0 psf specified roof snow load. 0 $ �'A5 O 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per v� Table No..16 -8, UBC -97. 7) Design assumes 4x2 (fiat orientation) pudins at oc spacing Indicated, fastened to truss TC w/ 2 -1 Od nails. LOAD CASE(S) Standard 38040 k� ISTER \ S SIONAL E EXPIRES, 01 -24 -04 11,.,e 4n Onn4 ' VYIIV VV,LV VV > arnina - ye ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101II -7473 BEFORE USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an indMdual building component to be Installed and Waded vwdc*. Applicability of design paramentam and proper Incorporation of component IS responsibility of building designer - not buss daaigrw. Bracing shown b for lateral support or 1Mdual web members only. Additional temporary braci to Insure stability during construction Is the responsbiilllyof 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 OBT48 Quality Standard, DSB-89 Bracing Specification, and HIB•91 WM ITj db Handli g InstaltIng and Brac4V Recommendation available from Truss Plate Institute, 683 D'Onofrb Drive, Madison, WI 53718 e` r V.UVV b .tun V 4UVJ MI 1 eR 11MUbUIeb, 1116. IVIU11 Jun JV Utr;41 4VU0 rage 0 -0•D 3.11.5 7 -7 -3 9.3.11 13 -8 -12 20.0 -0 1 i � 3.11 -5 3 -7 -14 1 -8.8 4 -5 -1 6.3-4 Scale = 1:34.8 s alai• . �fuut ....• •'.:.�. .• •� • S,S+it(1.�a i',:lyiniai!;•.dxl sl't b/a. ..R.s,R� !rfl'�Y•� ••. .,..�, urr.,.d;:vy.iA4aaWylLfll + w � +t .+� 6(ul .. ^ +'14^' ! !•.M , Z IZ �-- IL UO Cl) U co W J � N LL. LL , 0 �J LL. Q Cl) = F- UJ Z = F- O LL1 F— LLI 25 UC3 O N 13 F- WW HU LL — 0 .Z W U= O Z J ob russ ruse Type Qty Ply B OP EN 1944-30 m s 0-0.0 2 X 4 HF Stud 1 8-0-0 R9517021 1944 -C3 F1 COMMON 1 1 8 -0-0 Plate Offsets X,1): IB:0 -1- 12,0 -1 -8 ,[F :0-1- 12,0 -1-8] Job Reference optional }IIYIV• ` 1, L ^I^LI,, YI/I OVGVJ - VG IG Q -wv b .Pun n GUUO mr r HR nruusures, mc. rvron sun au Ua ;9r ; 09 cuua rag0 6•0 -1.6-0 4 -2 -7 8.0.0 11 -9 -9 16 -M 17 6 -0 , 1 r 1 -6.0 4-2 -7 3.9.9 3-9-9 4 -2 -7 1.6.0 Scale - 1:31.1 4x4 - C 11 A 0 LUMBER 0-0.0 TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 0-0.0 2 X 4 HF Stud 1 8-0-0 16 -0-0 , 8.0.0 8 -0-0 Plate Offsets X,1): IB:0 -1- 12,0 -1 -8 ,[F :0-1- 12,0 -1-8] LOADING (psf) SPACING 24-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 25.0' Plates Increase 1.15 TC 0.26 Vert(LL) -0.11 B -H >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.21 B -H >870 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 F n/a BCDL 10.0 Code UBC97 /ANSI95 1st LC LL Min Udell = 240 Weight: 75 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) B= 763/0 -5-8, F= 763/0 -5-8 Max Horz B= 53(load case 8) Max Uplift 13= 191(load case 7), F= 1191 (load case 8) FORCES (lb) - First Load Case Only TOP CHORD A -B =21, B- C=954, C-D =702, D -E =702, E -17=954, F -G =21 BOT CHORD B-H =839, F -H =839 WEBS C-H =238, D-H =374, E-H =-238 BRACING TOP CHORD Sheathed or 5-7 -11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) This truss has been c}Iecked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 1ANSI95; 85mph; h=8ft; TCDL= 4.2psf, BCDL= 6.0psf, 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)' 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) 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 1.50 M1120 unless otherwise Indicated. 7) Gable studs spaced at 1-4-0 Dc. . 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live.loads per Table No. 16-8, UBC -97. LOAD CASE(S) Standard '*�-_ C. AN,), 4 C w = r1� t�' s t 6S 3S' S ? S tCNA'L E� EXPIRES: 01 -24.04 June 30,2003 �� - Verify design parameters and READ NOTES ON TH13 AND INCLUDED MITEK REFERENCE PAGE NnI.7473 BEFORE USE Design valid for use only with MiTak oonnectors. 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 u responsibility of building designer- not truss designer. Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of t erector. Additional permanent bracing of the overall structure Is the responsibility of the bulking designer. For general guidance regarding labricallon, quality control, storage, delWry, erect on and bracing, consult OST-88 Quality Standard, OSB-89 Bracing Specification, and HIB-91 �r t� Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrfo Drive, Madison, WI 53719 n r '•:. .':... .. ��•, .. ... y ..• . .,,. , . •.... .. � � � , `.�i wiititiitfin'�" .ii:ifi.fLn'uli ..1,..1:....1✓ � Z JU UO N J = I.- Cl) LL WO 2 QQ LLQ =d �W Z F- �--- O Z �- W L U U� O- a H WW H LL H — 0 .Z W U =' O Z 3X10 = - "' 'o russ Truss ype Qty y B AY DEVELOPMENT#6-147 1944-3C m s SPACING 2-0-0 CSI DEFL In (loc) Vdefi R9517022 1944 -C3 K1 COMMON 1 1 B-F >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.28 Job Reference optional nmG VVr-Q I. C , % M r t, wvM too4u.73L1L f A.UVu b duff U GUu3 Mr 1UK r11Uu5rrrU5, rr1U. MUI, JUrr 3U VJ:'1 /.VU LVVJ F I , -1 -" , 5-1.8 _,_ 10-3 -0 11�3-0 , 1 -0 -0 5-1.8 5-1 -8 1 -0 -0 Scale =1:20.0 4x4 C - 9 0.0 3x4 = II 5-1.8 3X4 - a 10-3-0 , 5-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Vdefi PLATES GRIP TCLL 25.0 • Plates Increase 1.15 TC 0.42 Vert(LL) -0.02 B-F >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.03 B-F >999 BCLL 0.0 Rep Stress Incr YES WS 0.07 Horz(TL) 0.01 D n/a BCDL 10.0 Code UBC97 /ANS195 1st LC LL Min I /deft = 240 Weight: 37 lb LUMBER BRACING )TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc puffins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud/Std REACTIONS (lb /size) B= 490/0 -5-8, D= 490/0 -5.8 Max Horz B=- 35(load case 8) Max Uplift B= 124(load case 7), D= 124(load case 8) Max Grav 8= 490(load case 2), D= 490(load case 3) FORCES (Ib) - First load Case Only TOP CHORD A -13=14, B -C =-438, C- D-438, D -E =14 BOT CHORD B- F=387, D -17=387 WEBS C -F=98 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 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) Design load is based on 25.0 psf specified roof snow load. 5) Unbalanced snow bads have been considered for this design. 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. LOAD CASE(S) Standard r . Waming - Yorify design parametors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411144T3 BEFORE USE Design valid for use only with Wak connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded verlkaMy. Appliabliity of design paramenters and proper incorporation of component is responsibility of building designer- not truss dea ner, Braci shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblgily of the erector. Additional permanent bracing of the overall structure Is the responsibllily of the bulding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, onsult OST-88 Quality Standard, 0SB49 Bracing Specification, and HIB-91 Handling Installing and Bracing Reeommendation available from Truss Plate Institute, 583 Mofrto Drive, Madbon, WI 53719 IF r C. i�0 W� Ai EC EXPIRES: 01 -24 -04 June 30,2003 o, ,.r.. ..ax:w�e"Jraia..,,„�3 u3t',its'»z:.:. eft: i�i�. dl�s ►iu;�ir'k «�rw'.: «. +�r,..s«.:� a- �.✓�,a '�++ w:a }, �i .�m�tiHftLa.w4w.'.as,°rrh��•. Z ~ W 7— JU UO UU J CO U- WO J IJ.. CO C3 = W Z f.. 1— O Z f - W U O- o t- WW H �. U. O .. Z W U= O Z OF Job russ cuss Type ty y P 6-14 N 1944-3C MIS Plates Increase 1.15 TC 0.21 Vert(LL) n/a - n/a M1120 18048 TCDL 7.0 R9517023 1944 -C3 84 COMMON 1 1 WB 0.04 Horz(TL) • 0.00 T n/a ,BCDL 10.0 Code UBC97 1ANSI95 (Matrix) Job Reference (optional hmu vVMQ01' 0 Cr(C 1 I, VVH troLOO o.uuu s Jun u zuu3 MI r eK ujuutitrre5, inn. MOIL -jun au vu ;4r ;OO 6uua rays r - 1,6 -0_, _ 12.6.0 , 25.0.0 + 26.6.0 1-6 -0 12.6 -0 12-6.0 1 -6.0 Scale = 1:45.8 3x4 = a , 0-0-0 • K L .. 54 = 25-0.0 25-0-0 q LOADING (psf) SPACING 2 -0-0 CSI DEFL in '(loc) Vdefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) n/a - n/a M1120 18048 TCDL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 A >999 SCLL 0.0 Rep Stress incr YES WB 0.04 Horz(TL) • 0.00 T n/a ,BCDL 10.0 Code UBC97 1ANSI95 (Matrix) 1st LC LL Min Vdefl = 240 Weight 108 lb TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 8= 237/25-0-0, T= 237125 -0 -0, AD= 93125 -0-0, AC= 87125-0-0, AE= 44/25-0 -0, AG= 112/25 -0-0, AH= 113/25 -0-0, AI= 110 /25 -0-0, AJ= 122125 -0-0, AK= 66/25-0-0, AL= 221125.0-0, AB= 761254-0, AA =115/25 -0 -0, Z= 112/25 -0-0, Y =110125-0-0, X= 122/25 -0-0, W=66/25 -0-0, V= 221/25.0-0 Max Horz B= 69(load case 7) Max Uplift 8=- 490oad case 5), T =53(load case 6), AE= 28(load case 7), AG= ,10(load case 5), AH =7(load case 7), AI =8(load case 5), AJ=- 4(load case 5), AK= 18(load case 7), AB= 9(load case 8), AA =9(load case 8), Z =7(load case 6). Y=- 8(load case 8), X= 41(load case 6), W =18(load case 8) Max Grav 8= 279(load case 2), T= 279(load case 3), AD= 107(load case 2), AC=101(load case 3), AE= 56(load case 2), AG =129(load case 2), AH= 130(load case 2), AI= 126(load case 2), AJ= 140(load case 2), AK= 77(load case 2), AL= 251(ioad case 2), AB= 88(toad case 3), AA= 131(load case 3), Z= 129(load case 3), Y= 126(load case 3), X= 1400oad case 3), W= 77(load case 3), V=251 (load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B =28, B -C - 24, C -D =29, D -E =8, E- F=-21, F -G =21, G- H = -21, H-1= 21,1 -J =13, J -K =21, K -L =21, L -M =13, M -N =21, N -0 =21, O -P=21, P -Q =21, Q -11=19, R -S =-29, S- T=-43, T -U =28 BOT CHORD B- AL=-0. AK-Al:-O, AJ- AK=O,'AI -AJ=-0, AH- AI=-O, AG -AH= 0, AF -AG=O, AE -AF =7, AD-AE AC -AD =7, AB-AC- AA -A8 =7, Z -AA=7, Y Z =7, X -Y =7, W-X =7, V -W =7, T V =7 WEBS J -AD= 65, L- AC =-65, I- AE =59, H- AG= -87, G- AH =-86, F- AI =84, E- AJ =92, D- AK -52, GAL= -165, M- AB=59; N- AA - -87, O- Z =-86, P -Y =84, Q -X =92, R -W =52, S -V =165 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 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. Continued on page 2 rti� F� 38-0 )N AL t EXPIRES: 01 -24 -04 j .lung 30.2003 _ Warning - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE FAOE MII.7473 BEFORE USE Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and Is for an Individual buiding component to be Installed and loaded vertically. Appicablity of deslpn paramenters and proper Incorporation of component Is responsibility of bullding designer - not truss designer. Bradng sflown is for lateral eupport al individual web member only. Addltlonal temporary bradng to Irqure stablYty during constnlcllon b the responttbUlity of the aredor. AddiBonal permanent bas of the overall sbudure Its the responsibility of the bulWlnp designer. For general gukSonce regarding fabrf on, qualky con 1, storage, delivery, erection and bracing, consult OST-85 Duality Standard, DSB 89 Bradng SpedficaVon, and HIS -81 it iTji Handlkp Installing and Bracing Recommerdadon avallable from Truss Plate Inslhute, 683 Mnofrlo Drive, Madison, WI 53719 T k 2 Z Z . W QQ JU UO N J = H Cl) U. WO J U. CO = W Z f.- F. O Z h- W U0 ON 01-- WW H L O .Z W fJ O Z Job russ russ Type aty ply BAY D V 6- 4 11944-3C m s 1944 -C3 S1 COMMON 1 1 R9517023 9 20 2 Job Reference optional !, 0 s 9 2003MI e n us es, nc, on un 30 :4 : 67 2003 Page 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 Detail" ( 4) All plates are 1.5x4 M1120 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. i 6) Gable studs spaced at 1-4 -0 oc. s 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any othewive loads per Table No. 16 -8, UBC-97. LOAD CASE(S) . Standard a i i i ,1Waming -Verily design Para -titan and READ NOTES ON THIS AMC INCLUDED MITEK REFERENCE PAGE MI1-7473 OEFORE USE )esign vdd for use only with Wok connectors. This design is based only upon parameters shown, and Is for an Individual building component to be nafa W and loaded vertically. Applicability of design paramentets and proper Incorporation of component Is rasponsiblity of building designer- not truss Issigrar. Bracing shown Is for lateral support of l usi web members only. Additional temporary bracing to insure stability during construction is the ssponsibgYy of the -rector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance sgarding fabdea8on, quaRy control, storage, delivery, erection and bracing consuR QST-88 Quality Standard, DSO-89 Bracing Specification, and HIB-91 WAIN Installing and Bracing Recommendation avertable from Truss Plate Instllute, 583 D'Onotdo Drive, Madison, WI 53719 F, pa Z � U. UO X17 C0 =. N V, W O J LL Q N LLI Z F.- F— O Z F— W W 12 5 UO ,O N. o E- WW lit CO U= O Z Job russ T russ T ype ty ly BA PMENT#6-147 PLAN 1944-3C m s 000 25.0 -0 R9517024 1944 -C3 S2 COMMON 4 J, 8 -5.0 LOADING (psf) SPACING 2 -0-0 CSI Job Reference (optional -• -•- ••-- •.-- �••�..,...... - -- - IYII I - if 1-aV Iva, 11-. Mul I VUI I Ju Vv.Y fuu.7 r-bytl I l 0 0 -0.0 1 8 0 6.10 -2 12-6 -0 18.1 -14 2540 266.0 1 6 - 10 - 2 5.7 - 14 5.7 - 14 6 - 10.2 1.6.0 Scale - 1:45.8 4x6 II D N UMBER OP CHORD 2 X 4 HF No.2 " OT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 3 -1 -13 oc puldins. BOT CHORD Rigid ceiling directly applied or B-2-4 oc bracing. u REACTIONS (lb /size) B= 1141/0 -5-8, F= 1141/0 -5.8 Max Horz B= 48(load case 7) Max Uplift B=- 286(load case 5), F= 286(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B =14, B-C =2226, C-D =1996, D -E =1996, E -F =2226, F -13=14 BOT CHORD BJ= 2099.1 -J =1460, H -1 =1460, F -H =2099 WEBS C-J =350, D -J=623, D-1-1=623, E- 1-1=-350 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 bad. . 4) Unbalanced snow bads 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. LOAD CASE(S) Standard E¢T C. A?Vj)e [t 4p�4,� \ \+AS sp n o w� EXPIRES: 01- 24 -04' s... on nnno {tr, vu1ly au,cuu� Warrrinp -VarNy design parameters and READ N07Ea ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE In led and doruse with MTek�cton. is design Is based only upon parameters shewn, and is for an Individual building component to be ly. Applicability design paramentens 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 responslbl8ky 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-58 Quality Standard, DSB-89 Bracing Specification, and HIB-91 PIT �j Handling Installing and Bracing Recommendation nallable from Truss Plate Institute, 583 VOW& Drive, Madison, WI 63719 T M1 'ww ^...... �.n�:.a...,,.: �. . , ..'r,�, t I.. Snt.:.. w.• F} nCi•. v ..+td +lid'. "i'rii StUYi� :.i.r:. 4.r?.w...w'? N.iY.:+(� 'tw.'Ara ":i4 �: 1LtMY' Z }- Z � W QQ � WV UO Cl) o CO LL1 J � to W W O �J LL Q _ d �W Z = i` 1- O Z I-- 11j W V = C1 0 - D I- W H H - O •Z W U= 0 f" Z 3x8 •= 3x4 = 3x8 = 0- D - O 8.5 -0 16 -7-0 000 25.0 -0 8 -5-0 8 -2 -1 8 -5.0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.20 H-J >999 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -OA5 HJ >650 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(fL) 0.08 F n/a BCDL 10.0 Code UB097 /ANSI95 1st LC LL Min Udell = 240 Weight: 82 lb UMBER OP CHORD 2 X 4 HF No.2 " OT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 3 -1 -13 oc puldins. BOT CHORD Rigid ceiling directly applied or B-2-4 oc bracing. u REACTIONS (lb /size) B= 1141/0 -5-8, F= 1141/0 -5.8 Max Horz B= 48(load case 7) Max Uplift B=- 286(load case 5), F= 286(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B =14, B-C =2226, C-D =1996, D -E =1996, E -F =2226, F -13=14 BOT CHORD BJ= 2099.1 -J =1460, H -1 =1460, F -H =2099 WEBS C-J =350, D -J=623, D-1-1=623, E- 1-1=-350 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 bad. . 4) Unbalanced snow bads 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. LOAD CASE(S) Standard E¢T C. A?Vj)e [t 4p�4,� \ \+AS sp n o w� EXPIRES: 01- 24 -04' s... on nnno {tr, vu1ly au,cuu� Warrrinp -VarNy design parameters and READ N07Ea ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE In led and doruse with MTek�cton. is design Is based only upon parameters shewn, and is for an Individual building component to be ly. Applicability design paramentens 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 responslbl8ky 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-58 Quality Standard, DSB-89 Bracing Specification, and HIB-91 PIT �j Handling Installing and Bracing Recommendation nallable from Truss Plate Institute, 583 VOW& Drive, Madison, WI 63719 T M1 'ww ^...... �.n�:.a...,,.: �. . , ..'r,�, t I.. Snt.:.. w.• F} nCi•. v ..+td +lid'. "i'rii StUYi� :.i.r:. 4.r?.w...w'? N.iY.:+(� 'tw.'Ara ":i4 �: 1LtMY' Z }- Z � W QQ � WV UO Cl) o CO LL1 J � to W W O �J LL Q _ d �W Z = i` 1- O Z I-- 11j W V = C1 0 - D I- W H H - O •Z W U= 0 f" Z 3x8 •= 3x4 = 3x8 = J ob rus8 Truss ype CSI y L m s 1.15 TC 0.98 TCDL 7.0 Lumber Increase . 1.15 R9517025 1944 -C3 S3 COMMON 1 2 Code UBC971ANS195 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E Job Reference (option-1) UMU WtSI, tVt:Kh", WAu62o5 -3212 4 -7-4 8.6 -10 , 12 -6-0 16 -5-6 20.4 -12 , 25 -0-0 1 26-6-0 , 4 -7-4 3 -11 -6 3 -11 -6 3 -11-6 3 -11-6 4 -7-4 1-6-0 Scats a 1:42.1 5x8 II - D 5.000 s Feb 6 2003 MITek Industries, Inc, Mon Jun 3015:10:25 2003 Page 1 , 4-7-4 8 -6-10 1 12 -6-0 16-5 -6 1 _ 20 -4 -12 _ 25-0-0 4 -7-4 3 -11-6 3 -11-6 3 -11-6 3 -11-6 4 -7-4 LOADING (pso SPACING 2.0-0 CSI 7CLL 25.0 Plates Increase 1.15 TC 0.98 TCDL 7.0 Lumber Increase . 1.15 BC 0.81 'WLL 0.0 Rep Stredsincr NO WB 0.60 PCDL 10.0 Code UBC971ANS195 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 6 OF 210OF 1.8E WEBS 2 X 4 HF Stud 'Except D-K 2 X 4 HF No2 WEDGE Left 2 X 4 HF Stud, Right: 2 X 4 HF Stud DEFL in (too) Well Vert(LL) -03T K -M >802 Vert(TL) -0.62 K -M >476 Horz(TL) 0.14 G n/a 1st LC LL Min UdeO = 240 BRACING TOP CHORD Sheathed or 1 -7-8 oc pudins. BOT CHORD Rigid ceiling directly applled or 10.0 -0 oc bracing. PLATES GRIP M1120 1851148 MII20H 165/146 Weight 240 lb REACTIONS (Ib/size) A= 561910 -5.8, G= 585110 -" Max Harz A= 64(load case 8) Max Uplift A- 1092(load case 5), G= 856(load case 6) Max Grav A- SW9(load case 2), G= 5884(load case 3) FORCES pb) -.First Load Case Only TOP CHORD A-B= 16750, B- G=- 12576, C-D =9280, D-E =9280, E- F= 12016, F- G= 14642, G-1-1=16 BOT CHORD A -N =15844, M-N= 15844, L -M =11931, K-L= 11931, J-K =11400, W =13850, G-1 =13850 WEBS B-N= 2679, B•M=4186, C-M =3021, C-K =3841, D-K =5616, E-K= -3189, EJ =2465, FJ =2621, F-1 =1616 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 - 3 rows at 0-5-0 oc. Webs connected as follows: 2 X 4 -1 row at D-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=8f4 TCDL= 42psf•, 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. 4) Design bad is based on 25.0 psf speed roof snow load. 5) Ail plates are M1120 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ova loads per Table No. 16-B, UBC -97. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1092 lb uplift at)oint A and 856 lb uplift at)olnt G. 8) Special hanger(s) or connection(s) required to support concentrated load(s) 2147.1lb down and 629,1lb up at 4-74 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Snow; Lumber Increase =1.15, Plate Increase =115 Uniform Loads (pif) Veit A-D =64.0, D-H= -64.0, A -N= -20.0, G-N =388.4 Concentrated Loads ilbt C. A SG4T N ,)Ek� ���,��� So d 38040 W �cfSIT,Re�' A �� l EXPIRES: 01 -24 -041 June 30.2003 Vert: N= 1869.0 - /Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll -7473 BEFORE USE Design valid lot use onywith MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Appilcsbllty of d - n 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 consbuction 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 QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ft{7r Handli Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 Pei It ' •C !a. ,;'• i'du+,lw:i:�f r -0:. satenkNfru'�. }'�al &. ,*.• ,;:..Fef�euJV4Md:`�LY•F {JSU.w.lu�.: wFiaSK.e«tirY:t' ! Aw iN r. w'i1bI�Yf4:•1�?flre.�,y'vj:I.W4 i1i8.<uf •..{U't't �jKLSr.�,ih +�lriJC Z Z W � D U UO NO C0 W J c!) U- WO U - ry W �- O Z f 2:3 U ON 93 �-- WW f• LL O W U= O Z 48 = n m a. - n + ' 4x6 = 3X10 it . 6x8 = 502MI120H = 6x6 6X6 = 3x10 II IV Job r russ c cuss C City P Ply A AY D 6- 4 1944- m s R9517026 1944 -C3 S S4 R ROOF TRUSS 1 1 1 1 Job Reference (optional r !"' " O vcnr=, ,, vvn aocua-oc,c Q.UUe s Jun U NUJ ml 1 UK Inu USUles, Inc. mon Jun du Ue:9C:uu zuuJ raga i 0.0.0 5 -9.11 12 -1 -0 13-7-0 5.9.11 6 -3.5 1.6.0 1.150 11 Scale - 1:24.9 A r 5.9 -11 6.3 -5 LOADING (psf) SPACING 2-0-0. CSI DEFL in (loc) I/defl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.04 E -F >999 M1120 1851148 TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vart(TL) -0.08 E -F >999 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.02 C n/a SCOL 10.0 Code UBC97 /ANS195 1st LC LL Min Well = 240 Weight: 44 lb -� tFU111BtER BRACING OP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4 -7 -12 oc puffins, except end veiticals. �••... 130T 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) F= 49210 -3 -0, C= 60210 -5-8 Max Horz F= 116(load case 5) Max Uplift F= 129(load case 6), C= 167(load case 8) Max Grav F= 565(load case 3), C= 697(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -F =181, A -B =O, B-C =713, C -D =14 BOT CHORD E -F =672, C-E =672 WEBS B- F= 719, 8-E =117 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 gdp DOL =1.33. 3) Design load Is based on 25.0 psf specified roof snow bad. 4� C. A1VD� 4) Unbalanced snow loads have been considered for this design. SG 'V 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per O� O .S WAF 0 Table No. 16 -B UBC -97. LOAD CASE(S) Standard O� 3� 8 0 W� 01 is rj= ti 4 • SSrdNA1. �r,G EXPIRES: 01 -24.04 It Una can 7nnQ �lfavnlng - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 11081111.7473 BEFORE USE Design valid for use only with hifTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Insud d and loaded vertically. Applicability of dsafyn paramenters and proper Incorporation of component Is responsibility of building dastgner- not truss dssignsr. Bradng shown b for blarol support of In Nidual web members only. AddUonal temporary bradng to Insure eta INty dudnp constnrction b the rospomiWNky of Uw erector. Additional partnanent hredng of the overall str}rdure k Ure responslblliry of the twlkUng designer. For general guidance regarding hbrloatlon, quality control, storage, dalhrery, arectbn and brsdng, consult DST-88 Duality Standard, DSB•89 Brodng SpedlleaUon, end HIB -81 M HandMg InataNing and Brecing Recommendation avaUable hom Truss Plate Institute, 683 D'Onoldo Drive, Madison, WI 53719 lfir Y`• i Z Z W QQ JU UO (/) CO) W J X (� U- 0 J W? li Z� E- O Z F- r 2 � 0 (j) o F- WW F-- LL Z U= O F .. Z 0 -0.00 = 1.5x4 11 3x4 11=0 - 0 3� 8 0 W� 01 is rj= ti 4 • SSrdNA1. �r,G EXPIRES: 01 -24.04 It Una can 7nnQ �lfavnlng - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 11081111.7473 BEFORE USE Design valid for use only with hifTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Insud d and loaded vertically. Applicability of dsafyn paramenters and proper Incorporation of component Is responsibility of building dastgner- not truss dssignsr. Bradng shown b for blarol support of In Nidual web members only. AddUonal temporary bradng to Insure eta INty dudnp constnrction b the rospomiWNky of Uw erector. Additional partnanent hredng of the overall str}rdure k Ure responslblliry of the twlkUng designer. For general guidance regarding hbrloatlon, quality control, storage, dalhrery, arectbn and brsdng, consult DST-88 Duality Standard, DSB•89 Brodng SpedlleaUon, end HIB -81 M HandMg InataNing and Brecing Recommendation avaUable hom Truss Plate Institute, 683 D'Onoldo Drive, Madison, WI 53719 lfir Y`• i Z Z W QQ JU UO (/) CO) W J X (� U- 0 J W? li Z� E- O Z F- r 2 � 0 (j) o F- WW F-- LL Z U= O F .. Z 0 -0.00 = 1.5x4 11 3x4 11=0 - 0 Y`• i Z Z W QQ JU UO (/) CO) W J X (� U- 0 J W? li Z� E- O Z F- r 2 � 0 (j) o F- WW F-- LL Z U= O F .. Z 0 -0.00 = 1.5x4 11 3x4 11=0 - 0 J ob russ cuss Type City Ply BAY D VE 6 -14 19:9-3C m s R9517027 1944 -C3 V1 PIGGYBACK 1 1 (psf) SPACING 2-0-0 CSl DEFL In (loc) Job Reference optional )o S , 2 5. 000 s Jun 9 2003 MI e n ustries, nc. Mon Jun 3 09: 48:012003 Page 1 B-7 -7 17 -2 -13 8.7 -7 B -7 -7 Scale =1:27.7 04 = jrOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Stct i PLATES MII20 Weight: 57 lb GRIP 185/148 BRACING TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing. REACTIONS (lb /size) A =- 15/17 -2 -13, K= .15/17 -2 -13, B= 131/17 -2 -13, J= 131/17 -2 -13, 0= 154117 -2 -13, P= 168/17 -2 -13, Q= 168/17 -2 -13, R= 168/17 -2 -13, N= 168/17 -2 -13, M= 168117 -2 -13, L= 168/17 -2 -13 Max Harz A= 380oad case 6) Max Uplift A= 18(load case 2), K 18(load case 3), B= 2(load case 7), P= 17(load case 7), Q =1 B(load case 7), R=- 18(load case 7), N= 16(load case 8), M= 18(load case 8), L =18(load case 8) Max Grav A= 17(load case 7), K= 3(load case 8), B= 147(load case 2), J= 147(load case 3), 0 =154(load case 1), P =200(load case 2), 0= 192(load case 2), R= 193(load case 2), N= 200(load case 3), M= 192(load case 3), L= 193(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A B =20, B -C=14, C- D=43, D- E=-44, E- 17=44, F- G=-44, G- H=-44, H -1=- 43,1- J=-41, J -K =20 BOT CHORD B -11=13, Q -11=13, P -Q =13, O -P =13, N -0 =13, M -N =13, L -M=13, J -L=13 WEBS F- 0=114, E -P =128, D-Q =129, C-R= -126, G-N= -128, H -M =129, I -L =126 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 Detail" 4) All plates are 1.5x4 M1120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0-0 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) Beveled plate or shim required to provide full bearing surface with truss chord at joints) B, J. L Ba,@ fl9 &b%e"de of top chord bearing and first diagonal vertical web shall not exceed 0.5001n. a warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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 vertically. Applicability 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 braci to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the msponalbilityof the building designer. For general guidance regarding fabrication, quality control, storage, del", erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation avalable from Truss Plate Institute, 583 D'Onof io Dr ive, Ma dison, WI 63719 C. ANZ�� - -j o w S� l � so 0 ,t� � 111 . � EXPIRES: 01 -24 -04 1 June 30,2003 ., .. . , ; vcuee,mr �v +wx+rrre;, v7�tft. r`..4�•`�C!.�'t"!4vtV s . .. `;; rct !tR`�rrvY�ravx.�fec�*aznsr�eg 1 �S i- Z }- Z W QQ JU UO U) o CO LLJ J � U) LL- WO r r �J LL. Q CO 2 W Z H O Z I-- W W U� O- 0 1-- LU U j HF- LL O W Z U= H� O Z 0.0 -0 3x4 = 30 = 17 -2 -13 17 -2 -13 LOADING (psf) SPACING 2-0-0 CSl DEFL In (loc) Well TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) n/a - n/a TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.04 H orz(TL) 0.00 K n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min I/defl = 240 jrOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Stct i PLATES MII20 Weight: 57 lb GRIP 185/148 BRACING TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing. REACTIONS (lb /size) A =- 15/17 -2 -13, K= .15/17 -2 -13, B= 131/17 -2 -13, J= 131/17 -2 -13, 0= 154117 -2 -13, P= 168/17 -2 -13, Q= 168/17 -2 -13, R= 168/17 -2 -13, N= 168/17 -2 -13, M= 168117 -2 -13, L= 168/17 -2 -13 Max Harz A= 380oad case 6) Max Uplift A= 18(load case 2), K 18(load case 3), B= 2(load case 7), P= 17(load case 7), Q =1 B(load case 7), R=- 18(load case 7), N= 16(load case 8), M= 18(load case 8), L =18(load case 8) Max Grav A= 17(load case 7), K= 3(load case 8), B= 147(load case 2), J= 147(load case 3), 0 =154(load case 1), P =200(load case 2), 0= 192(load case 2), R= 193(load case 2), N= 200(load case 3), M= 192(load case 3), L= 193(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A B =20, B -C=14, C- D=43, D- E=-44, E- 17=44, F- G=-44, G- H=-44, H -1=- 43,1- J=-41, J -K =20 BOT CHORD B -11=13, Q -11=13, P -Q =13, O -P =13, N -0 =13, M -N =13, L -M=13, J -L=13 WEBS F- 0=114, E -P =128, D-Q =129, C-R= -126, G-N= -128, H -M =129, I -L =126 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 Detail" 4) All plates are 1.5x4 M1120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0-0 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) Beveled plate or shim required to provide full bearing surface with truss chord at joints) B, J. L Ba,@ fl9 &b%e"de of top chord bearing and first diagonal vertical web shall not exceed 0.5001n. a warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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 vertically. Applicability 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 braci to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the msponalbilityof the building designer. For general guidance regarding fabrication, quality control, storage, del", erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation avalable from Truss Plate Institute, 583 D'Onof io Dr ive, Ma dison, WI 63719 C. ANZ�� - -j o w S� l � so 0 ,t� � 111 . � EXPIRES: 01 -24 -04 1 June 30,2003 ., .. . , ; vcuee,mr �v +wx+rrre;, v7�tft. r`..4�•`�C!.�'t"!4vtV s . .. `;; rct !tR`�rrvY�ravx.�fec�*aznsr�eg 1 �S i- Z }- Z W QQ JU UO U) o CO LLJ J � U) LL- WO r r �J LL. Q CO 2 W Z H O Z I-- W W U� O- 0 1-- LU U j HF- LL O W Z U= H� O Z 0.0 -0 3x4 = 30 = Job russ russ ype Qty ty AY DEVELOPMENT#6-147 944 -3 m s R9517027 1944 -C3 V1 PIGGYBACK 1 1 Job Reference (optional A 8 2 LOAD CASE(S) Standard o.uuu a uun a euuo mm r eR mnuusmrina, mu. mun uun au ua:vo:vi tuua rage 4 AJ Warning -VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7479 BEFORE USE i Oastgn valid for use only with Wait connectors. This design is based only upon parameters shown, and b for an individual building component to be InslaYad and loaded vertically. Applicability of design peramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of indlvldual web members only. Additional temporary bracing lo Insure stability during construction Is the responsibility of th e erector. Additional permanent bracing of the overall stru Is the responsibility of the building designer. For general guidance reganling 5 fabrication, and Bracing l Recommer vtabl Truss Pl bracing, Institute 683 VOrwfr o Drive, Madisonn. WB53718 specification, and HIB 91 Hawing i Z �Z v0 rn 0 C0 W J F W LL W LL ?: to d = W Z LU 25 Da O N, OH =U H H u" 0 .. Z W L) O Z '1N3Wn00a 3H1 AO A1.IldflO 3H1013la SI II 3011ON SIH. NVH. ?3V310 S931 SI 3WtlIJA SIHI NI 1N3Wfl00a 3141 Al :30110N Symbols PLATE LOCATION AND ORIENTATION A 3/4 'Center plate on joint unless dimensions indicate otherwise. Numbering System J2 J3 J4 TOP CHORDS 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. 4. Unless otherwise noted, locate chord splices at 1/, panel length (± 6" from adjacent joint.) 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. 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. S `> rnir Dimensions are in inches. Apply pik plates to both sides of truss and . securely seat. 1 /g, �/$ OP CHORD C2 C3 _ U J5 ,is • e � 6 • For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. *This symbol indicates the CB C7 C6 _ BOTTOM CHORDS J1 J8 J7 J6 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 required direction of slots in PLATE SIZE 4 x 4 LATERAL ! BEARING Ilkwhich connector plates. The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. BRACING. Indicates location of required continuous lateral bracing. • • • . Indicates location of joints at bearings (supports) occur. . • TE E-L 0 K • iTe rAt7W ®r -gt7W �� MiTek Engineering R-.= ence Sheet: MII -7473 . • .STRUCTURALCALCULATIONS' - project bay development base plan crescent homes rds 3952 sitts and hill engineering t Sitts & Hill Engineers, Inc. Professional Engineers & Planners 2901 South 40 Street Tacoma, Washington 98409 253 -474 -9449 Fax: 253 - 474 -0153 Job Name Bay Development Plan #1944 Job No. 11,030 Sheet No. 1 By B.T. Date. 614103 INDEX BASIS FOR DESIGN. DESIGN LOADS. LATERAL ANALYSIS. GRAVITY ANALYSIS. 3` CAR GARAGE OPTION LATERAL ANALYSIS. 3" CAR GARAGE OPTION GRAVITY ANALYSIS. i i 2 3 4-18 19 -53 54 -57 58 -63 z z JU UO to o LU J �.. Co LL W O W ?. Co d . F=- W Z �.. H O Z t-- 5 U O N Q F--. WW LL — Z U= OH Z .Q Sitts & Hill Engineers, Inc. Job Name Bay Development Plan #1944 Professional Engineers & Planners 2901 South 40 Street Job No. 11,030 Sheet No. 2 Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 By B.T. Date 6/4/03 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. i WIND LOAD; 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.30) j FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM I BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 2000 PSF. i CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: FOUNDATIONS ------------------------------------------ - - - - -- -2,500 PSI 4 REINFORCING: BARS #5 AND LARGER: Fy = 60,000 PSI. BARS #4 AND SMALLER: Fy = 40,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: Fy = 36,000 PSI. BOLTS: A307 WOOD: LN •eI TYPE JOISTS 2X4-------------- -- -------------- --- --- -- --------- --- --------------------- -- --- - ----------------------- H.F. 42 2X6OR LARGER -- ---------- ------- - -------- ----- --------------------------------------------- H.F. #2 BEAMS WIDTH4" OR LESS ------------- -- ------ ----------------- -- ------ ------ -------------------------- D.F. #2 WIDTH GREATER THAN4"-------- ----------- - ----------------- ---------------------------- --- ----- --- -------- - ------ D.F. #2 LEDGERS 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 Uj z JU 00 (n J C0 LL w 2� M LL C =w Z� F- O z�_ LLI w U� ON o �- wW LL U 0 . z w U= O E"- ,z Sitts & Hill Engineers, Inc. Professional Engineers 2901 South 40'' Street Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 Job Name Bay Development Plan #1944 Job No. 11,030 Sheet No. 3 By B.T. Date. 6/3/03 DESIGN LOADS ROOF DEAD LOADS: ROOF INSULATION SHEATHING FRAMING BEAMS MISC. MECH., & LGTN. 6.5 PSF 2.0 1.5 2.5 1.5 2.0 16 PSF TOTAL DEAD LOAD ROOF LIVE LOAD: FLOOR DEAD LOADS: FLR. COVER INSULATION SHEATHING FRAMING BEAMS MISC. MECH., & LGTN 25 PSF (SNOW) 1 PSF 1.0 3.0 3.0 2.0 2.0 12 PSF TOTAL DEAD LOAD FLOOR LIVE LOAD: , 40 PSF (REDUCIBLE) PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON 1 Z W W� UO to o co w J = H NO W U. Q S2 d = W H =. ' ? 1— F- O Z H W W U� O -. OH WW H U LL .• Z W N. O Z r SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 i 11030.mcd PROJECT : Bay Development 06/04/2003 Base Plan #1944 design Binh Tran chk Ed Brown 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 I:= 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 W V = 0.04 W Minimum Equation 30 -5 V:= 2. 5•Ca I R W 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:= V•p 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. f Base Plan #1944 Z '~ w �U UO ND J � CO U- W O J LL Q to � = �. W Z f- ZO W U ON a E- WW H u" O Z U =. O f "' Z I I i i 0 st RIGHT ELEVATION 'A' 1 5• Z �_- W JU UO U 0 co w J = H cl) LL. W r r 0 J U- Q _U = d �W_ Z i- O Z H WW ' U 0_~ W W LL �U —O U1 Z CO o H. O Z c ` EXTERIOR GRADE TO 5LOPE AWAY FROM NGUr_ AT A MIN. 1 PERCENT GRADE FOR A MIN 5' -0• f- �4 ) W, , . foto� EXTERIOR GRADE TO SLOPE 1 w v • V W^ AWAY FRCII HOUSE AT A MIN. ] PERCENT GRADE FOR A Mitt S' -0' FRONT ELEVATION 'A' 1/4 " =1' -0" I.) /IHb RAKE ht4fiM3 COWER BDS BEvEL SIDW. e• nu S RIGHT ELEVATION 'A' 1 5• Z �_- W JU UO U 0 co w J = H cl) LL. W r r 0 J U- Q _U = d �W_ Z i- O Z H WW ' U 0_~ W W LL �U —O U1 Z CO o H. O Z c ` EXTERIOR GRADE TO 5LOPE AWAY FROM NGUr_ AT A MIN. 1 PERCENT GRADE FOR A MIN 5' -0• f- �4 ) W, , . foto� EXTERIOR GRADE TO SLOPE 1 w v • V W^ AWAY FRCII HOUSE AT A MIN. ] PERCENT GRADE FOR A Mitt S' -0' FRONT ELEVATION 'A' 1/4 " =1' -0" I.) /IHb RAKE ht4fiM3 COWER BDS BEvEL SIDW. e• nu { ; i f t i i { 9 1- -CCMP SHINGLES Of-TT. V DOOR I v xare LEFT ELEVATION 'A' AWAYFROM F MI J PERCENT GRADE FOR A tIIK 5'•0' I Z ;= Z �W Q 2 JU UO N J = 1-- N U WO 2 La cl) = �W Z F- O W W U� O N � I- W O Z U= O Z REAR ELEVATION � EXTERIOR GRADE SLOPE f-� AWAY FROM ENT A HOUSE C MI A t PER GRADE FCR A MIN. 5'•9• 1/4 " =1' -0" go SITTS & HILL ENGINEERS INC. 11030.mcd 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development 06/04/2003 Telephone (253) 474 -9449 Base Plan #1944 design Binh Tran Fax(253)474 -0153 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.) — 0' to 15' Ce15 := .62 15' to 20' 20' to 25' 25' to 30' 30 to 40' Ce20 := .67 Ce25 := .72 Ce30 := .76 Ce40 := .84 qs := 16.4• l b Iw := 1.0 Cq := 1.3 ft Wind Pressure (Psf) P1 := qs- Iw- Cq -Ce15 P1 = 13.21b ft -2 P2:= qs- Iw•Cq•Ce20 P2 = 14.3 lb ft -2 P3:= gs•Iw•Cq•Ce25 P3 = 15.4 lb ft -2 P4:= gs•Iw•Cq•Ce30 P4 = 16.2 lb ft' P5:= gs•Iw•Cq•Ce40 P5 = 17.9 lb ft -2 WIND SHEAR AT GARAGE DIAPHRAGM:: WIND SHEAR AT UPPER FLOOR DIAPHRAGM: WIND SHEAR AT MAIN FLOOR DIAPHRAGM: W3:= P1.10 -ft W P2.9 -ft W1 := W + P1.9 -ft 1]V3 ��'�13221b ft_i't ',yi2 . =1 ft t ' -;at Base Plan #1944 Z j— w � WV UO cr o W = U. w U. = ~ w Z r_ O W ~ w U� 0 f_ WW 2 t— LL O. ui Z Cl) 1= _ O Z S S f i e L► I n r 1 r .p I L Z Z . WW QQ G JU UO N J � to LL WO J LL. �CY = W I- ' Z� 1- O R W �p O Cl) D h- WW LL O ui Z U= O Z 91 i i tt E 1. SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409.5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT : Bay Development Base Plan #1944 INJ 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line AA: Distance between Lines of Resistance: L2:= 26 -ft W = 128.6 lb ft t Total Wall Length: Laa:= (7.5 + 5.5) -ft Plate Height: fl 8-ft W 2•L2•.5 Wind Shear vaa := t Shear 1Nll Type F?T =6` vaa 128.6lbft- r . �. Laa = �;Otl'na P is �6' ;O. Caacity ,_� 71` pLF `. . Seismic Tributary Weiqht: Roof := 16•psf•36•ft• 26 -ft Roof = 7488 lb 2 Wall := 10•psf•36•ft -5-ft Wall = 18001b W:= Roof + Wall W = 92881b Seismic Force: E := V W E = 116.91b ft Wind Controls Design Laa Check wall section: laa:= 5.5-ft Overturning Moment: OTM := vaa•laa•H OTM = 5656.6 lb ft Dead load resisting: Roof := 16-psf•14•ft•laa Roof = 1232 lb Wall := 10•psf -H laa Wall = 440 lb Total := Roof + Wall Total = 1672 lb Resisting Moment: DLR := Total. laa DLR = 4598 lb ft 2 Net Uplift: U:= OTM — DLR U = 192.5 lb No Holdown. laa r Base Plan #1944 z W UO 0 w= t— Cl)U_ WO 9_j Ua co d =w H _ ? WO 2� U � O- 0 F— W Uj HF U_ O .z W U= OH z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development Telephone (253) 474 -9449 Base Plan #1944 Fax (253) 474 -0153 'I C.J 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line BB: Distance between Lines of Resistance: L2:= 26-ft W = 128.6lbft -t Total Wall Length: Lbb := 8-ft Plate Height: H := 8. ft W Wind Shear vbb ._ _t S ea`r.Wa11:7y e1P:A Lbb vbb = 208.9 lb ft 1 ;:, ils � @ �� ", ••r' , ;; 0d ;: 6 Capacity 27 &'.P4F `�� Seismic Tributary Weiqht: Roof:= 16•psf•36•ft• Roof 7488 lb 2 Wall := 10•psf•36•ft•5•ft Wall = 18001b W:= Roof + Wall W = 92881b Seismic Force: Ebb := V W Ebb= 190 lb ft Lbb Check wall section: ]bb := 8-ft Overturning Moment: OTM := vbb•lbb-H Dead load resisting: Roof := 16- psf•14-ft•lbb Wall := 10•psf -H ]bb Total := Roof + Wall Resisting Moment: Net Uplift: DLR := Total. lbb 2 U := OTM - DLR - lbb Wind Controls Design OTM = 13370.2 lb ft Roof =17921b Wall = 640 lb Total = 2432 lb DLR = 9728 lb ft U = 455.3 lb No Holdown. Base Plan #1944 • • r:. -., _:..: .ti•...i:�..:•. r.: +as,. ,«,r r,:.: :tr.�Y+� .:4:r+i:. �, .s:.':La:.::s:y:;,:.• .i. ..` �' 1+..., 5�. 1. s. �S�. w: t. qte�. ih' y. S+: t�. i.. s... itv. rlw.•« �i,: r:. xa� .lit�,.,.:.W;::++t:'.:>:+1,+. z XZ �W QQD UO D = w r`- NLL WO �Q S20 Z d. �W Z � -. H O z E- W5 U �. O N o�- WW HF LL O .. z W U= 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 Base Plan #1944 q 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line CC: Distance between Lines of Resistance: L1 := 36-ft Total Wall Length: Lcc := 17.5-ft Wind Shear vcc :_ W 2-L1•.5 Lcc Seismic Tributary Weight: Roof := 16•psf•26•ft. 3 .R 2 Wall:= 10•psf•26•ft•5•ft W:= Roof + Wall W = 128.6 lb ft Plate Height: H := 8-ft .i °S 'rd Nall` Tyj e�F?4 =fi vcc = 132.2 lb ft 7; �. r � f , a << d!Yx .. Capacity; =n 27t8RLF' Roof = 7488 lb Wall= 1300 lb W = 8788 lb Seismic Force: E := V W E = 82.2 lb ft -1 Wind Controls Design Lcc Check wall section: ]cc := 17.541 Overturning Moment: OTM := vcc•]cc•H Dead load resisting: Roof := 16- psf•2•ft•lcc Wall := 10•psf•H ]cc Total:= Roof + Wall Resisting Moment: DLR := Total. ]cc 2 Net Uplift: U := OTM - DLR ]cc •r OTM = 18512.6 lb ft Roof = 560 lb Wall= 1400 lb Total = 1960 lb DLR = 17150 lb ft U = 77.9 lb No Holdown. Base Plan #1944 a i� -• �4 • ;�..ti�;F -: 4;,F..4:.n�rn.i�.b7 ':.Lt•,y�ir• i:.ar;n.uu.e.vn. -.- ;:..cta., a•U.,,. ,a1.:...a.tia o-aavux.,+.i:u. ..aN;a:k A::s,r:eiie[.� 'Lxi:ca; fir:.:t.SnQ'• ''.— .�.�= �c.c =� z z W 6 2 UQ w� N LL W 9J LL _. � = W H Z� H O w ~ w D0 O CO)" 0 F- W u1 H� LO .z W U= 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 Base Plan #1944 tG 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line DD: Distance between Lines of Resistance: LI := 36 -ft W = 128.6lbft -1 Total Wall Length: Ldd := 16.5. ft Plate Height: II := 8-ft r . Wind Shear vdd :— W S, earlNall.Tjlpe;P- 6 Ldd vdd — 140.21bft s +� 10tl nails 6'r =OC Capacity =. 278p1f Seismic Tributary Weight: Roof := 16'psf'26'ft' 36 ' ft Roof = 7488 lb 2 Wall := 10- psf'26•ft'5 -ft Wall = 13001b W:= Roof + Wall W = 8788 lb Seismic Force: Edd V W Edd = 87.2lbft 1 Wind Controls Design Ldd Check wall section: Idd := 16.5-ft Overturning Moment: OTM := vdd- ldd'H OTM = 18512.6 lb ft Dead load resisting: Roof := 16- psf -2 -ft-Idd Roof = 528 lb Wall := 10- psf -H, Idd Wall = 13201b Total := Roof + Wall Total = 18481b Resisting Moment: DLR := Total' lad DLR = 15246 lb ft 2 Net Uplift: U:= OTM - DLR U = 198 lb No Holdown. Idd •r Base Plan #1944 Z J U. U O wX CO jL W O. u_ N = W H ZO W D N WW H H u. O W Z co O Z i I -,�,. s 0 .ER E D� r Al EL Z Z W QQ JU UO = W i- Cf)U- WO J U- Q N = 2 �W Z H F- O Z F- U� ON a WW H O Z W U= O f- Z I SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development Telephone (253) 474 -9449 Base Plan #1944 Fax (253) 474 -0153 Al 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown Main Floor Wall Line A: Distance between Lines of Resistance: L2:= 26-ft Total Wall Length: La := (4 + 5.5 + 4) -ft W 2 -L 2-.5 + W -.5 L4:= 14-ft Plate Height: Wind Shear va := La va = 252.1 lb ft -1 Seismic Tributary Weight: W► = 247.5lbff H := 941 8h6ar l?1 6 : ,Gd nails 6 " .Ci: «xr Capadifj @?8 F? Roof := 16- psf -40•ft• 26 ft Roof = 8320 lb Wall := 10- psf•40- ft•12.5•ft Wall = 50001b Floor:= 12•psf•40 -ft• L4 ft Floor= 3360 lb 2 W:= Roof + Wall + Floor W = 16680 lb Seismic Force: E := V W E = 202.2 lb fl Wind Controls Design La Check wall section: la:= 4-ft Overtuming Moment: OTM := va•la•H OTM = 9077.2lbft Dead load resisting: Roof := 16•psf•14•ft -la Roof = 896 lb Wall := 10- psf•H la Wall = 360 lb Floor:= 12•psf•7•ft•la Floor =336 lb Total := Roof + Wall + Floor Total = 1592 lb Resisting Moment: DLR := Total. ]a 2 Net Uplift: U.— OTM —15LR la DLR = 3184 ]b ft U = 1473.3 lb Simpson Holdown. HPAHD22. W = 128.6 lb ft Z W � QQ � WV UO Cl) = H U) u.. W �O�-- �J u_ to C1 =W ? F- Z0 W W U� ON WW H U- -0 W Z U= 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 Base Plan #1944 l� 11030.mcd 06/12/2003 design Binh Tran chk Ed Brown Lb Check wall section: lb := 9-ft Overturning Moment: OTM := .vb•lb•H OTM = 44554.5 lb ft Dead load resisting: 1 Wall := 10•psf -Hw lb Wall = 810 lb Floor:= 12•psf•13•R -lb Floor = 1404 lb Total := Wall + Floor Total = 2214 lb Resisting Moment: DLR := Total. Ib DLR = 9963 lb ft 2 Net Uplift: U:= OTM - DLR U = 3843.51b Simpson Holdown. lb PHD5. Seismic Tributary Weight: Wall := 10•psf•36•ft•5•ft Wall = 18001b Floor := 12•psf•40•ft. —•ft Floor= 6240 lb 2 W:= Wall + Floor W = 80401b Seismic Force: E := V* W E = 146.2lb ft Wind Controls Design Main Floor Wall Line B: Distance between Lines of Resistance: L2:= 26-ft L4:= 14-ft W, = 247.5 lb ft W = 128.6lb0 Total Wall Length: Lb := 9 -ft Plate Height: H := 9-ft Wi •(L4 + L2)..5 Wind Shear vb := vb = 550.1 lbft -t Shear Wail?Type'P -2. Lb , .:. :..: Capacity': ='x713 PLF Base Plan #1944 Z ~ w 6 UO W = t ` NU- WO U. Q. CO) C1 = W H ? I`- t- O Z F- W W D O- � tr- WW V �O .. Z W N O 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 Base Plan #1944 I kG 11030.mcd 06/12/2003 design Binh Tran chk Ed Brown Main Floor Wall Line C: Distance between Lines of Resistance: L3:= 40 Total Wall Length: Lc := 17-ft Wind Shear vc :_ Wl• L3•.5 Lc Seismic Tributary Weight: Roof := 16•psf•40•ft• 26 . ft Wall:= 10•psf•40- ft•12.5•ft Floor:= 12•psf•26•ft• 36 -ft 2 W:= Roof + Wall + Floor Seismic Force: Ec:= V•W Lc Check wall section: lc := 17 -ft W, = 247.5 lb ff Plate Height: H := 9-ft t Shear�Wall P1=4 vc = 291.2 lb ft .` ,+ .10d nails @:4" Q.C. _1 Capacity; =;418 PLF Roof = 115201b Wall = 50001b Floor = 5616 lb W = 22136 lb E = 213.1 lb ft -1 Wind Controls Design Overturning Moment: OTM := vc•lc•H OTM = 44554.5 lb ft Dead load resisting: Roof := 16•psf- 2•ft•ic Roof =5441b Wall := 10•psf•Hw 2 -lc Wall = 3060 lb Floor := 12 -psf• 1.3•ft -lc Floor = 265.2 lb Total := Roof + Wall + Floor Total = 3869.2 lb Resisting Moment: DLR := Total. is DLR = 32888.2 lb ft 2 Net Uplift: U:= OTM — DLR . U = 686.3 lb No Holdown. Ic Z H W , UQ co W J = f- NU- WO Q. U- V) = �W Z w� 5. U� O N OH WW �U O 111 Z L) O F- Z • SITTS & HILL ENGINEERS INC. 2901 so. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development Telephone (253) 474 -9449 Base Plan #1944 Fax(253)474 -0153 17 11030 -mcd 06/04/2003 design Binh Tran chk Ed Brown Main Floor Wall Line D: Distance between Lines of Resistance: L3:= 40-ft W, = 247.5 lb ft Total Wall Length: Ld := (28 + 4.5 + 4.5)•ft Plate Height: H := 9-ft W t-L3•.5 Wind Shear vd := vd = 133.81bft Stea�:VlFall:T�ype;:P:1 -6 Ld r. rK 1`Od nails'; @; f' Cap;acit}�, : =''278rPLF . Seismic Tributary Weight: Roof := 16•psf•40•ft• ft Roof = 128001b 2 Wall := 10•psf•40 -ft• 12.5•ft Wall = 5000 lb Floor:= 12•psf•26•ft• Floor = 5616lb 2 W:= Roof + Wall + Floor W = 23416 lb Seismic Force: Ed := Ld Ed= 103.6lb ft t Wind Controls Design Ld i i r Check wall section: Id := 4.5-ft Overturning Moment: OTM := vd•ld•H OTM = 5418.8lbft Dead load resisting: Roof := 16•psf•2•ft•ld Roof = 144 lb Wall := 10•psf•H,,- 2 -ld Wall = 810 lb Floor:= 12•psf•1.3 -ft•ld Floor 70.2 lb Total := Roof + Wall + Floor Total = 1024.2 lb Resisting Moment: DLR := Total ld DLR = 2304.5lbft 2 Net Uplift: U:= OTM —DLR U = 692.1 lb No Holdown. Id Base Plan #1944 Z }= Z �w D U Co 0 U) H NU_ w LLQ co d = w t— _ Z F t— O Z H w w U� O N' 13 F- w H tL O .Z co 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 Base Plan #1944 ca 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown Main Floor Wall Line E: Distance between Lines of Resistance: L2:=' 26 -ft W = 132.2]b ft" Total Wall Length: Le := 5.5 -ft Plate Height: H := 9-ft W 3-L2-.5 Wind Shear ve:= t 'Sfea W' i§-. R1 -S44 Le ve = 312.41b ft •, �.., ; >...< <�Hr�:� .e 20tity nails � /(J � V !,O:C4 � ' -N Seismic Tributary W eight: Roof = 16- psf•40•ft• 26 -ft Roof = 83201b 2 Wall := 10- psf•40•ft -5•ft Wall = 2000 lb W:= Roof + Wall W = 10320 lb Seismic Force: E,:= V W E 307 lb ft Wind Controls Design Le Check wall section: le := 5.5-ft Overturning Moment: OTM := ve•le•H Dead load resisting: Roof := 16•psf•6•ft•le Wall:= 10•psf•Hw le Total := Roof + Wall Resisting Moment: DLR := Total- le 2 Net Uplift: U:= OTM - DLR le OTM = 15465.5 lb ft Roof = 528 lb Wall = 495 lb Total = 1023 lb DLR = 2813.3 lb ft U = 2300.41b Simpson Holdown. STHD14RJ. Base Plan #1944 Z H ~ w UQ C0 Cl) LL WO UQ �d = W H Z !- F- O Z 1— w w U� O � ON WW U- O lil Z N O Z CONT. FULL PLY. ROOF FLOOR TTYI s y� W 6 U O UD J = 1-- U.. WO U- Q N =) = �W Z F- Z 0 LIJ W U� O� a t-- WW H� �O 11J Z U co H� O Z CONT. FULL NT PLY. ROOF TO FLOOR (TYP). SPEC Eaw_ ZO TRESSES W-0' SP, F'LYWOM FLOOR z �z '~ w J0 00 (/) C0 LLI w = H CO) U w 0 LL Q C� 2 �w ? 1 F- 0 z LU5 U � 0D o�- w U O .z w U= O z ►����� ��� of Z �~ W 2 D JU UO ND NW J � N U. WO LL. Q co = d �.. W Z H F-- O LU Z F- W U O- 0 f- WW H� LL Z W U= O Z Rev: 560000 f User: KW-0602611, Ver 5.6.0, 2-Sep-2002 l (c)1983.2002 ENERCALC Engineering SoN Description Beam 1. Title : Dsgnr: Description Job # Date: 9 :11AM, 12 JUN 03 Scope : General Timber Beam Page 1 1000111030 \calculations111030.emCalcula General Information Span= 4.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 Center Span 4.00 it .....Lu 0.00 it Beam Width 3.5001n Left Cantilever ft .....Lu 0.00 it Beam Depth 7.250 in Right Cantilever it .....Lu 0.00 it Member Type Sawn Douglas Fir - Larch, No.2 Allowable 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 Max. Negative Moment E 1,600.0 ksi Full Length Uniform Loads Center DL 232.00 # /ft LL 363.00 # /it Left Cantilever DL #/ft LL # /ft Right Cantilever DL #/ft LL #/ft Beam Design OK r 22 z � Z �W U' UO CO o CO W W = E- NW WO LL N O = d t.. W ' Z F- H O Z E- IIJ �5 U O CO O H W W h LL O �Z U= O F^- Z Span= 4.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.521 : 1 Maximum Moment 1. 2 k -ft Maximum Shear * 1.5 1.3 k Allowable 2.8 k -ft Allowable 2.4 k Max. Positive Moment 1.19 k -ft at 2.000 ft Shear: @ Left 1.19k Max. Negative Moment 0.00 k -ft at 4.000 it @ Right 1.19k C Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @Center 0.011 in Max. M allow 2.76 Reactions... @ Right 0.000in fb 465.73 psi fv 49.52 psi Left DL 0.46 k Max 1.19k Fb 1,080.00 psi Fv 95.00 psi Right DL 0.46 k Max 1.19k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.008 in -0.019 in Deflection 0.000 in 0.000 in ...Location 2.000 it 2.000 it ...Length /Deft 0.0 0.0 ...Length /Deft 6,388.0 2,490.77 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.011 in ...Length /Deft 0.0 0.0 @ Left •0.000 in @ Right 0.000 in r 22 z � Z �W U' UO CO o CO W W = E- NW WO LL N O = d t.. W ' Z F- H O Z E- IIJ �5 U O CO O H W W h LL O �Z U= O F^- Z Y Title : Dsgnr: Description Scope : i I User: KW- 0602611, Ver 5.6.0, 2- Sep-2002 (c)1983.2002 ENERCALC Engineering Software Description Beam 2. General Timber Beam Job # 23 Date: 3:22PM, 4 JUN 03 Page 1 10001 110301calculatlons \11030.ecw:Calcula General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 0.650 ; 1 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever it .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 3.1 k Max. Positive Moment 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 Max @ Left Support 0.00 k -ft E 1,600.0 ksi Full Length Uniform Loads Center DL 232.00 #/ft LL 363.00 #/ft Left Cantilever DL # /ft LL # /ft Right Cantilever DL #/ft LL #/ft Beam Design OK ` Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin ' Max Stress Ratio 0.650 ; 1 Maximum Moment 2. 7 k -ft Maximum Shear'' 1.5 2.0 k Allowable 4.1 k -ft Allowable 3.1 k Max. Positive Moment 2.68 k -ft at 3.000 ft Shear: @ Left 1.78 k Max. Negative Moment 0.00 k -ft at 0.000 it @ Right 1.78 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.027 in Max. M allow 4.12 Reactions... @Right 0.000 in fb 643.74 psi fv 61.53 psi Left DL 0.70 k Max 1.78k Fb 990.00 psi Fv 95.00 psi Right DL 0.70 k Max 1.78 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.018 in -0.047 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 3,931.0 1,532.75 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.027 in ...Length /Deft 0.0 0.0 @ Left - 0.000 in @ Right 0.000 in 7 • t; . �,..... .. i • : �1.::. :...u.hS'atA:i�i3.w..rb�w)Et. ..u..:;;::uuss.:..+..u�. ;,:�li:.tst'a. t, r 1 � L••'.b. Z F w lY � UQ W= J �. CO U_ WO 9 U _ (D = �W Z F- H O Z h- W5 U ON O l-- WW H� �O W Z U= O F- z K Title: Dsgnr: Description Scope : I User: Kw- 0602611 y (01963.2002 ENEI Description Beam 3. General Timber Beam Job # 1� Date: 3:22PM, 4 JUN 03 Page 1 1000 %110301calcula lions \11030.ecmCalcula General Information Max. Negative Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x12.0 Center Span '16.000, .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft Beam.Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Reactions... Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 F,v Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Deflections E 1,800.0 ksi Full Length Uniform Loads Center DL 80.00 #/ft LL 125.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 16.00ft, Beam Width = 3.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0. 437 : 1 Maximum Moment 6.6 k -ft Maximum Shear * 1.5 Allowable 15.0 k -ft Allowable Max. Positive Moment 6.56 k -ft at 8.000 ft Shear: @ Left @ Right @ Left @ Center @ Right Max Max sad Load 0.000 in 0.0 0.000 in 0.0 Beam Design OK 2.2 k 6.2 k 1.64 k 1.64 k 0.000 in 0.218in 0.000 in 1.64 k 1.64 k 0.000 in 0.0 0.000 in 0.0 z '~ w lY � �0 UO Cl) to W J f NW WO LL? CO = W H ? H H O z t_ Lj U� O N o I- WW H� O . i Z U= O z 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 15.00 Reactions... fb 1,049.60 psi fv 57.73 psi Left DL 0.64 k Fb 2,400.00 psi Fv 165.00 psi Right DL 0.64 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.146 in -0.373 in Deflection ...Location 8.000 ft 8.000 ft ...Length]Defl ...Length /Deft 1,318.4 514.50 Right Cantilever... Camber ( using 1.5 D.L. DO ) ... Deflection @ Center 0.218 in ...Length /Deft @ Left • 0.000 in @ Right 0.000 in @ Right @ Left @ Center @ Right Max Max sad Load 0.000 in 0.0 0.000 in 0.0 Beam Design OK 2.2 k 6.2 k 1.64 k 1.64 k 0.000 in 0.218in 0.000 in 1.64 k 1.64 k 0.000 in 0.0 0.000 in 0.0 z '~ w lY � �0 UO Cl) to W J f NW WO LL? CO = W H ? H H O z t_ Lj U� O N o I- WW H� O . i Z U= O z l i i J 1 i Title: Dsgnr: Description Scope : User: KW- 0602611, Ver 5.6.0.2- Sep -2002 (c)1983 -2002 ENERCALC Engineering Softw Description Beam 4. General Information Section Name 2x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 1.500 in 11.250 in Sawn 1.000 Pin -Pin General Timber Beam Job # 7- Date: 3:22PM, 4 JUN 03 Page 1000 \11030\catculaltons\ 11030.ecw:Calcula Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 12.00 ft .....Lu ft .....Lu it .....Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft , Full Length Uniform Loads Center DL 32.00 #t /ft LL 50.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL # /ft LL #/ft Beam Design OK Span= 12.001t, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.659 : 1 Maximum Moment 1.5 k -ft Maximum Shear * 1.5 Allowable 2.2 k-ft Allowable Max. Positive Moment 1.48 k -ft at 6.000 ft Shear: @ Left . @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 0.6 k 1.3 k 0.49 k 0.49 k 0.000 in 0.097 in 0.000 in 0.49 k 0.49 k 0.000 in 0.0 0.000 in 0.0 .Ya:'1.,4 � Liiw$Jwibs's.4G -'i �.��a�iuu.'i +•:+�:n� z �Z � 0 ND CO W J H NW WO 9 U . CO = �W z H I_ O z f- U� ON � H =U I- 1- O W z U =. O z Max. Negative Moment 0.00 k -ft at 12.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 2.24 Reactions... fb 559.79 psi fv 37.09 psi Left DL 0.19 k Fb 850.00 psi Fv 75.00 psi Right DL 0.19 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.065 in -0.165 in Deflection ...Location 6.000 ft 6.000 ft ...Length /Deft ...Length /Deft 2,231.7 870.89 Right Cantilever... Camber ( using 1.5 • D.L. Dell ) ... Deflection @ Center 0.097 in ...Length /Dell @ Left • 0.000 in @ Right 0.000 in . @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 0.6 k 1.3 k 0.49 k 0.49 k 0.000 in 0.097 in 0.000 in 0.49 k 0.49 k 0.000 in 0.0 0.000 in 0.0 .Ya:'1.,4 � Liiw$Jwibs's.4G -'i �.��a�iuu.'i +•:+�:n� z �Z � 0 ND CO W J H NW WO 9 U . CO = �W z H I_ O z f- U� ON � H =U I- 1- O W z U =. O z Title : Dsgnr: Description 2.0 Job # Date: 9:12AM, 12 JUN 03 Scope : Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (c)1983 -2002 ENERCALC Engineering SOM Description Beam 5. General Timber Beam Page 1 11000% 110301calculations 111030.emCalcula General Information Ou[IIIndry I Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Maximum Moment 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 2.4 k E 1,600.0 ksi Full Length Uniform Loads Center DL 96.00 # /ft LL 150.00 #/ft Left Cantilever DL #ift LL # /it Right Cantilever DL # /ft LL 4/ft r M L.. „*,.. _ ;tom 1..f a .,n...;:'w�..; `:.;�s.a.�.i.,a.. .� v rdlk5ir; v�MSUtJ ::"e";::'.�Sa�:S.•iawiv'r . .r.a.3:i.:n.�.�+s11:dh;;aStS. � .i�;,i' :tii. i11:++%L � ":i;' ;'q:r,.ai:f • t��+++JJ.,7r.+w3:�'A�ii.�Z*;i�: z Z Q W W� 0 to 0 t- NW WO } J LL ?. CO �. = W Z� I-- O z U� ON CI F- WW HL) U_ W z U to O z Ou[IIIndry I Beam Design OK Span= 6.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.401 : 1 Maximum Moment 1. 1 k -ft Maximum Shear 1.5 0.9 k Allowable 2.8 k -ft Allowable 2.4 k Max. Positive Moment 1.11 k -ft at 3.000 ft Shear: @ Left 0.74 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.74 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in r Max @ Right Support 0.00 k -ft @ Center 0.024 in J Max. M allow 2.76 Reactions... @ Right 0.000 in fb 433.25 psi fv 34.90 psi Left DL 0.29 k Max 0.74 k Fb 1,080.00 psi Fv 95.00 psi Right DL 0.29 k Max 0.74 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.016 in -0.040 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length /Deft 0.0 0.0. ...Length /Deft 4,574.1 1,785.02 Right Cantilever... Camber ( using 1.5 ` D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.024 in ...Length /Deft 0.0 0.0 @ Left '0.000 in @ Right 0.000 in r M L.. „*,.. _ ;tom 1..f a .,n...;:'w�..; `:.;�s.a.�.i.,a.. .� v rdlk5ir; v�MSUtJ ::"e";::'.�Sa�:S.•iawiv'r . .r.a.3:i.:n.�.�+s11:dh;;aStS. � .i�;,i' :tii. i11:++%L � ":i;' ;'q:r,.ai:f • t��+++JJ.,7r.+w3:�'A�ii.�Z*;i�: z Z Q W W� 0 to 0 t- NW WO } J LL ?. CO �. = W Z� I-- O z U� ON CI F- WW HL) U_ W z U to O z FL IT. PLY. R TO FLOOR fT Z�- a • TF a • Al 51 01 a TS • At • At t1l. -IF DI • At 6T At m • TF Ole •IF; tN Ct w SF . A Fu • o rE Fc - AL FR PA VE 8E BF BE at! TO LOO UPP LOW GAF 3' LOC UPP LOW GAP LOc W'M LOW GAR Z � UO N 0 J = F- T LL w LL LL 2 F- w Z HO Z F- w W U� 0 Cl) D F-• w w F- 0 z UN O Z i SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474.9449 PROJECT DESIGNED _ I tJ [ b DATE 6 J JOB �� D CHECKED DATE S EET Sg ,,, ..x:+ ,;rr .� k a.s ..., .'kk+:•;�«�:i.�:.:s�:�,.'ai 'ati}S.J a 4>r�ic:Y�i�swn «t^Ffi` ` 'y..iri':is iC6ih� *;kL;xax�t,S�.tv+:4.uwtr�}.�"' rw3aia:: zz LL ,F- w QQ' 2 JU UO N W = H cl) LL W } O } �J LLQ cl) =w Z �.. �_O z Il-- w w U� ON 0 F- WW H u" O . z. W U= O z Title : Dsgnr: Description #t �� Job Date: 3:22PM, 4 JUN 03 Scope: User: KW- 0602611. Ver 5.6.0, 2- Sep -2002 (01983.2002 ENERCALC Engineering Software Description Beam 6. General Timber Beam Page 1 11000\ 11030 \calculations\11030.ecw:Calcula General Information summary I I Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Center Span 10.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Maximum 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 2.4 k E 1,300.0 ksi Full Length Uniform Loads Center DL 40.00 #/ft LL 63.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft 0 :`� � .t„ .i„�., ii: :..�. ..}Y2 •:1,. al.`,+'. »:AJ ..;:f..ti:.Ai {• "FMIT� YaSai }ti�: ±t 1 ^� ` w-4- ' hs.G..�:::.t:'tZG...cJ1ii.`+'cl tu;.. X.< v»+ r1t} i�• nf4uw'.+.a,.i.�';.✓..r.�.+tis,. .. yca'.:.:,:. +J.i.�J.u.Jiu�m'y4i:%wLS:hTi.:: z w UO N CO W J �. NW WO J co , CY = W H _ Z� I- O z H U� .O N O !- WW I-- i,- -O lli Z U� H =. O z summary I I Beam Design OK Span= 10.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0. 331 : 1 Maximum Moment 1. 3 k -ft Maximum Shear * 1.5 0.7 k Allowable 3.9 k -ft Allowable 2.4 k Max. Positive Moment 1.29 k -ft at 5.000 ft Shear: @ Left 0.51 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.51 k 1 Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in i Max @ Right Support 0.00 k -ft @ Center 0.045in Max. M allow 3.89 Reactions... @ Right 0.000in fb 309.55 psi fv 20.23 psi Left DL 0.20 k Max 0.51 k Fb 935.00 psi Fv 75.00 psi Right DL 0.20 k Max 0.51 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.030 in -0.077 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 4,001.3 1,553.92 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.045 in ...Length /Dell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 0 :`� � .t„ .i„�., ii: :..�. ..}Y2 •:1,. al.`,+'. »:AJ ..;:f..ti:.Ai {• "FMIT� YaSai }ti�: ±t 1 ^� ` w-4- ' hs.G..�:::.t:'tZG...cJ1ii.`+'cl tu;.. X.< v»+ r1t} i�• nf4uw'.+.a,.i.�';.✓..r.�.+tis,. .. yca'.:.:,:. +J.i.�J.u.Jiu�m'y4i:%wLS:hTi.:: z w UO N CO W J �. NW WO J co , CY = W H _ Z� I- O z H U� .O N O !- WW I-- i,- -O lli Z U� H =. O z Title : Dsgnr: Description Job # Date: 9:13AM, 12 JUN 03 Scope : (c)1983.2002 ENERCALC Engineering Software Description Beam 7. General Timber Beam Page 1 11000\ 11030 \calculations111030.ecw:Calcula General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 0.535 ; 1 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever it .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No-2 2.4 k Max. Positive Moment 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 t Max @ Left Support 0.00 k -ft E 1,600.0 ksi Full Length Uniform Loads Center DL 128.00 #/ft LL 200.00 # /ft Left Cantilever DL # /ft LL #/ft Right Cantilever DL #/ft LL # /ft Beam Design OK 1 { Span= 6.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin t Max Stress Ratio 0.535 ; 1 Maximum Moment 1. 5 k -ft Maximum Shear * 1.5 1.2 k Allowable 2.8 k -ft Allowable 2.4 k Max. Positive Moment 1.48 k -ft at 3.000 ft Shear: @ Left 0.98 k Max. Negative Moment 0.00 k -ft at 6.000 ft @ Right 0.98 k t Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.031 in \ Max. M allow 2.76 Reactions... @ Right 0.000 in fb 577.66 psi fv 46.53 psi Left DL 0.38 k Max 0.98 k Fb 1,080.00 psi Fv 95.00 psi Right DL 0.38 k Max 0.98 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.021 in -0.054 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 3,430.6 1,338.76 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.031 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in i { +I.: r':. ut..'•s. i� +�n,� w.r.,: wrsntes•ett.. :•aa;, ri Wit an-:. �c- .:.w,ddw::Laa'i�i:lu4�u13 wtL.o '.:...+ i .Ll,af.:L,rt. tel: 'ivs:+.- z �z �W UO N o CO W W = to U_ WO J LL C = W H Z l.. �_O z f_ W W �p U CO o I_ WW H L). LLI z CO O H z j Rev: 560000 User: KW-0602611 (c)1983.2002 ENEI t Description Beam 8. Title : Dsgnr: Description : Scope : General Timber Beam Job # Date: 3 :22PM, 4 JUN 03 1000%i 1 0 30\calculalions \1 Page 1 �I General Information Max. Negative Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x6 . Center Span 5.00 It .....Lu 0.00 it Beam Width 1.500 in Left Cantilever it .....Lu 0.00 it Beam Depth 5.500 in Right Cantilever it ..Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Reactions... fb 406.61 psi 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 E 1,300.0 ksi Full Length Uniform Loads Center DL 32.00 #/ft LL 50.00 #/ft Left Cantilever DL II /ft LL #/ft Right Cantilever DL # /ft LL #/ft Beam Design OK Span= 5.0011, Beam Width = 1.500in x Depth = 5.51n, Ends are Pin -Pin Max Stress Ratio 0.410 : 1 Maximum Moment 0.3 k - ft Maximum Shear * 1.5 Allowable 0.7 k -ft Allowable Max. Positive Moment 0.26 k -ft at 2.500 ft Shear: @ Left r @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 0.3 k 0.6 k 0.20 k 0.20 k 0.000 in 0.025 in 0.000 in 0.20 k 0.20 k tal Load 0.000 in 0.0. 0.000 in 0.0 z �Z lY W W� JU UO WO CO 11.1 J = H to u, WO UQ CO 2 �W Z I-- t- O z F- w w U O N o t- WW H FU- LL' O .z W U =. O z 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 j Max. M allow 0.70 Reactions... fb 406.61 psi fv 30.71 psi Left DL 0.08 k Fb 1,105.00 psi Fv 75.00 psi Right DL 0.08 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.017 in -0.043 in Deflection j ...Location 2.500 ft 2.500 it ...Length /Deft ...Length /Deft 3,604.9 1,406.78 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection @ Center 0.025 in ...Length /Defl @ Left 0.000 in i @ Right 0.000 in r @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 0.3 k 0.6 k 0.20 k 0.20 k 0.000 in 0.025 in 0.000 in 0.20 k 0.20 k tal Load 0.000 in 0.0. 0.000 in 0.0 z �Z lY W W� JU UO WO CO 11.1 J = H to u, WO UQ CO 2 �W Z I-- t- O z F- w w U O N o t- WW H FU- LL' O .z W U =. O z 52, i oC I Q a H5TC. DDL.1 0rFa1e-- .-p Z Z w QQ � JU UO N 0 J =. F— N LL WO LL Q co = CJ W Z I— F— O Z F— W W CO U w 2 F– H -0 .Z w CO) O PLATE6 Z { SITTS & HILL ENGINEERS, INC DESIGNED `SIN DATE 3 d3 JOB --C Q TACOMA, WASHINGTON (253) 474 -9449 CHECKED DATE PROJECT i--*-� 12E V� W EM ?L-ArN) � I�+4 �.,SSH,EET � OF IV .V) LL I 2S Z� J i �o 1 �- .- / . 1 17 Z ::+.•.. a', i�, iMltaq�bt' t�uits:>;'•.+; �V »i+�3'isuLirii;e..:'::.;i:S'»L z Z �w 5 UQ W= �LL WO LLd �w Z= F- O zF- Ill O� o F- WW H(. u. O W z U= O z Title: Dsgnr: Description Scope: User: KW- 0602611, Ver 5.6.0.2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software Description Beam 9. General Timber Beam Job # 3t Date: 3:22PM, 4 JUN 03 1000 \t t Page 1 Trapezoidal Loads General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x9.0 Center Span 8.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft r Beam Depth 9.000 in Right Cantilever It .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 #2 DL @ Left i LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi ' 7.6 k E 1,800.0 ksi Trapezoidal Loads aummary #1 DL @ Left 396.00 #/ft LL @ Left 643.00 # /ft Start Loc 0.000 It DL @ Right 396.00 #/ft LL @ Right 643.00 # /ft End Loc 6.500 ft #2 DL @ Left 84.00 #/ft LL @ Left 280.00 #/ft Start Loc 6.500 ft DL @ Right 84.00 # /ft ' LL @ Right 280.00 # /ft End Loc 8.000 It Point Loads 7.6 k Max. Positive Moment 8.84 k -ft Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 6.500 It 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It z -~ w oC � UO D = W H U. WO J U fn d = W H Z t- F_ O z H W �0 U O- 0 t-- WW H �. L O z U= O z aummary Beam Design OK Span= 8.00ft, Beam Width = 5.125in x Depth = 9.1n, Ends are Pin -Pin C Max Stress Ratio 0.778 : 1 Maximum Moment 8.8 k -ft Maximum Shear " 1. 5 5.9 k Allowable 13.8 k -ft Allowable 7.6 k Max. Positive Moment 8.84 k -ft at 4.128 ft Shear: @ Left 4.29 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 4.21 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.1231n Max. M allow 13.84 Reactions... @ Right 0.000 In fb 1,533.30 psi fv 128.31 psi Left DL 1.77 k Max 4.29k Fb 2,400.00 psi Fv 165.00 psi Right DL 2.13 k Max 4.21 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.082 in -0.183 in Deflection 0.000 in 0.000 in ...Location 4.096 ft 4.032 ft ...Length /Deft 0.0 0.0 ...Length /Deft 1,169.1 524.92 Right Cantilever... Camber ( using 1.5 * D.L. DOI ) ... Deflection 0.000 in 0.000 in @ Center 0.123 in ...Length /Deft 0.0 0.0 @ Left 0.000 irf @ Right 0.000 in z -~ w oC � UO D = W H U. WO J U fn d = W H Z t- F_ O z H W �0 U O- 0 t-- WW H �. L O z U= O z Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK i Span= 6.00ft, Beam Width = 3.125in x Depth = 10.51n, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x10.5 Center Span Max Stress Ratio 0.587 : 1 3.125 In Left Cantilever ft .....Lu 0.00 it j - Maximum Moment Right Cantilever 4.0 k -ft Maximum Shear * 1.5 3.2 k 2.000 ft Allowable 84.00 # /ft 11.5 k -ft Allowable Load Dur. Factor 5.4 k Fv Allow Max. Positive Moment 3.95 k -ft at 2.016 ft Shear: @ Left 3.02 k Max. Negative Moment 0.00 k -ft at 0.000 ft @Right 1.72 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.0351n Max. M allow 11.48 Reactions... @ Right 0.000in fb 825.85 psi fv 96.88 psi Left DL 1.57 k Max 3.02 k Fb 2,400.00 psi Fv 165.00 psi Right DL 0.76 k Max 1.72 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.023 in -0.043 in Deflection 0.000 in 0.000 in ...Location 2.760 ft 2.832 ft ...Length /Deft 0.0 0.0 ...Length /Deft 3,067.5 1,661.90 Right Cantilever... Camber ( using 1.5 D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.035 in ...Length /Deft 0.0 0.0 @ Left 0.000 iq @ Right 0.000 in Title : Dsgnr: Description Scope ; 1, Ver5.6.0, Description Beam 10. General Timber Beam Job # Date: 3:22PM, 4 JUN 03 110001110301calculations\ 1 Page 1 57_) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x10.5 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.125 In Left Cantilever ft .....Lu 0.00 it Beam Depth 10.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 2.000 ft #2 DL @ Left 84.00 # /ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi ' E 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 396.00 #/ft LL @ Left 643.00 # /ft Start Loc 0.000 ft DL @ Right 396.00 # /ft LL @ Right 643.00 # /ft End Loc 2.000 ft #2 DL @ Left 84.00 # /ft LL @ Left 280.00 # /ft Start Loc 2.000 it DL @ Right 84.00 #/ft LL @ Right 280.00 # /ft End Loc 6.000 ft Point Loads z �z � W UO to CO) W WO 9� U. 0) CY = W z h- Z� �5 U� O N 0 IH WW H lii z U= O z 4c) Beam 11. " " t ""� e ° `� ir " u TJ- Beam(TM) 6.05 Serial N umber: 117/8" TJI® /Pro(TM) -150 @ 16" O/C User: 1 06/0412003 3:54:08 PM Pagel Engine version: 1.5,12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED a . o d Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Upliftrrotal 1 Stud wall 3.50" 2.25" 347 /104 / 0 / 451 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 347 /104 / 0 / 451 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: t Maximum Design Control Control Location Shear (Ibs) 436 IT x Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Upliftrrotal 1 Stud wall 3.50" 2.25" 347 /104 / 0 / 451 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 347 /104 / 0 / 451 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: t Maximum Design Control Control Location Shear (Ibs) 436 -430 1420 Passed (30 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) i 436 436 1085 Passed (40 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 1372 1372 3765 Passed (36 %) MID Span 1 under Floor loading Live Load Defl (in) 0.105 0.315 Passed (U999 +) MID Span 1 under Floor loading i Total Load Dell (in) 0.137 0.629 Passed (U999 +) MID Span 1 under Floor loading TJPro 53 30 Passed Span 1 Mfg - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 19/32 ", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32 ", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.44 ADDITIONAL NOTES: - IMPORTANT[ The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check.with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS,JOIST PRODUCTS ONLY[ PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: i Copyright ° 2002 by True Joist, a Weyerhaeuser Business TJI* and TJ -Beam are registered trademarks of Trus Joist. e -I Joiat`.Pro and TJ -Pro' are trademarks of True Joist. Pt \11000 \11030 \Calculations \tji- ll.ams OPERATOR INFORMATION: '.. . • . r .�SH� e'li:t' 1wft,6wJ�a. �, . :�.: ..a',..:_ v. r t , .•'S.' �w.o�tsYr,�,:��.F }* -cta:, , eura ':hi.5:.7:,t;u3:�1,'.�.�•i� v.:: .;�.:a+.;;uu?,s• f�r..W� "da�.i.`xve�: ''r�i' :aheae:+..iatEtiw � •`v' S.+�.�kaL.k'SSi4: _ Z ~w JU UO N C0 W W = H U) LL WO g LL Q �W Z� t-- O Z H W LLJ �p U 0H WW HF U- O til Z U= O Z t ' Beam 11. " 11 7/8" TJI@ /Pro(TM) -150 @ 16" o/c TJ•Beam(TM) 6.05 Serial N Paget EngneVersion: 1..512 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED i oad Group: Primary Load Group i i. I f i PROJECT INFORMATION: Copyright ° 1002 by Trus Joist, a Weyerhaeuser Business TJI• and TJ -Beam® are registered trademarks of True Joist. e -I Joist`,Pro and TJ -Pro" are trademarks of True Joist. Pt\ 11000 \11030 \Calculations \tji•ll.sms OPERATOR INFORMATION: Z l- Z. � 2 JU UO (D o W = N LL WO � LL Q N _ CY �W Z = F- F_ O Z F- LU 5 U � O _ o�__ W W F_ 0. LL LLI Z U =. O Z A 12 7.00" " Max. Vertical Reaction Total (lbs) 451 451 Max. Vertical Reaction Live (lbs) 347 347 Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 430 -430 Max Shear (lbs) 436 -436 Member Reaction (lbs) 436 436 Support Reaction (lbs) 451 451 Moment (Ft -Lbs) 1372 Live Deflection (in) 0.105 Total Deflection (in) 0.137 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 99 -99 Max Shear (lbs) 101 -101 Member Reaction (lbs) 101 101 Support Reaction (lbs) 104 104 Moment (Ft -Lbs) 317 i i. I f i PROJECT INFORMATION: Copyright ° 1002 by Trus Joist, a Weyerhaeuser Business TJI• and TJ -Beam® are registered trademarks of True Joist. e -I Joist`,Pro and TJ -Pro" are trademarks of True Joist. Pt\ 11000 \11030 \Calculations \tji•ll.sms OPERATOR INFORMATION: Z l- Z. � 2 JU UO (D o W = N LL WO � LL Q N _ CY �W Z = F- F_ O Z F- LU 5 U � O _ o�__ W W F_ 0. LL LLI Z U =. O Z Full Len th Uniform Loads Center DL 156.00 #/ft LL 520.00 # /ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL Nit LL # /ft Beam Design OK Span= 4.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Total Load Left Cantilever... Uead Loacl I otal Loao Title : Job ' Deflection Dsgnr: Date: 3:22PM, 4 JUN 03 ...Location Maximum Moment Description 1.4 k -ft Maximum Shear * Scope 1.2 k Rev: 560000 User: KW-0602611 ,ver5.6.0,2- Sep -2002 i Allowable General Timber Beam Page 1 i (c)1983-2002 ENERCALC Engineering Software Allowable p:\ 11000111030 \calculations \11030.emCalcula Description Beam 12. 4 1 Max. Positive Moment 1.35 k -ft General Information 2.000 ft Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 1.35 k Center Span 4.00 ft .....Lu 0.00 it 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 Camber: } 0.000in Fb Base Allow 900.0 psi 'Max @ Right Support ' Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi , 4.12 E 1,600.0 ksi Full Len th Uniform Loads Center DL 156.00 #/ft LL 520.00 # /ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL Nit LL # /ft Beam Design OK Center Span... Span= 4.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Total Load Left Cantilever... Uead Loacl I otal Loao Max Stress Ratio 0.406 : 1 -0.011 in Deflection 0.000 in 0.000 in ...Location Maximum Moment 2.000 ft 1.4 k -ft Maximum Shear * 1.5 1.2 k 4,553.19 Allowable 4.1 k -ft Camber ( using 1.5' Allowable 3.1 k 1 Max. Positive Moment 1.35 k -ft at 2.000 ft Shear: @ Left 1.35 k i Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.35 k j Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in 'Max @ Right Support 0.00 k -ft @Center 0.004 in Max. M allow 4.12 Reactions... @Right 0.000in fb 325.06 psi fv 38.59 psi Left DL 0.31 k Max 1.35 k Fb 990.00 psi Fv 95.00 psi Right DL 0.31 k Max 1.35 k Deflections Center Span... Dead Load Total Load Left Cantilever... Uead Loacl I otal Loao Deflection -0.002 in -0.011 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 19,730.5 4,553.19 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 I i I 2 '~ w UO to o CO 11.1 J � CO LL WO N = W H = ZO �p U O N OH ww H F_ �' O .Z W N F_ Z Title: Dsgnr: Description Job # Date: 3:22PM, 4 JUN 03 Scope : I j User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 l (c)1983.2002 ENERCALC Engineering Software Description Beam 13. General Timber Beam Page 1 1100011 1 030tcalculalions 111030.ecw:Calcuia General Information I Full Length Uniform Loads Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x11.875 Center Span 10.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever It .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever It .....Lu 0.00 ft Member Type GluLam Truss Joist - MacMillan, Parallam 2.0E # /ft Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 2,000.0 ksi z Z W UO N � W = J F. U) LL WO 9� U_ Q CO a = W H I- O W F- LU U� CO_ o I- W UJ H 0. �O llJ Z. N ~ H O z I Full Length Uniform Loads ' Center DL 456.00 # /ft LL 715.00 # /ft Left Cantilever DL # /ft LL #/ft Right Cantilever DL # /ft LL #/ft i Summary Beam 1 Design OK i Span= 10.0011, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.736 ; 1 Maximum Moment 14.6 k -ft Maximum Shear * 1.5 7.1 k Allowable 19.9 k -ft Allowable 12.1 k Max. Positive Moment 14.64 k -ft at 5.000 ft Shear: @ Left 5.85 k Max. Negative Moment 0.00 k -ft at 10.000 ft @ Right 5.85 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.158in Max. M allow 19.88 Reactions... @ Right 0.000 in fb 2,135.32 psi fV 170.74 psi Left DL 2.28 k Max 5.85 k Fb 2,900.00 psi Fv 290.00 psi Right DL 2.28 k Max 5.85 k i Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.105 in -0.270 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 it ...Length /Deft 0.0 0.0 ...Length /Deft 1,142.5 444.91 Right Cantilever... Camber( using 1.5 " D.L. DO ... Deflection 0.000 in 0.000 in i @ Center 0.158 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in z Z W UO N � W = J F. U) LL WO 9� U_ Q CO a = W H I- O W F- LU U� CO_ o I- W UJ H 0. �O llJ Z. N ~ H O z SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474 -9449 PROJECT DESIGNED Aln-+— DATE b JOB v C7 CHECKED DATE SHEET -rAc 4-15- —4- O F Z Z �W QQ� JU UO N co w W = N L_ WO �zi L_ Q N =3 = �W Z I- F- O Z I- 25 U� ON o �-- WW H �. � Z co O z Rev: 560000 User: KW-0602611, ( (c)1963.2002 ENER Description Beam 14. Title: Dsgnr: Description Job # - Date: 9:23AM, 12 JUN 03 Scope : General Timber Beam Page 1 1000\1 Mftalculallons \11030.emCalcula General Information OUnnnar o�eJ Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6.75x15.0 Center Span 19.00 ft .....Lu 0.00 It Beam Width 6.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 it Member Type GluLam Douglas Fir, 24F - V8 5.000 ft #2 DL @ Left 72.00 # /ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi #3 DL @ Left 392.00 #/ft E 1,800.0 ksi Trapezoidal Loads OUnnnar o�eJ #1 DL @ Left 392.00 #/ft LL @ Left 615.00 #/ft Start Loc 0.000 ft DL @ Right 392.00 It/ft LL @ Right 615.00 #/ft End Loc 5.000 ft #2 DL @ Left 72.00 # /ft LL @ Left 2.10.00 #!ft Start Loc 5.000 ft DL @ Right 72.00 #/ft LL @ Right 240.00 #/ft End Loc 11.000 ft #3 DL @ Left 392.00 #/ft LL @ Left 615.00 #/ft Start Loc 11.000 ft DL @ Right 392.00 #/ft LL @ Right 615.00 #/ft End Loc 15.000 ft Point Loads Live Load Ibs Ibs s lbs lbs Ibs Ibs Ibs Ibs Ibs ...distance 5.000 ft 7.000 ft 9.000 ft 11.000 ft 15.000 ft 0.000 It 0.000 ft 1 ... ...� - i .' ::,....�.� ,..1.:.- �i ..'.,1�..�.0 �;a N);4 })t/+riu. �i ..., .� ,� ..:. v �.. , 4....Y.,.S:YG.�./f411iiY� 'Ai:,�`�iW^1 "e . {.i�,�. '. .Yi/� •4' � +,.:w• wow..:.•: Jr3wu>oy.:+W:.4b:i.L+++iA.'i3.� - ai.�i.'^4;1b� �- '�Y+�'s. � .r :,� „c. z w f � JU 0 ND CO LU J = H NW WO W? ( = W H Z� H O Z I-- W W U ON OH WW H� LL. O .. z w CO O z OUnnnar o�eJ Beam Design OK Span= 19.00ft, Beam Width = 6.750in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.822 : 1 Maximum Moment 40.0 k -ft Maximum Shear'' 1.5 11.4 k Allowable 48.6 k -ft Allowable 16.7 k Max. Positive Moment 40.00 k -ft at 9.044 ft Shear: @ Left 8.80 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 6.73 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.661 in Max. M allow 48.65 Reactions... @ Right 0.000in fb 1,896.06 psi fv 112.26 psi Left DL 4.52 k Max 8.80 k Fb 2,306.25 psi Fv 165.00 psi Right DL 4.04 k Max 6.73 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.440 in -0.764 in Deflection 0.000 in 0.000 in ...Location 9.500 ft 9.500 it ...Length /Deft 0.0 0.0 ...Length /Deft 517.7 298.58 Right Cantilever... Camber ( using 1.5 * D.L. Deft ),... r Deflection 0.000 in 0.000 in @ Center 0.661 in ...Length /Dell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 1 ... ...� - i .' ::,....�.� ,..1.:.- �i ..'.,1�..�.0 �;a N);4 })t/+riu. �i ..., .� ,� ..:. v �.. , 4....Y.,.S:YG.�./f411iiY� 'Ai:,�`�iW^1 "e . {.i�,�. '. .Yi/� •4' � +,.:w• wow..:.•: Jr3wu>oy.:+W:.4b:i.L+++iA.'i3.� - ai.�i.'^4;1b� �- '�Y+�'s. � .r :,� „c. z w f � JU 0 ND CO LU J = H NW WO W? ( = W H Z� H O Z I-- W W U ON OH WW H� LL. O .. z w CO O z Title : Dsgnr: Description Job # 4 Date: 3:22PM, 4 JUN 03 Scope : I User: KW -0602611, Ver 5.6.0.2-Sep-2002 (c)1963 -2002 ENERCALC Englnee6ng Software Description Beam 15. General Timber Beam Page 1 1000\110301ca1cu1at1ons\1 1030.emCalcula General information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Center Span 4.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 2. 3 k -ft Maximum Shear * 1.5 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 ft Shear: @ Left E 1,600.0 ksi Y Full Length Uniform Loads Center DL 456.00 #/ft LL 715.00 #/ft Left Cantilever DL # /ft LL # /ft Right Cantilever DL #/ft LL #/ft �unrn�ar y Beam Design OK Span= 4.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.704 : 1 Maximum Moment 2. 3 k -ft Maximum Shear * 1.5 2.2 k Allowable 4.1 k -ft Allowable 3.1 k Max. Positive Moment 2.34 k -ft at 2.000 ft Shear: @ Left 2.34 k i Max. Negative Moment 0.00 k -ft at 4.000 ft @ Right 2.34 k ( Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.011 in Max. M allow 4.12 Reactions... @ Right 0.000in fb 563.08 psi fv 66.84 psi Left DL 0.91 k Max 2.34 k Fb 990.00 psi Fv 95.00 psi Right DL 0.91 k Max 2.34 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.007 in -0.018 in Deflection 0.000 in 0.000 in ...Location 2.000 it 2.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 6,749.9 2,628.48 Right Cantilever... Camber ( using 1.5 D.L. Def) ) ... Deflection 0.000 in 0.000 in i @ Center 0.011 in ...Length /Deft 0.0 0.0 I @ Left 0.000 In I @ Right 0.000 in . z ~ w UO to 0 CO W J = H NU_ WO LLQ C O = �W Z F- H O Z F- W 5 U� ON (31-- W. H LL: O lLl Z U= O Z • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development Telephone (253) 474 -9449 Base Plan #1944 Fax(253)474 -0153 4! 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown 16. w/ 5.9kips Loads Maximum Load For 3 -2x6 HF #2 Built u Wood Post p () p H:= 9-ft psf :_ — plf •= psf•ft F, := 1300 -psi C := 1 CFb := 1 E':= 1300000-psi F " Fc CD - CF,. F' 1430psi Axial Load Capacity Slenderness Ratio (SL) SL; := h 'C:= 0.8 KCE := ,0.3 K CE•E' FC := FCF = 677 psi SO F', C " F' = 593 psi 2 I + FCE 1 + FCE FC8 F " F " F"� C := - - K 2•C 2•C C Spread Footing Design Soil Bearing Pressure (S S := 2000•psf P := 5900.1b 144 C := 1 C := I C := 1 CFc := 1.1 Pmax := F', A (3) -2x6 HF #2 Built Up Post Properties Kf I (Kf = 0.6 for unbraced nailed built C = 0.4 Pte Fwidth S b Y Fwidth = 2.9 ft lb := plf • ft 3 -2x6 HF #2 Built Up Post in a Wall Pmax = 14678 lb USE 1'-4" continuous footing ok. Base Plan #1944 hi 4,. '�`iY.zixbU La' t r +z�.;r.A':.v.:s. i.u., > - - ...M..LL.V.:�:s.1t.i � a..idu.a.:.u+s+ . r. MU: W.. tEUi. m.... a>.,:. � ,..iss�....'+..;.o.i.+i::kti as..1F:= ..�e,_r.. Z �W WD J U U0 No CO) LLJ J F- H N O W� ILLQ co) = �W Z H Z O. W W U� o Ir— WW H H lL 0 W Z U� O F . Z up posts - 0.75 for bolted) h := (3)• 1.5•in t:= 5.5-in A:= t•h A = 24.8 in 3 t-b 1:= I = 41.8 in S:= 1 - S = 18.6 in h C = 0.4 Pte Fwidth S b Y Fwidth = 2.9 ft lb := plf • ft 3 -2x6 HF #2 Built Up Post in a Wall Pmax = 14678 lb USE 1'-4" continuous footing ok. Base Plan #1944 hi 4,. '�`iY.zixbU La' t r +z�.;r.A':.v.:s. i.u., > - - ...M..LL.V.:�:s.1t.i � a..idu.a.:.u+s+ . r. MU: W.. tEUi. m.... a>.,:. � ,..iss�....'+..;.o.i.+i::kti as..1F:= ..�e,_r.. Z �W WD J U U0 No CO) LLJ J F- H N O W� ILLQ co) = �W Z H Z O. W W U� o Ir— WW H H lL 0 W Z U� O F . Z M 1 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 ` Telephone (253) 474 -9449 Fax (253) 474 -0153 s PROJECT : Bay Development Base Plan #1944 144 p p CM := 1 C := I CL := I CFA := 1.1 17. w/ 7.8kips Loads Maximum Load For 3 -2x4 HF #2 Built u Wood Post pst () P H:= 9-ft psf :_ — if •= sf•ft F,:= 1300-psi C := 1 CFb := 1 E':= 1300000-psi F "C := FI'CD -Cr, F " = 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL := h C:= 0.8 KCE := 0.3 K CE -E' FC '= F = 677 psi SL 2 1 + FCE 1 + FCE FCE C : -_ F"C - F"C _ F"c K a 2•C 2•C C f F' := CP F" F' = 593 psi Pmax F',- A Spread Footing Design Soil Bearing Pressure (Sb) S := 2000•psf P := 7800• lb •PTL Fwidth s b r I'L (3) -2x4 HF #2 Built Up Post Properties K := 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := (3)• 1.5•in t:= 3.5-in A:= t -h A= 15.8 in 3 1:= t h I = 26.6 in 12 S:= 1 - S = 11.8 in h C = 0.4 df4 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown lb := plf • ft 3 -2x4 HF #2 Built Up Post in a Wall Pmax = 9340 lb 2 USE 24 "x24 "x12 "USE 24 "x24 "x12" ftcl Fwidtn = 3.9 ft w/ (2) #4 bars ea. way Base Plan #1944 Z _ z. ~ W. f3: � JU U No w= N U WO �.. J LL Q �W Z F- l- O W ~ W U a H WW �U LL O W Z U3 O H Z i S SITTS & HILL ENGINEERS INC. 2901 SO. 40th 5t., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT : Bay Development Base Plan #1944 -f 5 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown 2 2C C F' := C " F', = 593 psi Pmax F',- A Spread Footing Design Soil Bearing Pressure (S Sb := 2000•psf P := 12900•1b P'rL Fwidth � . S b Fwidth = 6.4 ft f lb := plf•ft 3 -2x6 HF #2 Built Up Post in a Wall Pmax = 14678 lb USE 30 "x30 "x12" ft w/ (4) #4 bars ea. w ay 18. wl 12.9kips Loads Maximum Load For (3) -2x6 HF #2 Built up Wood Post H:= 9•ft sf := P S' P 144 Of := psf • ft F 1300-psi CD := I C := 1 C := 1 C := l C := 1 CF, := 1.1 E':= 1300000-psi F" c •= F c •C D' rc C . F" c = 1430 p si (3) -2x6 HF #2 Built Up Post Properties Kf I ( = 0.6 for unbruced nailed built Axial Load Capacity up posts - 0.75 for bolted) Slenderness Ratio (SL) h := (3)-l t:= 5.5-in SL := h C:= 0.8 KCE := 0.3 2 A:= t•h A = 24.8 in K CE 'E' 3 FCE :_ FC = 677 psi 1:= t, - 1= 41.8 in SL 2 S:= I -2 S = 18.6 in 1 +FCE 1 +FCE Fcf h C — F "c — F„c — rC K : C =0.4 p C f Base Plan #1944 Z J- W W 11.11 1 D UO LU J � N LL WO LLQ a = W H Z H O. W UJ �p U N O- 0 F--, W W. H L). O W Z U= O �'- Z i i I i i I i i i i i a SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT : Bay Development Base Plan #1944 1 6 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown 19. w/ 6.9kips Loads Maximum Load For (3) -2x4 HF #2 Built up Wood Post H:= 9-ft psf := pst F := 1300• psi C := 1 E':= 1300000 -psi 144 C Fb := 1 CM := 1 C := 1 C := 1 CFc := 1.1 F " := F T = 1430psi Axial Load Capacity Slenderness Ratio (SL) SL := h C:= 0.8 KCE := 0.3 K CE'E' FCE := FCE = 677 psi SL 2 1 + FCE 1 + FCE Fca F F " F"� C :_ - - •K 2 -C 2•C C F' = CP F" F' = 593 psi P := F' A Spread Footing Design Soil Bearing Pressure (Sb) S := 2000-psf PT := 7800-lb plf := psf•ft lb:= plf•ft (3) -2x4 HF #2 Built Up Post Properties Kf := I (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := (3)• 1.5•in t:= 3.5 -in A:= t• h A= 15.8 in 3 1:= t.h I = 26.6 in S:= 112 S = 11.8 in h C = 0.4 3 -2x4 HF #2 Built Up Post in a Wall P = 9340 lb PT> 2 USE 30 "x30 "x12" ftg Fwidth S Fwidth = 3.9 ft w/ (4) #4 bars ea. wav b z Z W Q 2 JU UO Cl) CO ui J = t- NU WO J u- Q c 2 F_ W Z t-- 1- O W �p LU U 0 t-- WW H5 U. O z U =' O h- z if 7- z w D 00 ND W w W -J 0) LL W LL cl) + 0 W Z F- �- 0 z �- W LLJ 5 CO .0 cl ALJ LL j L) LL z W V) L) O ~ F- z w n�:. �- i,:: kt ..- ,.�r. %.. � I ;:Ea..%it�i � s4'i�Si'rFdal � i � °' A da:' sa.'Yri +: JwsG3fv:�r .umy.�. r«'.�,' .wuriw�px+r�wL }v us�«: .V%. YtU:a Z �Z W QQ2 JU U O Co p J = I-- N U. WO �Q U = �W I= H F O Z F - W5 �p O C0 p I-- WW LL O W Z U= O z 1 Title : Dsgnr: Description Scope : General Timber Beam Description Beam 20. a t J Page 1 10301caiculations 111030.emcalcula General Information Max. Negative Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 f Center Span 13.00 ft .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Reactions... fb 805.87 psi 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 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 Beam Design OK i i Span= 13.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.862 : 1 Maximum Moment 1. k -ft Maximum Shear * 1.5 Allowable 1.7 k-ft Allowable Max. Positive Moment 1.44 k -ft at 6.500 ft Shear: @ Left r F i Job # Date: 3 :22PM, 4 JUN 03 @ Right @ Left @ Center @ Right Max Max , ad Load 0.000 in 0.0 0.000 in 0.0 0.6 k 1.0 k 0.44 k 0.44 k 0.000 in 0.120 in 0.000 in 0.44 k 0.44 k 0.000 in 0.0 0.000 in 0.0 z ~ w UO 00 CO Ill J H NU_ WO J U. CO F- H = I z� F- O z f_ W 5 U� ON OH WW F- U_ O. W z to F- S O z Max. Negative Moment 0.00 k -ft at 0.000 It f Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 1.67 Reactions... fb 805.87 psi fv 42.43 psi Left DL 0.10 k Fb 935.00 psi Fv 75.00 psi Right DL 0.10 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.080 in -0.340 in Deflection ...Location 6.500 ft 6.500 it ...Length /Deft ...Length /Deft 1,951.4 459.14 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection @ Center 0.120 in ...Length /Defl @ Left 0.000 in @ Right 0.000 in r F i Job # Date: 3 :22PM, 4 JUN 03 @ Right @ Left @ Center @ Right Max Max , ad Load 0.000 in 0.0 0.000 in 0.0 0.6 k 1.0 k 0.44 k 0.44 k 0.000 in 0.120 in 0.000 in 0.44 k 0.44 k 0.000 in 0.0 0.000 in 0.0 z ~ w UO 00 CO Ill J H NU_ WO J U. CO F- H = I z� F- O z f_ W 5 U� ON OH WW F- U_ O. W z to F- S O z Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983 -2002 ENERCALC Engineering Softwar { Description Beam 21. Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 3:22PM, 4 JUN 03 10001 103ftalcufallonsli 50 Page 1 General Information Span= 4.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Center Span 4.00 It .....Lu 0.00 It Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever It .....Lu 0.00 It Member Type Sawn Douglas Fir - Larch, No.2 Allowable 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 Max. Negative Moment E 1,600.0 ksi Full Length Uniform 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 . C' C. .,:. � ,..:.,;cn;.: .. -. ::�:.......,. ».,.:,,_.:. v..:..,.:_.i .wy „ S.:.,, .,: a.... w.. w..: a:.,: J. a..... i. utr,.»; d.: u:: uAHauiiu::+ riu . +::..+a..; nuaw.2 �'rt«Jin `- i'.cl.n�'b:::fa52_�/�+ Y:+ w k." viii• Si�Li: F+'x4. «�;5<ik��1a�'�'�:':d��!r z �Z �w JU UO CO 13 CO W J H CO t_ W O w ? CO =11 Z f- H O z F- �5 U� O �. O I- WW H F U! - U. Z -F O z Span= 4.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.673 : 1 Maximum Moment 2.2 k -ft Maximum Shear ` 1.5 2.1 k Allowable 4.1 k -ft Allowable 3.1 k Max. Positive Moment 2.24 k -ft at 2.000 ft Shear. @ Left 2.24 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.24 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.007in Max. M allow 4.12 Reactions... @ Right 0.000in fb 538.55 psi fv 63.93 psi Left DL 0.64 k Max 2.24 k Fb 990.00 psi Fv 95.00 psi Right DL 0.64 k Max 2.24 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.005 in -0.017 in Deflection 0.000 in 0.000 in ...Location 2.000 It 2.000 It ...Length/Defl 0.0 0.0 ...Length /Deft 9,618.6 2,74817 Right Cantilever... Camber ( using 1.5 • D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.007 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in . C' C. .,:. � ,..:.,;cn;.: .. -. ::�:.......,. ».,.:,,_.:. v..:..,.:_.i .wy „ S.:.,, .,: a.... w.. w..: a:.,: J. a..... i. utr,.»; d.: u:: uAHauiiu::+ riu . +::..+a..; nuaw.2 �'rt«Jin `- i'.cl.n�'b:::fa52_�/�+ Y:+ w k." viii• Si�Li: F+'x4. «�;5<ik��1a�'�'�:':d��!r z �Z �w JU UO CO 13 CO W J H CO t_ W O w ? CO =11 Z f- H O z F- �5 U� O �. O I- WW H F U! - U. Z -F O z Title : Job # ' Dsgnr: Date: 3:22PM, 4 JUN 03 Description Scope: Rev: 560000 User :Kw- 0602611,Ver 5 .6.0,2- sea -2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p:► 11000111030 1ca1culations111030.ecw:Calcula Description Beam 22. General Information -0.002 in -0.010 in Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 ...Length /Deft Center Span 4.00 ft .....Lu 0.00 it Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 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 E 1,600.0 ksi Full Length Uniform Loads Center DL 144.00 #/ft LL 480.00 #Ift Left Cantilever DL #/ft LL # /ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 4.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.375 : 1 Maximum Moment 1.2 k -ft Maximum Shear * 1.E Allowable 4 .1 k -ft Allowable Max. Positive Moment 1.25 k -ft at 2,000 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft ... 'Max @ Right Support 0.00 k -ft Max. M allow 4.12 Reactions fb 300.05 psi fv 35.62 psi Fb 990.00 psi Fv 95.00 psi Deflections Deflection -0.002 in -0.010 in ...Location 2,000 it 2.000 it ...Length /Deft 21,374.7 4,932.62 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.003 in @ Left 0.000 in @ Right 0.000 in . Camber: Left DL 0.29 k Right DL 0.29 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft @ Left @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 In 0.0 1.2 k 3.1 k 1.25 k 1.25 k 0.000 in 0.003 in 0.000 in 1.25 k 1.25 k 0.000 in 0.0 0.000 in 0.0 z �z aa� JU UO (n o J � CO U_ WO J U. N = W H Z� H O z i_ LU 2� U 0 ON 0H WW H L). u. O ll l z C O 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 Base Plan #1944 'S G 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown 23. Check studs wall H:= 9-ft psf := PSI := psf•ft lb:= plf•ft F := 1300-psi C := 1 C Fb := 1.5 C := 1 C := 1 C := 1 C Fc := 1.15 C := 1.15 Fb := 850-psi F F F' = 1466 psi F ° c := Fc' CD' CFc F"c = 1495 psi E':= 1300000-psi Axial Load Capacity (DL +LL) Try - 2x6 HF #2 Studs @ 16" o.c. Slenderness Ratio (SL) _ h:= t : 1.5-in 5.5-in c :- SL := h C:= 0.8 KCE := 0.3 2 A:= t• h A = 8.3 in I C CE •E' 3 4 1:= t h I = 20.8 in FCE = F = 1011 psi 12 SL S:= I S = 7.6 in 2 FCE c 1 +FCE 1 + FCE IC _ F "c — F "c C = 0.5 2 C 2•C C F',:= C " F'c == 816 psi P,,,, := F c A P = 6729 lb PTL := I(16•psf + 40•psf)•I ( 2 841 + (12•psf + 40•psf)• 14. ft A 1.33-ft PDL :— C(16 psf) C 2' - -ft l + (12•psf) 1 ,ft 11 • 1.33-ft PDL = 410 lb / JJ P = 1527 lb < P,,,= 67291b O Axial Stress (DL +Wind) CD:= 1.15 r Fnc F C - CD'CFc F" = 1719 psi z 1 +FCE 1 + FCE FCE F" F "c PC C - - C = 0.5 F, C " F' = 847 psi 2•C 2•C C fDL . PD D L fDL = 50 psi Base Plan #1944 z Z �W 6 2 JU U CO co LU J � Co U. W O. U-Q U� = �W Z t- f- O W ~ W U� O -, o�- W W !_- H LL O ill z UN P _ O z ' SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development Telephone (253) 474 -9449 Base Plan #1944 Fax(253)474 -0153 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown Bending Stresses CD:= 1.15 F'b:= Fb CD•CFb'CM•CfCL•Cr wwind := 15•psf • 1.33 - ft Wwind' H 2 M := M = 202 ft• lb 8 M S feq = Fb fb := S f = 321 psi Combined Stresses 2 fDL -h 1 fb -0.2 F'c 1 _fDL F i b FCE Cont. wall Footing Design Soil Bearing Pressure (Sb) S := 2000•psf P = 1527 lb F' = 1686 psi S req = 1.44 in < S = 7.56 in O.K. <I O.K. P n, 1.33-ft Fwidth := S b Fwidth = 0.6 ft .el USE 2x6 HF #2 Studs (ci). 16" o.c. Exterior wall typical. USE 1'-4" x 8" thick continuous footing Base Plan #1944 I Z }= Z � W� JU UO W= I— cr) LL WO �Q S2 d = W ' Z F F— O Z F-- W U� a H W �O Z U= O Z 3 3 i i i i f t t f rA L r, g ' i E; a: 11 F C � r C 1 1 Z H Z. �w JU 0 (0O C0 w J � CO) LL. w U. _N = d w Z F- ! - O Z F- w U� O � O i-- wW H �O W Z U =. O Z t i 1 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT : Bay Development Base Plan #1944 - P�;) 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown 3rd Car Garage Option Wall Line D: Distance between Lines of Resistance: LI := 36-ft Total Wall Length: Ld := (4.5 + 4.5)-ft W t •L]•.5 Wind Shear vd := Ld Seismic Tributary Weight: Roof := 16•psf- 40•ft - ft 2 Wall:= 10•psf- 40•ft- 12.5•ft Floor := 12- psf- 26 -ft. 36 ft 2 W:= Roof + Wall + Floor OTM := vd•ld -H Roof := 16•psf- 2 -ft -]d Wall := 10•psf -Hw 2•]d Floor:= 12•psf- 1.3 -ft•ld Total := Roof + Wall + Floor Seismic Force: E := V• W E = 425.7 lb ft - � Ld Check wall section: Id := 4.5 -ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: DLR := Total. Id r 2 OTM — DLR Id W = 247.5 lb ft t Plate Height: H := 9. ft vd = 495.1 lb f{t 1 c! nai s' / T 3 p0 C _3 Capaci�y�'= ��,54b PLF �� Roof = 12800 lb Wall = 5000 lb Floor = 5616 lb W = 23416 lb Wind Controls Design OTM = 20049.51b ft Roof = 144 lb Wall = 8101b Floor = 70.2 lb Total = 1024.2 lb DLR = 2304.5lbft U = 3943.4 lb Simpson Holdown. STHD14RJ. Base Plan #1944 i�..: i.. .. +,. c k'�. ltt +ku ,�:r.•. :'rt9.w .. +Y4• ;, ..x •. u.aaM:.tu�at.i:.tiu liu:,:hL'a' Lid: F? iau�.. is�:: t: isFUCS .a:•1.�.ia::Ct:Wlsr'+iu+RSi t..•::iin::., +..:.,.. Z H '~ W t � JU U0 N J = H U) LL W O. LLQ U) d = W H ? I— I— O Z F- LU W U� O N, OH W H �. LO W Z U= 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 Base Plan #1944 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown 3rd Car Garage Option Wall Line F: Distance between Lines of Resistance: L6:= 20-ft L5:= 30-ft W = 247.5lbft 1 Total Wall Length: Lf := 21•ft Plate Height: H,:= 9-ft W 3 • (L6 + L 5 ) - • 5 Wind Shear of ._ _ Shear4.lNaIIT:ype Lf of = 157.41bft Seismic Tributary Weight: GaPacity;� 278:'plf . Roof := 16•psf•40•ft 20+30 2 -ft Roof = 16000 lb Wall := 10•psf•40•ft•5•ft Wall = 2000 lb W:= Roof + Wall W = 180001b Seismic Force: Ef:= V W • Ef= 140.3 lb ft t Wind Controls Design Lf Check wall section: if := 21 -ft Overturning Moment: OTM := of -If H Dead load resisting: Roof := 16•psf•2•ft•lf Wall := 10•psf •H if Total := Roof + Wall Resisting Moment: DLR := Total. if 2 Net Uplift: U:= OTM - DLR if ' r II OTM = 29741.4 lb R Roof= 6721b Wall = 18901b Total = 25621b DLR = 26901 lb ft U = 135.3 lb No Holdown. I 1 Base Plan #1944 a Z 2H W ar 2 D UQ C0 C0 LL W O LL Q. cl) = �.. W Z I— !— O w �5 U� O �. 0 f- WW H� LL O ill Z' U= O Z R SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development Telephone (253) 474 -9449 Base Plan #1944 Fax (253) 474 -0153 5 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown 3rd Car Garage Option Wall Line G: Distance between Lines of Resistance: L5:= 30-ft W = 132.21bf -1 Total Wall Length: Lg:= 25-ft Plate Height: fl, := 9-ft ' Wind Shear vg = Wt•L1•.5 _� Shear=;lN -6 L vg = 178.2 lb ft r J 4�, �C'apacitjr. ?= 278'plf Seismic Tributary Weiqht: Roof := 16•psf•25•ft 30 •ft Floor = 70.2 lb 2 Wall := 10•psf•25•ft•5•ft Wall= 1250 lb W:= Floor + Wall W 1320.2 lb Seismic Force: E9:= V W E = 8.6lbft -1 Wind Controls Design f } OTM = 40099'. 1 lb ft Roof = 5600 lb Wall = 2250 lb Total = 78501b DLR = 98125 lb ft Net Uplift: U:= OTM — DLR lg U = —2321 lb No Holdown. Lg Check wall section: lg := 25-ft Overturning Moment: OTM := vg•lg•H Dead load resisting: Roof := 16•psf• 14•ft•Ig Wall := 10•psf•Hw Ig Total := Roof + Wall Resisting Moment: DLR := Total- L9 2 Base Plan #1944 Z ~w 2 D U J N u. W O U. Q to D = �W Z H O w �5 U� ON o�- AU W. O. .• Z W U= O Z Z �Z �W Q D JU UO N CO ui W = H N LL WO LLQ Nd = W H Z F... 1-- Z 1- U� O� o� WW H� u' O .Z W U= O Z I) _ 1 ' 0 1 � 1 PA i > s N A 0 A —1 n f� • COr'y'tGNS � � R 8 m z _ N iS F — z BLOCK rOR GABLE END TW55 N � D O AND SIDING 1 6 75'•0' I' -6 �ROJEGT- PLAN 1944 DATE: °COP g ` e° "b j-A po ft 1]A 11=S !a Un canwctb+of w L- .ct or J . Uv {S A Y I )t nPM; l\I 1 5-b-0I Fu.la wil c a lalDgm _1 tro di c . .x of w S W Ding+ 5_1_ Vit a...w. wn ti. NOTICE: IF THE DOCUMENT IN THIS FRAME CLEAR THIS NOTICE IT IS DUE TO THE QUAL G �s tN Is 0 Z 0 C9 NOTICE: IF THE DOCUMENT IN THIS FRAME I CL D THIS NOTICE IT IS DUE TO THE QUALITY O F THE D r ~ QQ W D . D JU L) O� Na W = CO) LL W}0 LL C0 VC F. UJ O. Z I- LLI W 5 Cf) 0 a E-, W ui u. 0 Cd Z. CO) Z J: Title : Dsgnr: Description : Job # Date: 9:26AM, 12 JUN 03 Scope : I User: KW- 0602611. Ver 5.6.0.2- Sep -2002 (c)1963.2002 ENERCALC Engineering Software Description Beam 24. General Timber Beam Page 1 1000\11030\calculations \t 1030.ecw:Calcula General Information Span= 8.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x12 Center Span 8.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Allowable Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 2.38 k E' 1,600.0 ksi Full Length Uniform Loads Center DL 244.00 #/ft LL 350.00 # /ft Left Cantilever DL # /ft LL # /ft Right Cantilever DL #/ft LL # /ft Beam Design OK r i i - I '..,.y.. v, u:..r.,.�. .. .,._l.: i.�t(�ticx,t.l; .�- xir..e:,� ..tis..:av1z�;:.:w Le' r.NT*+.a,W��. :t,Ma.u, �.•J�.mow l:.;w�. ltv.Ap�(ii ' �" a 'i+flstw�'+S'+vi;y:i.:nutes:.i z J� Z mo w. UO CO 0 C09 W J = CO U_ WO UQ to _CY �W z H t- O' z I_ W W U� ON D I- WW H0 UO 111 z CO O z Span= 8.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0 : 1 Maximum Moment 4.8 k -ft Maximum Shear * 1.5 2.7 k Allowable 5.4 k -ft Allowable 3.7 k Max. Positive Moment 4.75 k -ft at 4.000 ft Shear. @ Left 2.38 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.38 k • Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.051 in Max. M allow 5.38 Reactions... @ Right 0.000in fb 772.39 psi fv 69.51 psi Left DL 0.98 k Max 2.38 k Fb 875.00 psi Fv 95.00 psi Right DL 0.98 k Max 2.38 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.034 in -0.082 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 2,836.7 1,165.25 Right Cantilever... Camber ( using 1.5' D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.051 in ...Length /Deft 0.0 0.0 @ Left ' 0.000 in @ Right 0.000 in r i i - I '..,.y.. v, u:..r.,.�. .. .,._l.: i.�t(�ticx,t.l; .�- xir..e:,� ..tis..:av1z�;:.:w Le' r.NT*+.a,W��. :t,Ma.u, �.•J�.mow l:.;w�. ltv.Ap�(ii ' �" a 'i+flstw�'+S'+vi;y:i.:nutes:.i z J� Z mo w. UO CO 0 C09 W J = CO U_ WO UQ to _CY �W z H t- O' z I_ W W U� ON D I- WW H0 UO 111 z CO 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 Base Plan #1944 & 11030.mcd 06/04/2003 design Binh Tran chk Ed Brown 25. w/ 6.9Kips Load Maximum Load For 6x6 HF #2 Wood Post H:= 9-ft psf := 1144 plf := psf•ft lb:= plf•ft F,:= 375-psi C := 1 C Fb := 1 CM := 1 C := I C := I C := I E':= I I00000•psi F"C := F F", = 375 psi 6x6 HF #2 Wood Post Properties Kf I ( = 0.6 for unbraced nailed built Axial Load Capacity up posts - 0.75 for bolted) Slenderness Ratio (SL) h := 5.5-in t:= 5.5-in SL := H ' C:= 0.8 KCE := 0.3 h A:= t•h A = 30.3 in E' 3 FCE := KCE FCE = 856 psi 1:= t h I = 76.3 in SL 12 S:= I +2 — S = 27.7 in F F 2 h i i, I + CE I + CE FcE P F " I-, Cp := 2 C - 2 C - C Kf C = 0.9 F',:= C " F' = 333 psi Pmax := F' A Spread Footing Design Soil Bearing Pressure (S Sb := 2000•psf PT := 6900•1b P•f•L F%vidth -- S b C ,t Fwidth = 3.4 ft 6x6 HF #2 Wood Post Pmax = 100641b USE 30 "x30 "x12" thick Spread footing, w/ (4) #4 Bars Ea. Way Base Plan #1944 Z �W QQ� JU U O to Q w = J F— 00 LL W O. U. �d = W Z Z E- O W ~ W U� 0 1-- WW H� LO z W U= O z June 14, 2004 City of Tukwila RE: Change of Driveway Access z Z In looking at a change in access for Sara Vista Lots 7 & 8, we would propose the v following: 0 0 �o 1) Cut current sidewalk, curb and gutter on Macadam Road and replace with cn w driveway access per "City of Tukwila Drawing RS -8 ", and "Typical Driveway Profile" as N LL attached. w o 2) Pave driveway behind sidewalk as detailed on attached "Driveway Section ". w <. CO d 3) Remove tree #75 as noted on "Tree Retention plan ". Replace with mutually Uj Z agreeable trees or shrubs. F O z�- 4) Existing Utility pole will be minimum 4 feet off driveway access. LU w o v CO 5) Remove existing driveway access off South 43rd Street, including curb and o t_- gutter, sidewalk and asphalt. w w 6) Replace removed sidewalk, curb and gutter per "Sidewalk Section B" U-- O z iii (attached) N U O ~. 7) Landscape disturbed area per "Landscape Replacement Plan ". z JUN 1 4 2004 pERM1T C�N'�E� D) /93 L1 .Ji,Cu GClVV C2 24,21 .256,48 C3 3.97 2.00 C4 30.63 7,00 C51 4.65 3.00 C) 13405 VENUE 24' WIDE �Q, DRIVEWAY y' EASEMENT � C),�1 A 10' DRAINAGE EASEMENT , p yo 24' WIDE DRIVEWAY EASEMENT J �� ceS S 1 EP• z ~w U0 WF- N IL WO LL a cf) =W F- 0 W �- U� O� OH W H� �O z U= O z �r a � N M 9— sb v�im>ini -j0 NOU33S J lVOld/li NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. i _J i nRl\/F\A/AY �FrTnN �,.�. � gib._. �- �-�;•�- ��: NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. VARIES' w _z J F- t U R VARIES' 2 , MINIMU G1 m 2 % MIN. 1 Z OO OOO OO CO nO '• .. 4• . -. d . O O O O PROPOSED DRIVEWAY 4 ROPOSED CURB AND GUTTER *UNLESS OTHERWISE APPROVED BY THE ENGINEER THIS GUTTER WATER FROM SPILLING INTO PRIVATE PROPERTY, MIN. SLOPE IS REQUIRED TO PREVENT TYPICAL DRI EV_VA_y_pR__oF[LE - -- NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT JS DUE TO THE QUALITY OF THE DOCUMENT. .. .. .... D l33<KS S1N 8 N 0 11 V M I G I S 605 1 4 O - n - n o0 0 ^ ^0 40% � ` a• J o0 0 �. ♦• /7 % v AWMMS ,S ;S'0 �J , NOTICE: IF THE DOCUMENT IN THIS FRAME I LESS DOCUMENT. THIS NOTICE IT IS DUE TO THE QUALITY _ O F L O' COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -193 DATE: 06 -14 -04 PROJECT NAME: CRESCENT HOMES - LOT 8 SITE ADDRESS: 1342843 RD AVENUE SOUTH X Original Plan Submittal I Response to Incomplete Letter # _Response to Correction Letter # Revision # afteribefore permit is issued DEPART M NTS. �� 1 - +O Buil Pu I� Wo bc, _7 7_ Fire Prevention Structural ❑ Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete M OO" Incomplete ❑ Comments: DUE DATE: 06 -15 -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 ;,Structural TING: Please Route Review Required REVIEWER'S INITIALS: ❑ No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28-02 PERMIT COORD COPY p �,n, .�F !.�. :t ,b ,•rl +:w, mr n.'t�.f3�+��;,6d + 1l:r«.!sa�a, r...axr'itt:t .7�irdv- �:bti�Sr�;;x ;:f ' ijY� t s�� • u«nJ.Gwieyy DUE DATE: 07 -13 -04 Not Approved (attach comments) ❑ z 41 t ~w 00 U) 13 co W J S2 LL w 9_j LL cod =w z f- ZO w 25 U C3 co_ 0 E- W W LL O .. z W co O F- z Certificate of Sewer Availability OR 14816 Miligsry Road Sough P.O. Box 550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 ❑ Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) 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: u�� ^ .� Phone:,) r 566 _7 -79 Property Address or Approximate Location: Tax Lot Number: Legal Description(Attach Map and Legal Description if necessary): Part • Be Completed by • - 1. a. Sewer Service will be provided by side sewer connection only to an existing 4�0 // size sewer OYA 49040eewthe site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or rlr C i k' ❑ (3) other (describe): 4 2004 PE RM, r C FNr6r 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. J[ 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. (S� 4. Service is subject to the following: PERMIT: $ Y' a. District Connection Charges due prior to connection: GFC: $� = SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) 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 the Bove sewer agency information is true. This certification shall be valid for one year from a dame of sign re. By Title Date Q6µ -193 mom ..u.� wwwM!wn'•.MVwMII . 1 ^'�r�. 3 .. .e .iw2v.in+ira� t Z �~ w 6 Q JU 00 Cf) 0 J = S2 LL w U.Q CO D = �w z T_ P z� w D0 ON 0 F- wW LL O . Z • W U= O~ Z 9 i 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, Z. including without limitation that the applicant will be able to obtain the necessary permits, Ui approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, J 0 City of SeaTac or any other governmental agency before the applicant can utilize the sewer v o CO service which is the subject of this Certificate. = J 4.. If the District or the applicant must extend the sewer system to provide (1) p 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 a addition, the governmental agency may establish requirements that must be satisfied as a co w 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 1-- O UJ LU subject to and conditioned upon availability of sewer service to the Property at the time of such o application, and compliance with federal, state, local and District laws, ordinances, policies, p N and/or regulations in effect at the time of such application. ° ~ w 1 acknowledge that I have received the Certificate of Sewer Availability /Non Availability and this U Attachment, and fully understand the terms and conditions herein. iii z U Applicant's Signatu, Date Z 8953910011270798.01ISSY601l.DOC (1/26/04) -1- M ti INS t CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: Site address (attach map and , legal description showing hydrant location and size of Main): 1.���2.fS r� A ve 1ul LdA I Q C' 140 16 (g- Residential Building Permit ❑ Preliminary Plat ❑ Commercial /industrial Building Permit ❑ Rezone ❑ Short Subdivision ❑ 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 starved by (Water Utility District): W4.14v ^ DDS *1vf 'A lz5 5/' do Ye Date y; •� , .I!.. 1 , c � 1 1 fl..,^ P MM r ., • ,�; i . „ � 1 � it �.; � �;., f.,�"�J u,'�+ 4Ft ��, .',Y�r' • !r' e�"Y ^ ,' >, 1 7 �����1 r ii' ,h � �� Y .r! ' I ... i ,;, ;a � �,.,; :;., :r;. . , r; <• r %� : :K' :.. t �� G••' 1` I Ii G i.•a •'" 1 �'� ' Y,rr�,•e ,u,� � }yj ?� ' ;�; y F r� V.1t:' , xk "'r�t;: ' 1. The proposed project is within - �l/��a (_ _ Iu (City /County) 2. lj" No improvements required. The improvements required to upgrade the water system to bring It into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection conhoI requirements: rrTMr, C, (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 � z-- gpm at 20 psi residual for a duration of 2 hours at a velocity of A0 Z fps as documented by the attached calculations. 5. Water vailability: Acceptable service can be provided to this project ❑ 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. I hereby certify that the above information is true and correct. r Agency /Done By Date A , This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." .yy.� J t +,?<i{.'A ; ? �'i :aY Kjuv .: '.U'f` w y'k' i F'A�� �r C` t ^k.��M%TKr hbv4Mr..Y ^�•yy ...,r.: w'^. c I' WIQ CI TY OF TVKWILA - Permit Center /B uilding Division: Community Development Department 206-431-3 6 70 Permit Center Public Works Department: 6300 Southcenter Blvd,, Suite 100 206- 433 -0174 Tukwila, WA 98188 Planning Division: 206 -43 -3670 Z Q ~ w tY � �U UO CO CO W J = CO LL WO J LL Q to _a �W Z� ZF- W W U� O- C3 i` WW HF- 111 Z UN H= O Z This certificate is for the purposes of: ATTACHMENT TO CERTIFICATE OF WATER AVAILABILITY KING COUNTY WATER DISTRICT NO. 125 The following terms and conditions apply to the attached Certificate of Availability ( "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 oP+�"UK"li; "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. Applicant's Signature District Date 10 Date . ` /Q L ' /t RECEIVED rITY OF TI IKWII A JUN 14 2004 PERMIT CENTER yt:ii.t rK t'� . �Y'� ..�,�:yxti1LI7 i4 : Y �� R F, ar.3asi�. • .; � y: WS:. gi. ��d�G�,: �tw; �rrF%+ t' i�, iitvA� .t >sra3�ar'a".�1'�;s�dtu+cu Z }�- Z �w QQ JU UO U) o J I- (1)w w LL j S2 d = w zF- �O zF- w w U� 0 CO o�- W L' O . z . W U= OF- Z 12/01/2004 12:13 2063236762 CRESCENT HOMES [)�':l';'1h:'rl� - il ?NT OF LABOR AND INDUSTRIES ;f REGISTERED AS PROVIDED BY LAW AS ' CONST CONT GENERAL •REGIST:. • #. ; EXP .. DATE CO1 YDEC *022MB b7/02/2004 a EFFECTIVE DATE 07/02/1998 BAY DEVELOPMENT CORPORATION 425 PONTIUS AVE N #125 SEATTLE WA 98109 Y PAGE IN z Z W. U O W= Co LL W O u. Q N = d Z� F O z H- U13 co W W. - FU-- V_ O Z: W o F Z � � A -c ti a- . p : These plans have been reviewed b y the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations. of adopted standards or ordinances. The respmWb for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this tance a�cxep , and will regture a resubmittal of revised drawings for ..ud)seque nt approval. Final acceptance is subject to field inspection b � y the Public works utilities inspector. 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TCf= OF ,ALL WALLS FILUS�► l� �dm cq Q ��0 QL a a to t� o � z o m 0 W FILE NO: 3951 SHEET 1 OF I .cJi • '•' •V . .. ,wr- *. i. `. - • • .r 1 . "��R.. .. r _ .. 40 0 4►t J''M�11'.Ai►.I►'�, + : ryr �i" "''�+ 1051 SQ. FT. AREA ! 1.1 SQ. FT. REQUIRED � 150 TYP. VENT 1 xi 4" x lry .51 60. FT. PER VENT' ° 144 - VENTS REQUIRED I.1 = 13. USE MIN. OF 14 VENTS .5! • ; �o MIL. BLACK VAPOR BARRIER OVER ENTIRE CRAWL. AREA. IS" MIN. CLEARANCE UNDER FLOOR JOISTS. • SOLID BLOCKINCx OVER SUPPORTS. . ALL FTGS TO BEAR ON UNDISTERBED SOIL, MIN. 2000 Ibs P.S.F. i + FOUNDATION STEEL PER HAND -OUT. o 4x& POSTS TYP. PEAM SPLICES. h o ALL BEAMS TO BE 4x10 D.F. 10 2 UNLESS NOTED OTHERWISE. • ALL BEAMS P- HE,- '%DERS TO BE V ERIFI E D WITH � .STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEED'IW,.2 1 j I 4x4 POST ON i8 "X18 "xI0" THK. O 1 W/ ( 2 )'4 B.E.W.CONC. PAD O 4x4 POST ON 24 "X2 "x 10" THK_ w/ C 3 /"4 B.E. GONG. PAD t L _14J • i 1 i 4x4 POST ON 30 "X30 "x12" THK. I O i �. w/ l4I"4 B.E.W. CONC. PAD RECEIVED TM OF To # KW ,, c. JUN 14 2004 PERMIT cen,rt,, hv -so 4 • SOLID BLOCKIWj OVER SUPPORTS 4 SHEARWALLS. 4n 4, Lu_ ii A Q3 � ui V ^ �r m �r UJ cf) TV 0 •- Ca .� Mi � d � •3 �j V � G � � 3 U CI d OA � V ~ u .o A .o 713 -0 QJ s 1 . ALL FTGs5. TO BEAR ON UND15TERBED SOIL MIN. 2000 Ibs. P.S.F. . FOUNDATION STEEL PER HAND -OUT. • U SE ASPHALT WATERPROOFING= SPRA BEHIND BASEMENT WALLS PROVIDE Mild OF 2 "x2 "x3 l*" THK PL 4TE WASHERS ON EACH SILL BOL 1=0UNID T I ON PLAN LU_ 0 N v M x SEE L LEGEND, SHEET 01 61" SEE STRAP LEGEND, SHEET 0161" REVIEWED R FOR C ODE COMPLIA JUL 292004 t 1 - i Tukwila City af Tuk v�oN 0I BUILD t t NOTE* s (DI ro 1 i2 " X 20 FRAME -OUT FOR FURNACE WARM -AIR DUCT, MECHANICAL. CONTRACTOR TO VERIFY SIZE 4 LOCATION. 2� I X 24" FRAME-OUT FOR CRAWL ACCESS. • ALL FLOOR JOISTS TO BE 2XID H.F. 1 6 16" O.C. UNLESS NOTED. • ALL FLOOR JOIST TO BE BLOCKED 6 BEARING;. • SEE FNDN. PLAN FOR BEAM SIZE i . i • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED UJITH ,rNy `f,= , 'RI ATlC1�l5 BEFORE PROCEED ING. RECEIVED , raTY OF TI WWII A JUN 14 2004 PERMIT CENTEk IN FLOOR I=RAMING PLAN mop vo rs. c �, cn gE CL 4n cc `n 4 O mo M L V V 5 std fl►c n u C. o - o . IU t— o m � ■Tt Z Z d,t lu Q z m u TL w FILE NO: 3957 SHEFmT 2 OF .,...._...,..,...... _ ----- -- — _� :..,.. _....� . �. .,�.._......_,.._......_..,�.._ _ _. � _.�...c.......:..�- .. ...�...zs..ir:.w.�:.a+�ratsr!�= •w::.aw�r+r�wra+.w►a.�...r�� �...,...., „- ,,�,,,,. •.rr►*�r. •.. z/ 1 _10 "I1 71 - ^II w a 4'ItAm3 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 A 200 CltY Of Tukwlla BUILDING DIVISION NOT • ALL BMS. t HDRS. TO BE 4x10 DF. 10 2 UNLESS NOTED OTHERWISE. • TYP. FE. TO BE V • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK ALL F''LUP" 5lWs PENETRATIONS. I . TOP OF WINDOWS is 6' - 10" ABOVE MAIN FLR. UNLESS NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2xh 49 16" O.C. UNLESS NOTED OTHERWISE. • SMOKE DETECTORS TO 15E HOT WIRED w' DISCONNECTION SWITCH 4 BATTERY BACKUP. • SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. • ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8" T "X" &W. 5.2-LAYERS OF G.W.B. REQUIRED ON CEILING WHERE SUPPORTS ARE SPACED GREATER THAN * o.c. • 0 34" - 3 &" r; WOVE TFE�►G NOSIW -x. r * HA NDRAIL , • INSTALL FIREPLACES) PER MANUFACTURER SPECIFICATIONS. • DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTHERWISE. • Q] DENOTES DBL. CRIPPLE a HEADERS OVER d' -O" LONG. (T 1� P.) • DOOR BETWEEN HOUSE 4 GARASE TO BE SOLID CORE w /SELF CLOSING DOOR. • 5/8" TYPE "X" G.W.B. ON HOUSE /GARAGE COM MON WALLS, CEILINGS, POSTS 4 BEAMS. • 5/8" TYPE 'X' Q.W.B. UNDER STAIRS. i • 2x8 BLOCK - 51" FOR THERMOSTAT. • VENT ALL FANS,DRYER EXHAUST TO OUTSIDE ' 1 WATER HEATER PER 81 NAECA. HEAT ELEMENTS TO BE ie3" �►50 ✓E CONCRETE SLAP_ 3 OUTSIDE AIR DUCT rrryR'ECEIVED . OF TI WVV jj A ( 4 > 24" x 30" CRAWL SPACE 4CGESS SUN 14 2004 �J PERMIT CENTEk O 22" X 30" ATTIC ACCESS FIREPLACE, INSTALL PER MANUFACTURERS SPEC., PREFAB. F.P. TO BEAR THE STAMP OF ,.:N APPRC`lED TESTINr LAB. PROVIDE V" OUTSIDE AIR, HEARTH PER BUILDER/OWNER. WATER HEATER TO BE ANCHORED TO RESIST HORIZONTAL DISPLACEMENT DUE OT EARTHQUAKE MOTION PER 1991 UPC 510.5 STRAP HWT AT UPPER ONE-THIRD AND LOWER ONE-THIRD OF ITS �/ERT IC,-;L DIMENSION. 0 8 GARAGE SLAB DROP OF MORE THAN 30" FROM 1 MAIN FLOOR TO GARAGE SLAB, REVISE GARAGE DOOR HEIGHT FROM 1' -01' TO wisp J AM - A &JIM RY MAIN FLOOR • 1030 SQ. FT. UPPER FLOOR • 914 SQ. FT. TOTAL 1944 SO FT. GARAGE C 516 SQ. FT. FLOOR PLAN 1/4' _ 1 1 _ 0 ALL CONn(TiONS SHOU)N APPLY TO B0tN ELEV'5 'A' , 'R' AND C U.O.N. v 0 AWN EMI 1! :4 al in .d Q F cl .5 g Jc 4bn��uuou ,• -- �-- iL m 111 H o�� Q a9a Lu 1: "1 UL 01 0 m =� H O IL d Z m � U w O BILE NOO 3951 SHEET OF Ll' a : . / ..��..� • .,r. - - -__ mow.. — .—.. - - - . ..w -..ri. .w._._..r� - - a .. _....+r ... .._.__.. . .._.._ _ ... .. .._ _ ... ..- r y ... , ...,. .vi1.�:. ✓ ,:.�•.. . r` f�11"�'..._.- ..`..._,.R.s�_�:.x w�....c........r :.. __ .. _..�.Y.. _.+.ss,.e._.w.. � ..�. �. _.r..».'......�.�. _a.l_..ii. _fie. .. i.+ .�..__...,�..r.a..i.....�rw..— - - - - ._... •.�.a ri - .....rr�...�..... -- .�.a -. ��.___.�.�_l. ...:.,..... r...._.- �..�.r.►._ �� � ..� . - .vr��e 1f�M►' +Q+!".M« -. �IrA��Ys•• r�� .,1.•.�w�w s.•'�re.�w'vo�./o.v,...v.�MM ��wr+.-� i ;t s' r 't R K s' { z tr r 4 t } f 1 i � 1 { f t 1 i f X 1 i �4 r r a m rn 4 .4 s s r 4-S m M �41 Lo t o M H� m z 0 00 a OPT SAY C: -A. C M m r O O �1 3 - U r b� Z q � M �� O T- Z M J � _ � M � x S O 4 n �► r' .-� � : O � �► r D A , rn � O O O C:) � rn 'a �p Z (P 0 - 1 2 M z O -4 p W rn M � m � (� M N m -� o 0 4-S m M �41 Lo t o M H� m z 0 00 a OPT SAY C: -A. C M m r O O �1 3 - U r b� Z q 4 � PROJECT: PLAN 1 841' 1:)EVELOPMENT PATEO 8 -01 -m3 11 -6 -03 11 -08 -m3 ". UPPER FLOOR FR MINCx This drawing is copyrighted and is to be used solely for the construction of the subject project by the persons named hereon. No other use of the drawing shall be permitted without the written consent of Residential Design Services. Written d imensi ons shall take precedence over ail scaled dimensions. Contractor "l l verify a ll diment ions, conditions, etc. Perta ining to the work before proc eeding. This office must be notified of any variations from the dimensions and /or conditions shown on these drawings Any such variation shall be resolved by this office prior to proceeding With the work, or the contractor shall accept full responsibility for cost rectify same. 0 Y -n _ zp�' 70 � J DESO4 %WCES 1823 115th Avg NE BELLEVLlE, UiA 98004 • 428 -'74ro -303rD � c O C.- 4 n �► r' .-� � : O � Z A , rn � O o C:) � rn 'a �p Z Z 4 � PROJECT: PLAN 1 841' 1:)EVELOPMENT PATEO 8 -01 -m3 11 -6 -03 11 -08 -m3 ". UPPER FLOOR FR MINCx This drawing is copyrighted and is to be used solely for the construction of the subject project by the persons named hereon. No other use of the drawing shall be permitted without the written consent of Residential Design Services. Written d imensi ons shall take precedence over ail scaled dimensions. Contractor "l l verify a ll diment ions, conditions, etc. Perta ining to the work before proc eeding. This office must be notified of any variations from the dimensions and /or conditions shown on these drawings Any such variation shall be resolved by this office prior to proceeding With the work, or the contractor shall accept full responsibility for cost rectify same. 0 Y -n _ zp�' 70 � J DESO4 %WCES 1823 115th Avg NE BELLEVLlE, UiA 98004 • 428 -'74ro -303rD � c n y � O O D 4 � PROJECT: PLAN 1 841' 1:)EVELOPMENT PATEO 8 -01 -m3 11 -6 -03 11 -08 -m3 ". UPPER FLOOR FR MINCx This drawing is copyrighted and is to be used solely for the construction of the subject project by the persons named hereon. No other use of the drawing shall be permitted without the written consent of Residential Design Services. Written d imensi ons shall take precedence over ail scaled dimensions. Contractor "l l verify a ll diment ions, conditions, etc. Perta ining to the work before proc eeding. This office must be notified of any variations from the dimensions and /or conditions shown on these drawings Any such variation shall be resolved by this office prior to proceeding With the work, or the contractor shall accept full responsibility for cost rectify same. 0 Y -n _ zp�' 70 � J DESO4 %WCES 1823 115th Avg NE BELLEVLlE, UiA 98004 • 428 -'74ro -303rD A 9 E' -S 114" i R� Kl r _61 'M nil -5'- 4 1/2 " 5' -5 3 /411 5'-10 1/4" 5 4P XO 2 0 3 ° S �1 v c `�TCa FAN 0 j I BED BED Z CARPET CARPET 1' - I I" 3 1 -11 1/2 11 5' _ °�" 5 I -a ll 2 2 SD SD E) sip gip 6 -' RA 2 1 4 SD - r Z b ' -ro" 7' -2" 17f 5 BP 3 SD ;m � •�' �•� Q SD V l � V FRAME WALL FLAT FOR 12" 26 LINEN SHELF - TD. 2'x 21 . 4 SKY M ` 2 LLIGHT , �0 1 Q r a W 12'X4' BED 4 iii 5H AFT It CARPET F , c4 2 mx 5 TUB /SHWR C�J 4 x 10 1 (3) 2 FIX I � I ° J I I i 1 5'- 3 3/4" i I I0' -"1 1/2 I i II �I 7" PLANT SHELF i 1 - r ll U I �I II II i II II I 'I II II L -7 1' - 211/2" 00 XO T.561 0 0 Io0 "x36" 4 1 I/2" � I 2 TH I i �h'I� CARPET OP. CATH I I I � -j T. A oil A A 2 C I 6 1 j - G_G Ti N _� cn FLUE . 2x4 WALL JJ FLUE i' _8 1/2" B'-'l 1/2" I - . I MST GARPET OPT OATH - � o � i X42 "x32 (3) 2 FIX 15' 0 0 UPPER FLOOR PLAN x SSE SI -IEAI ALL LEGEND, SHEET "SI" STRAP L SHEET "SI" rJ 1 + X61 I I I I �I I I I I I I I I I I I I I I I I I I I I I I I I I I � I I I I I 1 r , • FIREBLOCK BETWEEN STUDS. " LIMIT SHOWER FLOW TO 25 G.P.M. • WALLS SHALL BE WATERPROOF TO MIN. 10" ABOVE DRAIN INLET. • ALL GLAZING INCLUDINCs WINDOWS WITHIN '10" OF DRAIN INLET TO BE SAFE CsL.ASS. � • A VAPOR BARRIER SHOULD NOT BE INSTALLED BEHIND WATERPROOF G W.5. AT TUBS AND SHOWERS PER I . 1 f N + ALL BMS. # HORS. TO ME 4X8 D.F. 0 2 UNLESS ' a NOTED OTHERWISE. SMOKE DETECTORS (w /BATTERY BACKUP) ON CEILING OVER DOOR TYP. IN ALL BEDROOMS. S MOKE DETECTORS TO BE AU DIBLE IN :'ALL BEDROGMS. • TYP. fE. TO BE 8' -1 1/8 . i . SOLID BLOCKINCz OVER SUPPORTS. 0 FIRE BLOCK ALL PLUMBING PENETRATIONS. TOP OF WINDO 5 G &'-10" ABOVE MAIN FLR. UNLESS NOTED OTHERWISE. . TYP. EXT. WALLS TO BE 2x6 g IFo" O-C. UNLESS NOTED OTHERWISE. • SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. ALL STORAGE AND 5PAGE5 UNDER STAIRCASE TO BE { FINISHED w /5/8" TYPE "X" G.W.B. 2- LAYERS REQUIRED ON CEILINCs WHERE SUPPORTS ARE SPACED GREATER THAN I6 • HANDRAIL tv 34" - 38" ABOVE TREAD NOSING/. t • INSTALL FIREPLACES) PER MANUFACTURER SPECIFICATIONS. m DENOTES SOLID BEARINCs UNDER CONCENTRATED LOADS USE k" &;Ar A &" Wo ;LLS. 1.15E ; 2; 2x4 ,�;T 4" WALLS. UNLESS RIOTED OTHERWISE. • VENT ALL FANS,DRYER EXHAUST TO OUTSIDE 1 22 x 30" ATTIC ACCESS 2 WHOLE HOUSE FAN v.T .O.S. RE D F E CODE COMP A p pRpV'�) � 2 e 2004 city p� Tukw� SION BUILDING DIVI _IQ3 � CEI n JUN 14 2004 PEwMr cENrE i� 41c W v U�0 NJN �m4 'Z+ �� u Q a n � u L Q r! a A O �> > .� U Z > > >'O rno�•3�o�u - �� V c u 3 o u ' v = Cl 8 o o o � L V v 'e ao V1 t: F . t Q.�•U i1.01�Qo QO 4 Q H Z O v � Q z � d al u w O z d 0 0 w :3 FILE NO: 1 3952 SHEET �.r1_— _- - .w. .....o.�.r..- w...�._ .�.-- ...r -.w - ..a..w -�...- .... _ � .a .. _... �..�� i....r...- .�_..�. .♦ ...�.. ..... .... ... LJ. ..� -. -- . w. ..Rf. +..r _ w..w... r. �.•�1�� - /!i' • � ',Jr1.���t ea . 4 " .i 'F .. 3' -2 1/2 f fl 4C2x CONT. FULL HT. f=L'r .+ROOF TO FLOOR (TYP). 5f='E I AL P EA VEN n �n 20'- 3 1/2" 4 ov 1 :2 .• r I• VENTED BLOCKING OVER SUPPORTS. • ROOF OVERHANGS TO BE 10" UNLESS OTHERWISE NOTED. + ROOF PITCHES TO BE 6/12 UNLESS OT H ERWISE NOTED. • SKYLIGHTS ON 2xro CURB - S/-FE TY GL ASS 6KYL►GHTS TO CO NFORM TO UBS SECTION 2409 TRUSSES t RAFTERS SHALL BE 0 24" O.C. UNLESS OTHERWISE NOTED. �. ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS 95EFORE PROCEEDING. + ALL TRUSSES SHALL CARRY MANUFACTURES S TAMP. + ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTURS SPECIFICATIONS. TRUSSES UJIL.L NOT BE FIELD •= ALTERED WITHOUT PRIOR BUILDIWG DEPT. APPROVAL OR ENGINEERIWx CALCULATIONS. + ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWINGS ON SITE FOR FRAMING INSI=ECT ION. + ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN G=IRDER 1'0 BE PROVIDED BY TRUSS MANUFACTURE. + TRU55 DRAWINGv TO BE 5TA1" 1PED AND 6IGNED BY A L ICEN5ED WASHINGTON STATE STRUCTURAL ENGINEER. .1 + TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDE THE REQ UIREMENTS OF SECTION EACH TRUSS SHALL BE AR THE QUALITY CONTROL STAMP ( SECTION 2 311.ro) AS WELL AS MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. I : + APPROVED HANGERS S BE USED AT ALL CONNEGITONS OF RAFTERS, ,JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. LIGHT METAL PLATE C0114NECTOR5 TO HAVE FIELD AND GIRDER IDENTIFICATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE Lu- ul � n�0 Q� � 10 r Lu n -a N o� C L v Q3 ago •��o`o� ,��� 3 d3l �o;�. E o u 40 iL v W-0 4 0 PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING- ; A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. 15. THE DESIGN LOAD. C. THE TRUSS SPACING. E ALL ROOF TRUSSES SHALL BE 50 FRAMED AND TIED INTO THE 'FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL +4AVE JOINTS WELL FITTED ,i►N= -254 ' LL 4AVE .4411-L TENSION MEMBE R5 WELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. D 1 AGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. • � + ROOF TRUSSES SHOULD BE SUPPORTED LATER ALLY AT POINTS OF BEARING BY SOL ID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDSE TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 2326.12,8. f r t y • * EVERY SAVE BLOCK TO BE VENTED • EACH AF -50 ROOF VENT : (80X50 Sa INJ = 2115F. VE REC Ejp �l 144 CW TI JKWII 4 . VENTILATION= A_ (S.F.) _ SF 4 2004 J REC.Q' D ( 300) U N .1 Go"45LE ,/ENT5 (TOTX 5.1N) ('c -15r • 5F PE RMIT CENT ( 144) ATTIC VENTILATION REQUIRED LOCATION GROSS AREA (SF) (A/300) MIN. REQ'D. VENT (SF) (AX 300 )/2 50 % REQ'D AT EAVE (A X 300)/2 50 '90 REQ'D 3ro" AB. EAVE UPPER ROOF 318 3.06 SF 153 SF 1.53 SF LOWER ROOF 389 1.30 SF ro 5 SF .6 5 SF Gcr,RAGE 318 1.26 5F .63 SF ro3 5F 5' MOVE EAVES VENTILATION F'R01/IpEp (MK 50% OF REQ'p) LOCATION ROOF VENTS GABLE VENTS (PROVIDED AT .211 S.F. EA '15% EFFICIENT UPPER ROOF ( 3) 2.63) (3 X 14 X IB h'.15 044 = 3.9 4.1 SF > 1.53 5F LOWER ROOF ( 4) = 1.10 (I X 14 X 18 X .'T5 )/144 =1.31 2.41 SF > b5 SF Cs 04 RAGE (3) = ,83 NA b36F > .&B SF EAVES VENTILATION PROVIDED (MIN. 50% OF REOV-) LOCATION METAL VENT BIRD BLOCKING: AT PROVIDED AT .43 SF. EA. :05 PER 3 HOLES UPPED ROOF (2) = 86 (26) 1.3 2.1(o 5F 7 1.53 SF LOWER ROOF (2) a B6 (5) _ 25 1.1 5F > to 5 5F GARAGE NA (2 4) in 1.2 1.2 SF , b3 SF W „,o ° am Q X9 0 o z dj- d'T z p � � O u �! w FILE NO& 3952 wSNEET ; A OF -mw- I I .• .. ' w... -.r._. ..... � � - - - - - ... �.. �..... �.�.+..��............w +�..� —... ....._ ..�... �.. �.....r... +...�......�. - � - .... i....,.... �. �..-....._..........:. ►.......�JW14't:.�a+ ..�.��`.��'.Y/'7V�raA�'J`� .. w/YY"��IA�Y +iN �MfW^ wTP; al lz_�4v 14-1 FULL HTI. PLY. ROOF TO FLOOR J ­_ 40'_ • /ENTED BLOCKING OVER SUPPORTS. . ROOF OVERHANGS TO BE IS" UNLESS OTHER NOTED. • ROOF PITCHES TO BE &A2 UNLESS OT NOTED. SKYLIGHTS ON 2x(o CURB - SAFETY GLASS SK"I LIGHTS TO CONFORM TO UBS SECTION '2 409 • TRUSSES 4 RAFTERS SHALL 15E IS 24" D.C. UNLESS OTHERWISE NOTED. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEED 1 1 , b?kwh'�.:w I ! ►� I I • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. ,• ALL TRUSSES SHALL BE INSTALLED A BRACED TO 1" IANUFACTURS SPECIFICATIONS. a TRUS SES WILL NOT BE FIELD r+ LTER -ED WITHOUT PRICK BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. • ALL TRUSSES SHALL HA DESIGN DETAILS 4 DRAWINGS ON SITE FOR FRAMING IN5PEC'TION. • ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE. • TRU55 Df�wWINGS TO BE STAMPED AND SIGNED Bl ' A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER. t • TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION I1C'1.7. E ACH TRU53 SH�,LL BEAR THE QUALITY CONTROL STAMP ( SECTION 2 311 b) AS WELL AS MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. f • APPRO HANGERS SHOULD BE USED AT ALL CONNECITONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GILDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERWISE PERMANENTLI' AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWIWS: t .` A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD. C. THE TRU55 SPACING. , ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS 50 AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDINCs. ROOF TRUSSES SHALL HAVE JOINTS -WELL FITTED .AND SHALL I o"A /E ,yLL TENSION MEMBERS WELL T15WTENED BEFORE ANY LOAD IS PLACED UPON THE TRUSS. DIAGONAL AND SWAY 0 BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. ROOF TRU&ZaES SHOULD BE SUPPORTED LATE '' ' LL's AT POINTS OF BEARING BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIN SUCTION ON THE SPEATHING. SECTION 232ro.12.8. VEN TILAT - 1_ IPPQUI IENT • * EVERT EAvE BLOCK TO BE VENTED • EAC 4 AF -50 P40F VENT = (WX50 5Q 1k): 2115F. 144 . VENTILATION= A (SF.) SF REQ'D ( 300) `sABL E ✓ENTS tr�T; . tx: 1C.15; = 5F (144) racy �CE�v�wu a JUN 14- 2004 PERMIT CENTEh ATTIC VENTILATION REQUIRED . LOCATION GROSS AREA (5F) (A/300) MIN. REQ'D. VENT (SF) (A X 300 )/2 50 96 REQ'D AT EAVE (AX 300 )/2 5016' REQ'D 36" AB. EAVE UPPER ROOF °la 3 .01E 5F 1 53 5F 1.r--.0 SF LOWER ROOF 2 3 5 .18 SF 39 5F .395E 60- 4R�+6E GARAGE SF k.'3 51- . rr . 3 5FF 3' AI50VE EAVES VENTILATION F4eOV1DED (MK 5016 OF RE0 LOCATION ROOF VENTS GABLE VENTS PROVIDED UPPER ROOF AT 211 S.F. EA 1590 EFFICIENT 2.16 SF j 13 3 SF UPPER ROOF (3) =.63 =2.ib 3.43 5F 1.53 6F LOWER ROOF (2) _ B5 NA i 9 SF > 39SF GARAGE (3) _ .83 (1X14x Ibx'.15)/144 =1.3 2.15F > b3 5F EAVES VENTILATION 144WIVIDED (MIN. OF REQ'D.) LOCATION METAL VENT AT .43 S.F. EA. BIRD BLOCKING AT 05 PER 3 HOLES PROVIDED UPPER ROOF (2) _ b(o (2 = 13 2.16 SF j 13 3 SF LOWER ROOF N A (9) _ .45 .45 SF > 39 SF C34RAGE INA (16) it a Z SF > b 3 5F lip qn 0 uni ia Q� �wV � J N J N Ul VJ ? t..- di . d) c � 1i 3) . P c � V E 3 _. -' +. O -p a V . o h V j L t0 C 0 > o db d) L a' u v �, Q1 _, SJ 3 — � .� V fs- .- CL 40 Z. V a- a lil �Pd V Q ��e z z LLI a � O � � Q � m u � w O FILE NO: 3952 -roB SHEET OF 0 0 . • a•. .�- *:;.., , .,.....�: z�� .�awaw+w�c r,r►.io�r - s�r+r�+Iw�aw.. rj A y HI. 14URRICANE CLIPS EACH END/ EACH TRUSS,, CONT. FULL HT. I P v . ROOF TO � FLOOR •T1'P). MONO TRUSSES 2 4 "oc /4' - O" SPAN FULL HT. PL I WOOD ROOF TO FLOOR TYP. RE �p FOR CODE COMp�ANCE AIP 9 P ,O\lED JuL 2 e 1004 go . VENTED BLOGKINCs OVER SUPPORTS. . ROOF OVERHAWSS TO BE 18" UNLESS OTHERWISE NOTED. ROOF PITCHES TO 13E 6 /12 UN LESS OTHERWISE NOTED. • SKYLIGHTS ON 2x6 CURB - 5AFETY CxLASS ISK 'I' L IGHTS TO CONFORM r0 UB5 SECTION 2400S o TRUSSES 4 RAFTERS SHALL BE a 24 O.G. UNLESS OTHERWISE NOTED. ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED EWSINEERINGs CALCULATIONS. THIS OFFICE MUS BE NOTIFIED UJITH ANY VARIATIONS BEFORE PROCEEDING. IS= ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. • ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTURS SPECIFICATIONS. • TR 53[:5 W ILL NOT 15E FIELD r,LTEF;ZZD WITHOUT P RJOR BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. • ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWINGS ON SITE F.'-nR FRAMING INSPECTION. , • ALL CONNECTIONS OF RAFTERS, JACK OR NIP TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE. * TRU55 DRAtUINGS TO BE STAMPED AND S f5l ' A L ICEN5ED WASHINGTON STATE STRUCTURAL ENGINEER. � • TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNC -ER THE REQUIREME OF SECTION 17011. E14CH TRUSS wHjo_"%LL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.6) AS WELL AS MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. • APPROVED HANGERS SHOULD BE USED AT ALL CONNECITON5 OF RAFTERS, MACK OR NIP TRUSSES TO MAIN GIRDER TRUSSES. • LIGHT M ETAL PLATE CONNECTORS TO HAVE FIELD AN r IRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: � A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. 13. THE DESIGN LOAD. 1 C. THE TRU55 SPACING. 1 • ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTINCs WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDIWx. ROOF TRUSSES SHALL 44AVE JOINTS WELL FITTED ,AND SHr:LL A LL TENSION MEM eER5 WELL T154 TENED -BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. ' � o ROOF TF;Z.15 ,�E5 5H0ULD B E SUPPORTED LATERALLY AT POINTS OF E3EARING EBY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE SHEATI41WS. SECTION 232fo.12.5. t i 311LAI12A • * EVERY EAVE BLOCK TO BE VENTED • EACH AF -50 RM VENT z (WX50 5Q K): ,111 SF. �� R�l,E 144 OF TI ) KWtl A . VENTILATION= A ( S.F.) JUN REQ'D ( 300) 1 4 200 G r_ 5L E vENTS ITOTf;L SO. IN.! (C-1 jF PERMIT CE1YrEk ( 144 ) citywila N BUILDING D 1VIS SPECIAL METAL TAL EAVE VENT yr .. �. r - , .. , � r.•, �.. EAVE VENT COMMON TRUSS SITS ON END OF 4X4 POST FR MME Co�Ou AND SOFF CzA: BL E TO BO r TOM OF P5 L BEAM r417IG VENTILATION REQUIRED LOCATION GROSS AREA (SF) (A /300) MIN. REQ'D. VENT (SF) ( AX 300)/2 50 % REQ'D AT E AVE (AX 300 )/2 50 % REQ'D 30 " AB. EAVE UPPER ROOF 314'3 3.00 5F 1.53 5F 1.53 5F LOWER ROOF 334 1.1 5F .55 SF .55 5F Gs r� R r„sE 3 �� Lt. cd 5F .ir 3 5i1- .6� sr 3' ABOVE EAVES VENTILATION PROVIDED (MIN. 50% OF REOV) LOCATION ROOF VENTS C=ABLE VENTS PROVIDED UPPER ROOF AT .211 5.F. EA '1596 EFFICIENT 2.16 3F > 1.53 5F JFFE R ROOF (3) _ .53 (4) _ 2 1.53 SF LOWER ROOF (3) C.83 NA ,B3 SF > .55 SF ;s�►�E (4) = .83 NA i_I SF > f63 SF EAVES VENTILATION PROVIDED (MIN. 50% OF IQE0 D.) LOCATION METAL VENT AT .43 51=. EA. BIRD BLOCKING AT . PER 3 HOLES PROVIDED UPPER ROOF ( 2) = lWo (2 9 13 2.16 3F > 1.53 5F LOWER ROOF (2) = .Sro (4) _ 2 106 5F > 55 SF GARAGE NA (24) it 1.2 1.2 SF > b3 3F to 0 U Q� ui 14 N tuC� qb 2� .c O � E �- ir O — � A V 4 UJ m 0 U Z z W �Q ! j Z � a � Ike w FILE NO& 3°B52 - 6C SHEET 1 10 0 �`— COMP SHIP1CsLE5 -� 2�2 BTU"+. SKYLIGHT CONT'S 1" ITL GUTTER o/ Ix£" CE0A"R FA5CiA 14 "x8" TRIM 5/411 X8,1 SIDES 5 /4 11 X10 11 FRONT FACE 1 COLUMN PLAN �A 3/4 - 1 1 -0 5/4 11 TRIM r,2 � ' `- --2X3 O /IX4 TRIM 12 Ix2 /Ix8 RAKE 61 12 VENT 12 6 , SH INCsLE S KEYSTONE 5/4 "x8" TRIM r X `- 2X3 01IX4 TRIMP CONC PORCH EXTERIOR GRADE TO SLOPE AWAY FROM 1 -L OUSE AT A MIN. PERCENT CsR. -4DE FOR MIN. ~'''--- EXTERIOR GRADE TO SLOPE AWAY FROM HOUSE AT A MIN. 2 PERCENT GRADE FOR A MIN. 5'-01; 12611XIS" VENT 2X3 O/1X4 TRIM �--- COMP SHINGLE — S 12 CONT'S MTL GUTTER o/ Ix8 CEDAR FASCIA ii ONION ii i= iii iii ii 00 m i n - f=RONT ELEVATION 'A' FILE NOO "i I /4"x10" - 2x8 ` L 16tHT BLOCK r 1x4/1x3 CORNER 505 f , BEVEL 510 ING R all TW t r •t , a s 4 t i t 3 E i t 40 16 � r d ui � 0 t� t s: s 1'4��� 1�KN i n JUN 14 2004 '*RM#T CENTEf. EWED FOR "OMP1 rmurc PROVED . 292004 )fTuk W - ire c ornsroN `r � V •' u uoLp s - �v cioV g = Z m O "q .iiiiiiiii,ja (L W� OR N Z O '4 } w 1 3 RICsI -{T ELEVATION SHEET 7 11 IX2 /IYS RAKE D I IKE*rSTONE 1A 3/411 II -011 i ..r - .. •rT',,,,t•Y/R.•. 4a.•r .M.w . .� ,, ry ,Y .r.,..., +i�Mr. �!�i'- .�M.�.��;. .,'.1�+ c c 5 /4 11 X s I1 SIDES ..of -r 10 FRONT FACE 2 COLUMN PLAN �A 3/4 c c .EXTERIOR GRADE TO SLOPE AWAY FROM HOUSE AT A MIN. 2 PERCENT GRADE FOR A MIN. 5' -0" FRONT TION II .�.— I y? /IYS RAKE SH INGLE S REClEW JUN 14 2004 PERMIT CEWEk Y W v �Q 3 r U�0 > �1 w� N N m lo u b I - ? go d1U � •�� O� G aD �'� m q T _ lil '4 • e a (P M a Z �Q 111 Z � J � z � > q q �j w m O I FILE NCO 3952 -I B SHEET 5 OF 0064W;641 rtwrl 0641 H I 2 PERCENT GRADE FOR A MIN. 5' -011 _..... J:. �.......: r.. �It. a�.. �, �-. 11 ...+..�.._�...�w...�..w:+..s. - � +r• ,....�...:. -..e �. ..: +..�.......ie_ �.......�tnn..v. . �. _s.R..�.. _..�,a.��L.�l....r........... _.r,...wc_ ... �.....-.. �. �r.. .w..+.+...Aa.r�_...Y..i..ww-+- �..�. t.v1•r,� r - vr«..r, f r - • ,. � .�....'�.� ! . - ... '.'> 'iaUi� .:+6AM' Wt- ..�1.. •. tti• �'�'"C+r•�iL"�'.'�'.alw�..•�►+4 »+�M�/�"I'7.: �Mb.�'• �r`•o. .1►"��.�t'T 7f'>tol��t "" n i KEY STONE *5/411 _ 1 1_ O 11 "X10 -2Xs i... Ir HT BLOC , 1x4 /Ix3 CORNER B05 ' J BEVEL SIDING 8" TW Y i' 1 ' 1 t REVIEW ED COD E CO COMPLIANCE AP PRO VED JU L 6 92004 f - Gila LSION COMP 9HIN<sLES STD. SK7LIfsNT CONT'S MTL GUT TER ol Ix8 CEGHR FASCIA 5/4 "X8" 4 BIDES (FRONT FACE K� COLUMN PLAN 1A .��Blwm!!` �rr�r��■r�r�■■r rr.rrrrrrr. ./1011010!!!!!!x► wi HIM I ENRON.s I CONC PORCH EXTERIOR GRADE TO SLOPE AWAY FROM HOUSE AT A MIN. PERCENT GRADE FOR P + MIN. r--o'-C" 1/2 11 MSF A X18" VOENT rj ir ►r.►. ■...�..._ _ SWINGLES 12 6 CONT'S MTL GUTTER o/ 1x8 CEDAR FASCIA noun T 'C' 1/4 ,1 _ 1 ' O " - 1 /4 "X I O" -2X8 LIGHT BLOCK -- Ix4 /1x3 CORNER BOB BEVEL SIDING all TW D /4 PWW ,� -- 1 KEYSTONE - -"W" -- _ _ . . IC 3/4 = 11.011 r � I i f REVIEWED FOR CODE � COMPLIANCE A PPR OVED ' JUL 2 9 2004 CitY Of Tukwila BUILDING DIVISION • �•R( FE1VLej)1 A JUN 14 2004 PERMIT CENTEk FILE NO: 1 3952-IC, IRI TION 'C' EXTERIOR GRA TO SLOP15 AWA` FROM HOUSE AT A MIN. 2 PERCENT GRADE FOR A MIN. 5'-011 ... ,�[ `. Y.i. _ — — � _ � s - � - �-i_ i.i.��. _ - - ' . 11. ��. � _ � _ _ . _ t - _ .i . _ '� -` `_ -- - `�. � _ _ � _ _ � _- y..�i- .i.�r..- _.�E�..._�..�.. �..r�..�. �.. .- �........�...... • a. .�. �..... �.... ... .. 5/4 11 x8" TRIM 2X3 O1 1X4 TRIM Ix2 /IxB RAKE �— GOMP S�ifNCsLE9 KEYSTONE 0 p 6 V Uj .4 U (, 0 0 ui 'M fn mc So�� ] L _ A V T NE rnrn E .-• ro +d O � 0 _ s- u a. o M A h- 1!1 All ' � ea a z u w - z 0 0 W� SHEET OF: .+ . ' -� '1[71iR t N +. . �.�.f .. ,..rr , ;�•.�►. � •.+ t+c� :w..r • ... •w�` *.. r �• . �'q/p�r'r. r: A�•N47►:.... .'Y�AMAH � t� 1 1 9 a r i ti U w4 � v Q,. � r �m4 : 49d T1 EXTERIOR GRADE TO SLOPE AWAY FROM HOUSE AT A MIN. � Z PERCENT GRADE FOR A MIN. 5' -P " 4 t 1 REVIEWED FOR w j fJ7 ITCEIvec, l c JUN 1 4 2004 PERMT CcNtEk 0 :E � Lp _ U -fl 4n 00 ����o�� to In �v U -0-A ��� i n b m .�, •o o O �o �u L �V4 � •a ; u a � "� t1 Q-o �U0� !iJ 'Q ° a a m a Z OL N djo > -0 } LU � Q W U w FILE NO: 3952 -8A LEFT ON bdMft Ai j EXTERIOR GRADE TO SLOPE AUJAY FROM HOUSE AT A MIN. 2 PERCENT GRADE FOR A MIN. 51 .0 11 SHEET S� OF . � .. l ,.,. a .. t.. , T� , 'r'�"weArr..M'�R, ^..rn" ww'}a.,�.lry.N,. wM.:.w�"• •..r7Mf�YS "_�►�+. rt•"�1iMR .rCt i r l S r M M r m MW4 D O z m W,)- )�, m X rnD� rn n- z � ;a 4 Dg� rnrnrn ADO 70 Ar A� 3Z z' m m �4 LO it "MEW N T� CP U o m z s -a rn r IMM4 I U3 C 7 I> m mk0 1 9 G 0 rA 0 mrn - T �O 70 (P 1 V C s 0 < o D �M - s -a rn r IMM4 I U3 PROJECTip: PLAN Is' 44 8,41' p DATEIV w -23 -03 12 -m8 -�3 ELEV TONS '8' 0 � 0 o� N I> m mk0 1 9 G 0 rA D A mrn - 70 (P O;0 s 0 < z n �M - 0 1 �—n z n X M PROJECTip: PLAN Is' 44 8,41' p DATEIV w -23 -03 12 -m8 -�3 ELEV TONS '8' 0 � 0 o� This drawing is copyriOted and is to be u3ed solelu For the construction of the sub,ect project by the persons named hereof. No other use of the drawing 61-Nall be pe -m i tted without the written consent or Residenti Desi services. a i tten dimensions "1 take precedence over a ll scaled d mensions. Ccntractor shall verify all dimensions, conditions, etc. pertaining to the work before proceeding. Thib orrice must ioe notified of any variations from the dimmi and/or c onoi it ions shown on these drawings Ark such variation shall be resclved bg this office p rior to pro reeding with t he work or the contractor shall accept full responsibility for cost rectify same. KSIDWIAL DESM %VICoES 1823 1st1^+ Avg !SIS BELL =VtJE, WA 9824 we 425- 14ro -3 ro / This drawing is copyriOted and is to be u3ed solelu For the construction of the sub,ect project by the persons named hereof. No other use of the drawing 61-Nall be pe -m i tted without the written consent or Residenti Desi services. a i tten dimensions "1 take precedence over a ll scaled d mensions. Ccntractor shall verify all dimensions, conditions, etc. pertaining to the work before proceeding. Thib orrice must ioe notified of any variations from the dimmi and/or c onoi it ions shown on these drawings Ark such variation shall be resclved bg this office p rior to pro reeding with t he work or the contractor shall accept full responsibility for cost rectify same. KSIDWIAL DESM %VICoES 1823 1st1^+ Avg !SIS BELL =VtJE, WA 9824 we 425- 14ro -3 ro s, i r �1 1� 1 i 4 . G - i i i r M m r m D O Z n Nam rn5� rn MAO z�)U 130 MM rn " Do a� D� 3 , Z' U m m to M RM z 0 1 A' (l -D E rn X rn� rn M 0 z 8 70 mrnrn �D X zrn z' U1 PROJECT: PLAN 1944 �aY C EvELo1=MEut 0 DATE# ro -23 -D3 12 -m8 - TONS t3 0 O 0 wa rn m ►V ;o �, O O A 1 A' (l -D E rn X rn� rn M 0 z 8 70 mrnrn �D X zrn z' U1 PROJECT: PLAN 1944 �aY C EvELo1=MEut 0 DATE# ro -23 -D3 12 -m8 - TONS t3 0 O 0 This drawing s copyrighted and is to be u3ed solelL fog the construction of the subj project by the persons named hereor. No other use of the drawing be permitted Without the written consent of Residential design Ser v ices. Written difneWons sha l t te,e precedence over all scaled dimensions. Contractor shall verify all dimensions, conditions, etc. pertaining to the work before proceeding. Thie office must oe notified or any variations from the dimensions and /or conditions shown on thecs drawings Ary such variation shall be resolved by this office pr'or to proceeding irt the w ork, or the contractor shall accept full respons for cost rent i f y game. Y 11�S1GN ACES 1823 11sth Ava N-'E SELL= VUE, t.:A 98294 NC'V • 425 -149:� -3m�ro 4 i This drawing s copyrighted and is to be u3ed solelL fog the construction of the subj project by the persons named hereor. No other use of the drawing be permitted Without the written consent of Residential design Ser v ices. Written difneWons sha l t te,e precedence over all scaled dimensions. Contractor shall verify all dimensions, conditions, etc. pertaining to the work before proceeding. Thie office must oe notified or any variations from the dimensions and /or conditions shown on thecs drawings Ary such variation shall be resolved by this office pr'or to proceeding irt the w ork, or the contractor shall accept full respons for cost rent i f y game. Y 11�S1GN ACES 1823 11sth Ava N-'E SELL= VUE, t.:A 98294 NC'V • 425 -149:� -3m�ro 4 2 xb RFTRS, 24 "oc TRUSSES, 24 "oc L ONT. AT R-30 INSUL 15E AM PER PLAN B BAFFLE T O MA INTAIN TRUSSES, 24 V CLR BETWEEN INSUL s ROOF SHTCs 12 VENT BLKCs iR- 38 INSUL n r w/ 4 MIL V3 MTL GUTTER ON Ix8 pR PER if GIM CEDAR FASCIA PLAN I/2 2x12 LEDGER w /4 Irod•Ib "o.c. CROSSCUT 2X12 WINDOW FOR VENTILATION INSUL 12 4 2x12RAFTER5 *24 "o.c. ` 1/2" CsWB 3/4" PLY ON JOIST PER PLAN w/ 4 M i-IDR PER HI P r L_AJ IL VB BEAM PER PLAN K_ T III LLL J L__=1J LIVM 2x6 STUDS I ro 11 0c. R -21 INSUL ., FIN GRADE F 4 "DIA. T IGWTL INE ° b TO STORM 4" DIA. PERF PERIM FTG DRAIN S DN WALL 6 MIL VB .3/4" PLY ON JOIST PER PLAN BLKG o� 12 NDR PER PLAN M4 WINDOW POOR INSUL FR-21 INSUL BLKG 5 1QT 2x6 S TU D I ro "oc R- 30 INSUL w/4 MIL VB 55AM, POST, FTG 4 °J c4 z z ANGNORS PER PLANS fl o _ • BUILDING SECTION C',4' �LE1/) 1 /4 1 _ 1 1 _011 ore BAFFLE TO MAINTAIN TRUSSES, 24 "oc V CLR BETWEEN INSUL 4 ROOF SWTG 12 `/ENT E3LKCs 1"iTL GUTTER �'•- 38 INSUL ER w/ 4 MIL VB ON 1x8 CEDAR FASCIA HDR PER 1/2 Csl,UE3 - EDGE NAILING PLAN 2x12 NAILER w/ 4 - 16d 16" O.G. WINDOW @REDIIIIIII 3 2X12 CROSSCUT INSUL FOR VENTILATION 2x12 RFTRS, 24 "oc ---,, FURR OUT TO WIDE SEAT CUT /ENT BLKCs MTL GUTTER ON Ix8 CEDAR FASCIA BEAM PER PLAN CONCRETE PAD MIN. 4" PAST COLUMN 4 SIDES 0 000p "--1/2" fsWB 12 illillilillillillillo IIIIIIIIIIIIIIIIIIIIIiiiiiiillllllllllllloo — R -30 INSUL w/ 4 MIL VB BEAM PER PLAN NDR PER PLAN Ilf a LIVM FIN GRADE 4 DIA. TIGNTLINE"� TO STORM 4" DIA. PERF PERlfrt' FTG DRAIN 2x6 STUDS 16 "oc R -21 INSUL 8" FDN WALL fo MIL 1B 3 /4" PL Y ON .FOIST PER PL AN R -21 INSUL t3LKCs PLYWOOD ROOF TO FLOOR 3/4 PLY ON JOI PER PLAN - BLKG BEAM, POST, FTG 4 ANCHORS PER PLANS Z T KIT 2x 5 UD5 I6 oc R-30 I NSUL W/4 MIL VB City Of Tukwila BUILDING DIVISION t� wv z m U B m v ct� go fa o U 3 lO 40 �S1i � u^-tl :3 c 3 T 0 4 0 in 1p d — b •a 3 u -- — t 413 4 ., .�� �ko I� j:. { � k y F Wt"I A ..IUN J 1 4z 004 'PERMIT �1I T �R 1/2" 0513 49 0151. 0151. TOP PLATE, 1/2 " 05B FRAMIWz D5L TOP PLATE Tv OPENINCs I FACE OF FRAMING ' DBL 3/4" OSB RO 4S W 24 D 7 MANTLE I 3" 3" I DBL 3/4" 055 a0 H z w � O Uj �a Wm N Z O U w z Q m STUB 0515 INTO TV NICWE _ u1 C It I II e e � (3) 2X6 + 4 I/2" N M I� j:. { � k y F Wt"I A ..IUN J 1 4z 004 'PERMIT �1I T �R 1/2" 0513 49 0151. 0151. TOP PLATE, 1/2 " 05B FRAMIWz D5L TOP PLATE Tv OPENINCs I FACE OF FRAMING ' DBL 3/4" OSB RO 4S W 24 D 7 MANTLE I 3" 3" I DBL 3/4" 055 a0 H z w � O Uj �a Wm N Z O U w z Q m STUB 0515 INTO TV NICWE _ u1 C It I II 2X(2 * Il 11 i i F/P FACE I I� (3) 2X6 + 4 I/2" 'l4 M Iq I W I I l I I DBE 2X6 3 ~ 36 If 6 D BL 2X F/P FLUSH UJ/ ROOM WALL + 3 .. FRAM 1NCs 5 I/ 5 , _ 1 11 5 1/2" O r ATl��l i � r r . • • �►1 �UILDINCx SEC:T 1 ('8' ELEV) IIIIIIIIII -3 FILE NO: 3952 -S g OF _ '� •'^I `'.' d ". '.� �►. }..., _.• ��....1 r. �. M ....w�.w� *�!: 'sL'.•'r ..., ; � ...� .,.�•- . y-• �- .�+nMkp. �i- .►' •- �• r' ..�., . .� ... -..y. �. .... .._ ..... _ .. _ .�,. ... .. � r .. _ �`_ .�,. _ ....... • ...... .. _. � _._. �. �_ r ., .. -�. � ... ...r -..« ..-. ..... .- � . - .... - - _�. ...� r , .` ._ - .. .. .. s ♦ .... . �- ... n.- V7'4''���M'�". �.'IW"", I't•"9r!►�'�M� }yMltlk �'� !�M'!'R4A�v.. 'f"' -d .t� ao Zo ao 0 2o2o SKYLT. W /LAM. SAF. GL. y 2 x& CURB EA. SIDE R2 ' - IN LATION aD 1/2 . 1 INSU AT I ON �C-AM FLAIR REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 9 2004 �6 NDR PER PLAN OED -4 • REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 9 2004 City Of Tukwila BUILDING DIVISION ■ ASTRAL/ 2 4 ENTRY DETA 0 �{ 3j4 11 12 -4 -92 t 411 CONT_ HANDRAIL I T A X 1 -1/4" MIN. / 2" MAX. HANDRAIL I ! I 34 TO 38 ' ABOVE N051NCs IF OPEN R�.IL 15 USED 'PER. UF3C. ! ! OPENINGS SMALL HAVE I INTERMEDIAT RAILS OR I I ! AN ORNAMENTAL PATTERN I { SUCH THAT A SPHERE 4" IN D I A. CANNOT PA55 THR OUGH. W I ��8 "X I 1 1 / 4 " I { { ! PER THE UBC A TREADS z a LU cA U `3 MIN Z p Q TREAD 5/8 TYPE �-- � w x G.W .5. O STo:;IRW#6`N `S TO BL: BUILT '- PER THE UBC d I: _ IXS WINDING STAIRWAYS TO BE BUILT X4 Nr41LE RISER PER THE UBG X TYPE X G .W.B. tv ._ ---- -- - y AREA C=tENEATH STAIRS PANEL Box " I 2X FIREBLOCKING TOP 4 BTM. OF RUN S 5/8" STAIR JACK CUT TY1~''. 2X4 THRUST BLOCK STAIR SE SCALE: 3/4"=I'-0f' FLAT ROOF TO WALL: 5 "x5" x 10 FT METAL FLASHING TYPICAL AT ROOF TO WALL CONNECTION STEPPED ROOF TO WALL. 3 1/2 11 x3 1/2" x I FT ME TAL FL A5N 1N0 INTERLOCK WITH ROOF ING ROOF RAFTER ROOF SHEATHING \. EXTERIOR WALu S �ny��rv�i a JUN 14 2p04 PERMIT �j,�T �-1 x 2 TRIM _ 2 1/4" BEVEL SIDING 2 x 4 STUNS SHEATHINr A i& 0-%.o. EXTEf; P....10f2 x 5/8" 5/8" TYPE 2 x 8 NAILER X 11 Cx.UJB ,•,,3., PANEL Box INTERIOR CLEAR gn lU Q zA9 u�0 c17 GI C •� L 4 '4) O ` o� R �o ten > — '��5 V n -- L- 40 i7Z � M � cYl � 0 n H z w OL 0 (P z ua d w � N 'Q LU Q FILE NO: 1 3952 -DI PLAN SHEET 134 F L ASHINCs DETAIL z� ELECTRICAL METER P.2' opq ....r -_ _ rwa. - -- - .�..�.rr �� - « Ate». rw• J1'XY.f7"l: "a.'�' i1ll'�Q?�'w•r �:�r. 4� :M >>1rs^!"'�• ."9s�••�li+ t .:,+illy►..[. a� •rb -•r. .�1 * FIREBLKG. REO'D. 41-ONG STRINGER BETWEEN EA. STUD (2)2x8- (3) 2X12 STAIR JACKS I AT EACH SIDE noN 12ETAI i x 4 PRESSURE TREATED SILL w/ 5/8" ANCHOR BOLTS NERVASTRAL BELOU1 POOR THRESHOLD "4 B.:►RS AT lb" O.C. i SECTION 1003.3.3,8.2 - NOTCH TOP OF 2' x 8 3 1/2" x 3" FOR DBL. TOP PLATES ! B EVEL S IDIN G w I # .az 1 & ?F1 plo Yt120V lul � 911 III �,_ 4 IL TELEPHONE N OOK am i i i i LL Ul F#N/ -V i OS X m DINING r + n: ul LI J %. 0 AT PEAK OPT. 1' x SEE SHEA I AAI L LEGEND, SHEET "SI" SEE STRAP LEGEND, SHEET "SI" LIVING I I I i 1 r � i I I J L_O M IN FLOOR ELECTRICAL PLAN I 1411=11011 M i - ."Wmvmft� "-- REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 9 2004 Cit f Tukwila BUILDING DIVISION t rary��� "1.4 JUN 14 2004 HERMIT cE NrER ELECTRICAL SYMBOLS: tR lEXH- AUST FAN v.T.O.5. `J II0v SMOKE DETEC"'OR TIE TOGETHER W1 BATTERY BACKUP. SWITCH +48" TO TOP A.S.F. BATH SWITCH +48" .0 TOP A.SF. SWITCH : 3 POLE A 'TELEPHONE Q CABLE TV JACK +16" TO TOP A.S.F. IOU)e �ui4 3 r �w� to p o� O z�N_ 0� H F t ' 7fa m to ic -� f� J 4 1-2 4 8�0 m Q m � q e T W u 0 � �r lU �n o � � o m z so so W d FILE NO: 1 3952 SWEET , ....�...�..........�....._�... � <. _:. .....� _ ..� .i�. .. :Li ':11 /�� iM . wn•. .+,+1:,}�✓'*jL+a+drtaA►er;,ar .►- �.Arw. &-I.. -woo— .irra EXT. SPOT D PLUG ON FAMILY OOM SIDE WITHIN 3' -0 OF SL IDER y � � (0 O 4 4 Qo �� Tv -o� 'A TV ABO FIREPLACE DIRECT WIRE FIREPLACE FOR FAN. DISCONNECTED Tv El'E I SWITCH LEG TO HANG I i BEHIND G.W.B. FOR OPT. r I OPT. SWITCH OUTLET AND TV JACK FOR F/P FAN TO BE INSIDE OF Tv NICHE F/P IGNITION �- INSTALL WITH DR OPT. SWITCH 220v � 0 � .Ole r�= r — —, PROVIDE r CIRCUITS � O � FOR FuRrt, WATERHTR, AND TIMER ' I I � �CZAR-AGE DOOR OPENER �I �I J �I \ �I TRAN RMER PORC. PORC. GAR DR OPENER �2 GiARAGE� IER 3 � OPT Wf= -.� �- STD Ilmv OUTLET .I6" TO TOP A.SF. GF.I. 1@ CsF.I. OUTLET SEE PLAN FOR WEIGHT SWITCHED OUTLET 220VO 220V OUTLET RECESSED LIGHT SURFACE LIGHT -e DIRECT CIRCUIT tR lEXH- AUST FAN v.T.O.5. `J II0v SMOKE DETEC"'OR TIE TOGETHER W1 BATTERY BACKUP. SWITCH +48" TO TOP A.S.F. BATH SWITCH +48" .0 TOP A.SF. SWITCH : 3 POLE A 'TELEPHONE Q CABLE TV JACK +16" TO TOP A.S.F. IOU)e �ui4 3 r �w� to p o� O z�N_ 0� H F t ' 7fa m to ic -� f� J 4 1-2 4 8�0 m Q m � q e T W u 0 � �r lU �n o � � o m z so so W d FILE NO: 1 3952 SWEET , ....�...�..........�....._�... � <. _:. .....� _ ..� .i�. .. :Li ':11 /�� iM . wn•. .+,+1:,}�✓'*jL+a+drtaA►er;,ar .►- �.Arw. &-I.. -woo— .irra EXT. SPOT D PLUG ON FAMILY OOM SIDE WITHIN 3' -0 OF SL IDER y � � (0 O 4 4 Qo �� Tv -o� 'A TV ABO FIREPLACE DIRECT WIRE FIREPLACE FOR FAN. DISCONNECTED Tv El'E I SWITCH LEG TO HANG I i BEHIND G.W.B. FOR OPT. r I OPT. SWITCH OUTLET AND TV JACK FOR F/P FAN TO BE INSIDE OF Tv NICHE F/P IGNITION �- INSTALL WITH DR OPT. SWITCH 220v � 0 � .Ole r�= r — —, PROVIDE r CIRCUITS � O � FOR FuRrt, WATERHTR, AND TIMER ' I I � �CZAR-AGE DOOR OPENER �I �I J �I \ �I TRAN RMER PORC. PORC. GAR DR OPENER �2 GiARAGE� IER 3 � OPT Wf= -.� �- STD L t qmv REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 9 2004 y . 4 1 City Of Tukwila BUILDING DIVISION Cmj ��� N NMn, e % JUN 1 4 2004 PERMIT C&,rE� ELECTRICAL SYMBOLS: UPPER OOR L C:TRI L PLAN 114 01- O" x SEE L L , STET "81" SEE STRAP LEGEND, SHEET "61" �Q 110V OUTLET +I9>" TO TOP A.S.F. CsF.I . G.F.I. OUTLET SEE PLAN FOR NE IGHT SWITCHED OUTLET 220v* t Y RECESSED LIGHT SURFACE LiGNT DIRECT CIRCUIT �x � � t f r Z f i t . � r � t � t y . 4 1 City Of Tukwila BUILDING DIVISION Cmj ��� N NMn, e % JUN 1 4 2004 PERMIT C&,rE� ELECTRICAL SYMBOLS: UPPER OOR L C:TRI L PLAN 114 01- O" x SEE L L , STET "81" SEE STRAP LEGEND, SHEET "61" �Q 110V OUTLET +I9>" TO TOP A.S.F. CsF.I . G.F.I. OUTLET SEE PLAN FOR NE IGHT EXHAUST FAN V.T.O.S. I IOV SMOKE DETECTOR TIE TOGETHER W/ BATTERY BACKUP. SWITCH +48" TO TOP A.S.F. BATH SWITCH +46" TO TOP A.S.F. $2 SWITCH • 3 POLE A TELEPHONE E) CABLE TV JACK + TO TOP A.S.F. 41t 0 W� z � Q 3� N N �m4 6) V O 4 0 4. y.. ... 8:5 75 E p > - u ' 4 40 T I � � 4L) T 111 � ae � v N Z !L v 0 � Z a o o � � o � FILE NO: 3952 SHEET E21°� ri .. � , , .� • . .. - f � ����'• ta**W., .h � �,. +R� . ' ►.� .N .1r.'J�•L. Jr {, � '!�' .• ".^�'!�•�`<St/� _- _ _ LIIII'..1+ ' � SWITCHED OUTLET 220v* 220V OUTLET RECESSED LIGHT SURFACE LiGNT DIRECT CIRCUIT EXHAUST FAN V.T.O.S. I IOV SMOKE DETECTOR TIE TOGETHER W/ BATTERY BACKUP. SWITCH +48" TO TOP A.S.F. BATH SWITCH +46" TO TOP A.S.F. $2 SWITCH • 3 POLE A TELEPHONE E) CABLE TV JACK + TO TOP A.S.F. 41t 0 W� z � Q 3� N N �m4 6) V O 4 0 4. y.. ... 8:5 75 E p > - u ' 4 40 T I � � 4L) T 111 � ae � v N Z !L v 0 � Z a o o � � o � FILE NO: 3952 SHEET E21°� ri .. � , , .� • . .. - f � ����'• ta**W., .h � �,. +R� . ' ►.� .N .1r.'J�•L. Jr {, � '!�' .• ".^�'!�•�`<St/� _- _ _ LIIII'..1+ ' � 2Xro SILL a I .O il 4 1 . 011 2 1 .0 11 2 un 14 2004 PERAAT CENTER go 'o LU V Ul 'i U�e > nl . > li � N �m� n ono = T �p V 40 • �' U O u j CL � U Zvi m � - � • lil '4 °a a Z O ~ O z La (P qw� > 0 4 UJ �a � W � PILE 1400 FOUNDAT PLAN 11411 _ 1. fir/ I' ,lO�%T�a ��" �5 f°�R MAIN FLOOR PLAN = MAIN FLOO 1/4 = 11 +0 AN mo I 3952 - GI SHEET 1 El k ♦ Ma.. .� °ass r�,. .� '.� s r I L t1 M -7 m� -n r - O r b z N m M b 3 z d N N M N N M rn � 4 ' O A _ r b Z N -n 0 / M, b 3 T- M m E m N m 11 g x n O 9 s rn _ o M n� rn � rn M r � wD wD -" - n rn �n N �n ^, I to M LD cm z 0 D n �4 r I* �4 2 Cob 3 O A `A PROJECT: PLAN 1944 x,41' DEVELOPMENT 0 IDATEO 6 -23 -D3 II -6 -03 12 -m8 -m3 3on C,4R (3,41R 01 ROOF FI=L N 8LOCX =OR 1D'S 4 14 "x24'' VENT This drawing is copyriohted and is to be used solely for the construction of the subject project by the persons named hereon. No other use of the drawing shall be permitted w*thout the written consent of Residential Design Services. Written dimensions shall take precedence over all sca led di niensions. Contrac shal veri all dimensions, cono i tions, etc. pertaining to the work before proceeding. This orrice must cc notified of any variations from the dimensions and /or conditions shogun on these drawi Any such va- iation &half be reseived by this office p r ior to proc eeding with the work, or the contractor Oa l l accept full respons ibi l itg for coat rectify same. 03 0 z oC: � 0 Z e� a F4E61 IAL I)ESO4 SERVICES i823 llSth Avg NE BE�i =vUE, WA 98004 NC * 425- - 1a6 -3m3ro i rn T: n O N � orn n� rn e� a F4E61 IAL I)ESO4 SERVICES i823 llSth Avg NE BE�i =vUE, WA 98004 NC * 425- - 1a6 -3m3ro i rn T: A Ni 11 12 "XIS" VENT 2 Iro SH INGL ES COME' SWINGLES Ix2 /IxZ RAKE 5/4 11 x8" TRIM IX4 2X3 O /IX4 � f TRII`^ 5/4 1l x8" TRIM 1 X4 �- COMP SHINGLES 12 6 CONT'S MTL. GUTTER o/ 1x8 CEDAR FASCIA No OWN 0 m 0000a �000a o.a ■oo�� 12 1 1 /4 "X 10" -2X8 I- IGHT BLOCK 1x4/Ix3 CORNER BDS BEVEL SIDING all TLU 2X3 O /IX4 TRIM �-�- FRONT EL V TION '4 /G' I I I It 14 "x24" VENT 6 12 UPR. FL R IE 14 VENT d� -COMP � EEI ;b 5H IW-.xL E 5 \ j N, UPR FL `n 1 18" A �A G. FOR. k s" HORI ZONTAL SI D ING RI V'ATION 'B' Ix3 /Ix4 CORNER TRIM 1111__ All ..r_wl' RI T V T I ON 'G' Ix3 /Ix4 CORNER TRIM qD 0 z � a�e Q� r to lu ' 2 62 As L 4 .+� 4n Is J V I U IU '4a0 a U Z Q- fA - w� O - m } �Z �O Q IL/ d U� u m cq w w 4 200q PERMIT ceNTEo, FILE NO: 3952 -G3 SWFmFmT G3 I OF: { � .. ., . its.. ��ir�f .�a�:I�3�1�"! «..,a.iirlw .A �' : • - RICxHT ELEY,4T(ON Ix2 /Ix8 RAKE FRONT ELEVATION 1/4" =1' - 0II Ix3 /Ix4 CORNER TRIM COMP SWINDLES OPTIONAL -- 1 114 "CIO" -2X8 LIGHT BLOCK - Ix4/'Ix3 CORNER eD5 i - 5EVEL SIDING .8 TLU i c + � 1 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 9 2004 ` City Of Tukwila L BUILDING DYVISION I I I.fll__�1 All �iCwIT GENERAL STRUCTURAL NOTES FlUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE, AS AMENDED BY LOCAL JURISDICTION. I.�AQS� ROOF LIVE LOAD = 25 PSF (SNOW). SUPERIMPOSED DEAD LOAD ON ROOF TRUSSES — 14 PSF. (EXCLUDES TRUSS WEIGHT) ( 9 PSF TOP CHORD / 5 PSF BOTTOM CHORD) ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. A WIND LOAD = 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.30 ) FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" 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 = 2000 PSF. N R : MINIMUM 28 DAY STRENGTH 2,500 PSI. 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 UMITED 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. REINFORCING: B ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS #5 AND LARGER. ASTM A615 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. LATEST A.C.I. CODE AND DETAIUNG MANUAL APPLY. CLEAR CONCRETE COVERAGES AS FOLLOWS: CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" EXPOSED TO EARTH OR WEATHER INTERMEDIATE ATTACHMENT: J6 OR LARGER 2" #5 AND SMALLER 1 1/2� ALL OTHER PER LATEST EDITION OF ACI 318. 24/0 PUCES IN CON LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPLICES PER LATEST EDITION OF A.C.I. 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. STRUCTURAL $TEFL: C ALL BOLTS SHALL BE ASTM A307, UNLESS NOTED OTHERWISE. ALL CONSTRUCTION PER LATEST AISC 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. 2 D: ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "CDX" RATED SHEATHING OR BETTER AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. STAGGER 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 RATIO EDGE ATTACHMENT: INTERMEDIATE ATTACHMENT: ROOF 1/2 32/16 8d at 6" O.C. 8d at 12" O.C. SHEAR WALL 1 /2" 24/0 1 Od at 6" O.C. 1 Od 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 IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1/32 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" SOUD 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 H3 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. GENERAL 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. w LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. 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. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL MOTES 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. PLYWOOD WEB J I T T 3 DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION I.C.B.O. REPORT NER -200. CONNECTIONS AND BEARING MATERIAL TO BE SHOP CONNECTED TO JOISTS AND DESIGNED AND FURNISHED BY JOIST FABRICATOR. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480. FLOOR TOTAL LOAD MAXIMUM = L/240. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. PREFABRICATED., MOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS STATED IN THE GENERAL STRUCTURAL NOTES OR AS LOCATED ON PLANS. BRIDGING SIZE AND SPACING BY TRUSS MANUFACTURER UNLESS NOTED OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT I.C.B.O. APPROVAL. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: a r ROOF TOTAL LOAD MAXIMUM = L/240. ROOF LIVE LOAD MAXIMUM = L/360. ADDITIONAL TRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. MULTIPLE TRUSS MEMBERS SHALL BE FASTENED TOGETHER TO ALLOW TRANSFER OF SHEAR AND TENSION FORCES (MINIMUM 200 PLF) AT PLYWOOD SHEATHING JOINTS AND TO PREVENT CROSS GRAIN BENDING OF TOP CHORDS. ATTACHMENT SHALL BE A CONTINUOUS 20 GAGE METAL PLATE OR OTHER APPROVED MEANS. METHOD OF USS MANUFACTURER SHALL HAVE I.C.B.O. APPROVAL ACHMENT SHALL BE INDICATED ON SHOP DRAWINGS FOR REVIEW. �---- WEB F RV1 �IA NCE OR BE AN APPROVED FABRICATOR 'GONE CO MP AqCORDING TO THE BUILDING JURISDICTION. TRUSS MANUFACTURER SHALL ' pR O D PE MANENTLY IDENTIFY EACH TRUSS PER UBC 2321.4. 1 - T city O f s SJ ON LNG D IVI CLASS B TENSION SPLICE LENGTHS COMP. BARS CONC. PSI f'c= 2,500/3,000 PSI f'c = 4,000 PSI f'c = ALL L TION REGULAR TOP REGULAR >3db >6db TOP >3db >6db STD LAP ENCLOSED W /SPIRAL TIES SPACING & SIZE 3db >6db _ >3db >6db J3 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" 19 80" 48" 104" 83" " 42" 90" 55 " 34" 25" J10 102" 58" 132" 76" t88w 50" 114" 65" 38" 29" ill 128" 71 " 162" 93" " 62" 140" 80" 42" 32" 4 I . 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 & LAP SPLICES IN CONCRETE COLUMNS SHALL BE COMPRESSION SPUCES. 3. CONTACT STRUCTURAL ENGINEER IF CENTER TO CENTER SPACING OF REINFORCEMENT IS LESS THAN OR EQUAL TO 3 BAR DIAMETERS ( <3db). ; n LAP SCHEDULE FOR REINFORCING vem Y VERT BOLT 8011 EMBEDM DIAMETER LENGTH HORIZ BOLT EMBEDMENT LENGTH HEADED STUD FILLET WELD SIZE, "S" 1 /2' s 7" 4" 1/4 to 5/8" 7" 4" 5/16" 3/4" 7" 5" 5/16 a NOTES• PROVIDE ANCHORS, ANCHOR BOLTS AND EXPANSION BOLTS PER THIS SCHEDULE UNLESS NOTED ON PLANS OR OR DETAILS EXPANSION BOLTS SHALL HAVE ICBO REPORT FOR SAME INSTALLATION AT "ANCHORS" USE 3/16" FILLET THICKNESS OF DRYPACK DOES NOT APPLY TOWARDS EMBEDMENT. Z'**N TYPICAL ANCHOR BOLT, AND EXPANSION BOLT SCHEDULE. (1) [—(3) (2) � ANCHOR BOLT em ANCHOR HEADED STUD SIMILAR W o� W 2E W EXPANSION BOLT (EPDXY BOLT SIMILAR) 1. FACE OF WALL, TOP OF WALL, COLUMN, ETC. 2. 2" MIN. STANDARD HOOK OR BOLT HEAD, TYP. 3. PLATE, ANGLE CHANNEL, ETC. 1 U ' J'NO SCALE 3T,� JUN 14 2004 PERAMTCENiEk 9 w 4r r o� Z J w � ao od a Co Lu 0 Imm z ■ r r W a 0 W W a ui 2 O z' LLJ U co) ui DC U en N Q)^ �MN 00 O 1'7 Z Q .� O � Z Q �V) 3 0 C O CL to N q * cl) J � 0 0 W W �� Z NO p m a r J J J Q ; � � >J20 1.-d 15 UJ CJ wa;�U>= >= cf) mmSe cf) cc SHEET NO.� S1.0 PROJECT NO.� 11,030 3 • � . r i � . , -M+ . 1+ rt .. : ,} • t1Yr. « . r .,..A.tr.. y.. . r.-' •:. �` — ���_...�..�.rLa... S.: �. 4. 7. �. �. �. r..+..+ f�►. iallr.IrI�OI��IMr'.i��si.'.i�' i �M��I=M�'.' lbw" f• M!'+ is 0• �'".." �. �' ��.•"5..+�M� +...l'�w1•�.+wr «"'MMih11..A/1I• � ..tti. -.. +.y.. n 1 2 3 MA TYPICAL FOUNDATION STEM WALL 1 01 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 6• 14 HOOKED DOWELS ® 24" O.C., ALTERNATE BENDS WOOD STUD WALL FOOLING AT WOOD COLUMN FOOLING 1 � Nrs REV1E`NE� FOR ' CODE COMP��NCE I 4 eol�N WOOD STUD WALL FOOLING I c � "J" SCALE: N.T.S. (1) (2) 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN q. (2) #4 BAR CONTINUOUS (AT TOP) PROVIDE #4 AT 10` O.C. HORIZ. 5. 5/8" DIA. A.B. SPACING PER SHEAR WALL SCHEDULE 6, #4 AT 24" O.C. (MAX.) ALTERNATE BENDS 7, (2) #4 BARS CONTINUOUS 8. EDGE NAILING 9. 2x CONTINUOUS RIM 10. 16d A 6` O.C. TYPICAL STEM WALL WIDTH: $ UNO 1. CORNER BARS SAME SIZE do SPACING AS HORIZ. REINFORCING LAP PER GSN (24' IMINIMUM) 2. CONCRETE STEM WALL OR FOOTING 3. ALTERNATE BENDS 4. REINFORCING PER PLANS AND /OR DETAILS rr-R rLm PLAN - CORNER REINFORCING IN CONCRt=TE FOOLING, STEM OR WALL (1) (2) (3) (5) (6) 7) � ( 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. 16d 0 6" O.C. 3. FLOOR SHEATHING A. FLOOR JOISTS PER PLAN 5. BLOCKING 0 48" O.C. 6. (2) #4 BAR CONTINUOUS (AT TOP) PROVIDE #4 AT 10' O.C. HORIZ. 7. 5/8" DIA. A.B. SPACING PER SHEAR WALL SCHEDULE g, #4 AT 24" O.C. (MAX.) ALTERNATE BENDS 9. (2) #4 BARS CONTINUOUS 10. EDGE NAILING 71. 2x CONTINUOUS RIM TYPICAL STEM WALL WIDTH: $` UNO TYPICAL FOUNDA11ON STEM WALL 102 Ste: N.T.S. M 10 SCALE: N.T.S. z N 1 -- 4 91 t -(4) 1. SIMPSON PB POST BASE 2. WOOD COLUMN 3. CONCRETE SLAB 4. CONCRETE FOOTING �ce�veu f JTV (�F r11MU9 r ARE 14 2004 PERMIT CENTER; I ' M ~ m w r WN y s JZ Z� ift cr) Go Z off W � Lu 0 Fm z �� H � Pa cr) ` U g � n to N co) ui 0 ,� � tM� 00 � z z o 0 V (n O v a co W � 4)%..o o � o� '` V a in W to a 2 O W e t p a cl) cp z amt Lu uj Z3 I�i > � J L` J C7 ui d Z C cp tzcL co Im av * c > H LL. SHEEP NO.� S1.1 PROJECT NO.� 11,030 f • . t TYPICAL INTERIOR SPREAD FOOTING 1 03 SCALE: N.T.S. t cc A PVK%'r 'W-- JUt Z 9 2004 Of Tukw��a (2) . C:lw � CONCRETE SLAB oN DI�Y`Y� -(2) GRADE BUY�I�� -(3) (4) 2' (1) #4 BAR { ( CONTINUOUS TOP AND BOTTOM 3. TOOLED EDGE � . 7 S7 _ Z FINISH GRADE AS 4. CONCRETE SLAB OR = � OCCURS 1. 2X. BLOCKING 2. FLOOR JOISTS PER PLAN 3. 1 O o 4" O.C. 4. MAIN FLOOR BEAM PER PLAN 5. FLOOR SHEATHING 6. POST PER PLAN. CONNECT TO BEAM WITH SIMPSON AC CLIP OR WOOD CLEAT. ATTACH TO FOOTING WITH SIMPSON A25 7. CONCRETE FOOTING PER PLAN. h 1. WOOD COLUMN 2. COLUMN BASE 3. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 4• 12" SQUARE CONCRETE PEDESTAL 5. • CONCRETE FOOTING 6. #3 TIES AT 8" O.C. 7. (4) #4 HOOKED DOWELS .8. CONCRETE SLAB ON GRADE NOTE: SEE ARCHITECTURAL DRAWINGS FOR COLUMN COVER AS OCCURS ( �) 1. WOOD STUD WALL (7) 2. 5/ 8 0 DIAMETER ANCHOR B . (2) ( BOLTS WITH PLATE WASHERS. (4) SPACING PER SHEAR WALL SCHEDULE. a v 3. 2x BASE PLATE 4. CONCRETE SLAB ON GRADE to o� " ~' -� - ( 8 ) 5• #4 HOOKED DOWELS AT 24" o� ( O.C., ALTERNA T E BENDS 6. SHEATHING AND NAILING PER SHEARWALL SCHEDULE <. 8" 7. FINISH GRADE OR CONCRETE SLAB AS OCCURS 3" CLR (9) B. CONCRETE STEM WALL AND FOOTING 1 1!40 9• (2) #4 BARS CONTINUOUS TOP AND BOTTOM 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 6• 14 HOOKED DOWELS ® 24" O.C., ALTERNATE BENDS WOOD STUD WALL FOOLING AT WOOD COLUMN FOOLING 1 � Nrs REV1E`NE� FOR ' CODE COMP��NCE I 4 eol�N WOOD STUD WALL FOOLING I c � "J" SCALE: N.T.S. (1) (2) 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN q. (2) #4 BAR CONTINUOUS (AT TOP) PROVIDE #4 AT 10` O.C. HORIZ. 5. 5/8" DIA. A.B. SPACING PER SHEAR WALL SCHEDULE 6, #4 AT 24" O.C. (MAX.) ALTERNATE BENDS 7, (2) #4 BARS CONTINUOUS 8. EDGE NAILING 9. 2x CONTINUOUS RIM 10. 16d A 6` O.C. TYPICAL STEM WALL WIDTH: $ UNO 1. CORNER BARS SAME SIZE do SPACING AS HORIZ. REINFORCING LAP PER GSN (24' IMINIMUM) 2. CONCRETE STEM WALL OR FOOTING 3. ALTERNATE BENDS 4. REINFORCING PER PLANS AND /OR DETAILS rr-R rLm PLAN - CORNER REINFORCING IN CONCRt=TE FOOLING, STEM OR WALL (1) (2) (3) (5) (6) 7) � ( 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. 16d 0 6" O.C. 3. FLOOR SHEATHING A. FLOOR JOISTS PER PLAN 5. BLOCKING 0 48" O.C. 6. (2) #4 BAR CONTINUOUS (AT TOP) PROVIDE #4 AT 10' O.C. HORIZ. 7. 5/8" DIA. A.B. SPACING PER SHEAR WALL SCHEDULE g, #4 AT 24" O.C. (MAX.) ALTERNATE BENDS 9. (2) #4 BARS CONTINUOUS 10. EDGE NAILING 71. 2x CONTINUOUS RIM TYPICAL STEM WALL WIDTH: $` UNO TYPICAL FOUNDA11ON STEM WALL 102 Ste: N.T.S. M 10 SCALE: N.T.S. z N 1 -- 4 91 t -(4) 1. SIMPSON PB POST BASE 2. WOOD COLUMN 3. CONCRETE SLAB 4. CONCRETE FOOTING �ce�veu f JTV (�F r11MU9 r ARE 14 2004 PERMIT CENTER; I ' M ~ m w r WN y s JZ Z� ift cr) Go Z off W � Lu 0 Fm z �� H � Pa cr) ` U g � n to N co) ui 0 ,� � tM� 00 � z z o 0 V (n O v a co W � 4)%..o o � o� '` V a in W to a 2 O W e t p a cl) cp z amt Lu uj Z3 I�i > � J L` J C7 ui d Z C cp tzcL co Im av * c > H LL. SHEEP NO.� S1.1 PROJECT NO.� 11,030 f • . t TYPICAL INTERIOR SPREAD FOOTING 1 03 SCALE: N.T.S. t cc A PVK%'r 'W-- JUt Z 9 2004 Of Tukw��a (2) . C:lw � CONCRETE SLAB oN DI�Y`Y� -(2) GRADE BUY�I�� -(3) (4) 2' (1) #4 BAR { ( CONTINUOUS TOP AND BOTTOM 3. TOOLED EDGE � . 7 S7 _ Z FINISH GRADE AS 4. CONCRETE SLAB OR = � OCCURS 1. 2X. BLOCKING 2. FLOOR JOISTS PER PLAN 3. 1 O o 4" O.C. 4. MAIN FLOOR BEAM PER PLAN 5. FLOOR SHEATHING 6. POST PER PLAN. CONNECT TO BEAM WITH SIMPSON AC CLIP OR WOOD CLEAT. ATTACH TO FOOTING WITH SIMPSON A25 7. CONCRETE FOOTING PER PLAN. h 1. WOOD COLUMN 2. COLUMN BASE 3. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 4• 12" SQUARE CONCRETE PEDESTAL 5. • CONCRETE FOOTING 6. #3 TIES AT 8" O.C. 7. (4) #4 HOOKED DOWELS .8. CONCRETE SLAB ON GRADE NOTE: SEE ARCHITECTURAL DRAWINGS FOR COLUMN COVER AS OCCURS 1. WOOD COLUMN 2. COLUMN BASE 3. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 4• 12" SQUARE CONCRETE PEDESTAL 5. • CONCRETE FOOTING 6. #3 TIES AT 8" O.C. 7. (4) #4 HOOKED DOWELS .8. CONCRETE SLAB ON GRADE NOTE: SEE ARCHITECTURAL DRAWINGS FOR COLUMN COVER AS OCCURS 4 1 WOOD JOIST AT WOOD STUD WALL 2 01 SCALE: N.T.S. ft 1�Llieii (4) 2. 1. 16d 0 6" O.C. BASE 1. 16d 0 6' O.C. BASE 1. ( PLATE (MIN) C PLATE (MIN) (1) (7) 2. FLOOR SHEATHING (7) 2. FLOOR SHEATHING (2) 1 FLOOR JOISTS PER PLAN (2) 1 FLOOR JOISTS PER PLAN FLOOR SHEATHING 4. 2x CONTINUOUS RIM JOIST d. 2x CONTINUOUS RIM JOIST (3) (8) WITH (2) 10d NAILS PER �3� (8) WITH (2) 1 O NAILS PER 7. MOIST JOIST W/ 16d NAILS AT 12" 5. WOOD STUD WALL 5. WOOD STUD WALL A 6. SHEATHING AND NAILING 6. SHEATHING AND NAILING ( PER SHEARWALL SCHEDULE C PER SHEARWALL SCHEDULE 6. 7. EDGE NAILING 7. EDGE NAILING lS1 ---. 8• 16d O 6" O.C. (5l-. B. 16d 0 6" O.C. WOOD JOIST AT WOOD STUD WALL 2 01 SCALE: N.T.S. (3) I c WOODJOIST AT WOOD BEAM SCALE: N.T.S. f, N ••D _ fi!�L6 • � • BUILDING DIVISION 1. woos BEAM 2. SIMPSON HU OR HUTF TYPE HANGER NTS Y (1) % 1. WOOD BEAM PER PLAN 2. SIMPSON ACE TYPE POST CAP 3. WOOD COLUMN PER PLAN (2) (3) WOOD BEAM AT WOOD COLUMN SCALE: N.T.S. � N.T.S. (z) (3) •i 1 y j t (4) ! 1. 6x SAWN OR 5 1/8* GLB 2. (6) 16d EACH SIDE, ( - TYP. (2) 3. PLYWOOD FILLER 4. 4x� SAWN OR 3 1/8 GLB r: ( i . M O m H H d Cl 0 to Uj 4 co Z N w � OD o ts a: LLJ cr) L 0 1� z W r-- a V N a N r v♦ � LU 0 000 M N = O �M � 2 Q Z i vi 3 Z W a m� V 1UU Ix crm '` 0 ` V a W N BUILT -UP POST PERPENDICULAR TO WALL SCALE: N.T.S. � J %1L 14 20 P ERMIT CEn � tr 1 1 l�LJ.�i ft 1�Llieii (4) 2. PLYWOOD SHEATHING 3. 1. BASE PLATE NAILING PER 2x BLOCKING W/ 3 -16d NAILS PER BLOCK SHEARWALL SCHEDULE B (1) c>> cep 2. FLOOR SHEATHING (2) 6. (g) 3. FLOOR JOISTS PER PLAN 2 -10d NAILS PER JOIST 7. 4. SHEATHING AND NAILING W/ 16d NAILS AT 12" (5) PER SHEARWALL SCHEDULE 5. BEAM PER PLAN (7) 6. EDGE NAILING 7. SIMPSON LU HANGER (3) I c WOODJOIST AT WOOD BEAM SCALE: N.T.S. f, N ••D _ fi!�L6 • � • BUILDING DIVISION 1. woos BEAM 2. SIMPSON HU OR HUTF TYPE HANGER NTS Y (1) % 1. WOOD BEAM PER PLAN 2. SIMPSON ACE TYPE POST CAP 3. WOOD COLUMN PER PLAN (2) (3) WOOD BEAM AT WOOD COLUMN SCALE: N.T.S. � N.T.S. (z) (3) •i 1 y j t (4) ! 1. 6x SAWN OR 5 1/8* GLB 2. (6) 16d EACH SIDE, ( - TYP. (2) 3. PLYWOOD FILLER 4. 4x� SAWN OR 3 1/8 GLB r: ( i . M O m H H d Cl 0 to Uj 4 co Z N w � OD o ts a: LLJ cr) L 0 1� z W r-- a V N a N r v♦ � LU 0 000 M N = O �M � 2 Q Z i vi 3 Z W a m� V 1UU Ix crm '` 0 ` V a W N BUILT -UP POST PERPENDICULAR TO WALL SCALE: N.T.S. � J %1L 14 20 P ERMIT CEn � tr 1 1 l�LJ.�i V ROUGH OPENING WIDTH WOOD HEADER SCALE: N.T.S. 1. WOOD STUD WALL (2) 2. WOOD HEADER PER PLAN � (3) 3. (2) 16d TOENAILS EACH LU z � J . p � SIDE, EACH ENO �' 'pp oa 4. (2) 16d AS SHOWN CL (4) 0 5. RUN VERTICAL STUDS UP 0 Z ; � Q ( PAST HEADER AS SHOWN W 6. (2) 16d 0 12' O.C. > J (6) �7. 16d 0 12" O.C. W CL � W Q Z STAGGERED BOTH SIDES 0 W O 8. DOUBLE STUDS UNDER W >• co t5 � a HEADER BEARINGS FOR � a , a C ,E �• � OPENING WIDTHS GREATER � m Imm U THAN 5' - SHEET N0. r 51.2 PROJECT NO.� 11,030 e a ♦ m a �, =.1sr• w� a .r� - n . • M' 'l, ^I"' - , .. .. _ w r' • .. .. �; b"�1!'•«+�►�r•f4iM•!'.'...... ,..�. }f..M'RM�� •l: �!'.Y7.IR' " ..AT► ^/�.' "_'��'rh+.+�"94.. � i" w .. I= u 1. BEAM SPLICE AS OCCURS 2. WOOD BEAM PER PLAN 3. SIMPSON AC TYPE POSE' CAP d. WOOD COLUMN PER PLAN M WOOD JOIST AT WOOD STUD WALL 2 V SCALE: N.T.S. 1 4% %4-/ 3 14% i EDGE NAILING 2. PLYWOOD SHEATHING 3. JOIST PER PLAN 4. 2x BLOCKING W/ 3 -16d NAILS PER BLOCK 5. WOOD STUD WALL c>> cep SHEATHING AND ATTACHMENT (6) V ROUGH OPENING WIDTH WOOD HEADER SCALE: N.T.S. 1. WOOD STUD WALL (2) 2. WOOD HEADER PER PLAN � (3) 3. (2) 16d TOENAILS EACH LU z � J . p � SIDE, EACH ENO �' 'pp oa 4. (2) 16d AS SHOWN CL (4) 0 5. RUN VERTICAL STUDS UP 0 Z ; � Q ( PAST HEADER AS SHOWN W 6. (2) 16d 0 12' O.C. > J (6) �7. 16d 0 12" O.C. W CL � W Q Z STAGGERED BOTH SIDES 0 W O 8. DOUBLE STUDS UNDER W >• co t5 � a HEADER BEARINGS FOR � a , a C ,E �• � OPENING WIDTHS GREATER � m Imm U THAN 5' - SHEET N0. r 51.2 PROJECT NO.� 11,030 e a ♦ m a �, =.1sr• w� a .r� - n . • M' 'l, ^I"' - , .. .. _ w r' • .. .. �; b"�1!'•«+�►�r•f4iM•!'.'...... ,..�. }f..M'RM�� •l: �!'.Y7.IR' " ..AT► ^/�.' "_'��'rh+.+�"94.. � i" w .. I= u 1. BEAM SPLICE AS OCCURS 2. WOOD BEAM PER PLAN 3. SIMPSON AC TYPE POSE' CAP d. WOOD COLUMN PER PLAN M WOOD JOIST AT WOOD STUD WALL 2 V SCALE: N.T.S. 1 4% %4-/ 3 14% WOOD JOIST AT WOOD STUD WALL REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 9 2004 CiN Of Tukwila 1. EDGE NAILING 2. PLYWOOD SHEATHING 3. JOIST PER PLAN 4. 2x BLOCKING W/ 3 -16d NAILS PER BLOCK 5. WOOD STUD WALL SHEATHING AND ATTACHMENT (6) PER PLANS 6. 2X. CONT. RIM JOIST W/ 2 -10d NAILS PER JOIST 7. DOUBLE 2X. TOP PLATE W/ 16d NAILS AT 12" O.C. WOOD JOIST AT WOOD STUD WALL REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 9 2004 CiN Of Tukwila D i (1) 1. TRUSSES PER PLAN A (2) 2. ROOF SHEATHING (3) 3. EDGE NAILING PLYWOOD SHEATHING (4) d. 2x BLOCKING WITH (3) 10d NAILS PER JOIST 24" O.C. 16d PER BLOCK 2x4 OUTRIGGER O 24" O.C. (8) 4. (2) 10d NAILS PER TRUSS b. SHEAR PANEL EDGE SIMPSON A35 CUP AT EACH (4) NAILING (7) 6. SHEATHING AND NAILING TRU (5) PER SHEARWALL SCHEDULE SHEATHING NGD AND NAILING PER 7. SIMPSON H1 CLIP AT EACH _._. (6) TRUSS 4 ` 8. CONTINUOUS FASCIA WITH TRUSS CHORD TO WALL TOP (2) 10d PER TRUSS *0 .% %Vl WITH RIQQE VENTS 14% WOOD TRUSS AT WOOD STUD WALL SCALE: N.T.S. I V f-?% 7. TRUSSES PER PLAN 2. SIMPSON A35 WITH 3 WAY BEND AT EACH TRUSS 3. PLYWOOD SHEATHING 4. SEDGE NAILING 5. 2x BLOCKING WITH (3) 16d PER BLOCK 6. WOOD BEAM 7. 2x CONTINUOUS FASCIA WITH (2) 10d PER TRUSS WOOD TRUSS AT WOOD BEAM 30 TRUSS RIDGE SCALE: N.T.S. ■ 2 1. EDGE NAILING 2. RIDGE 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. 2x8 LAYED FLAT OVER PLYWOOD SHEATHING WITH ' 3 -16d TYPICAL AT EACH TRUSS. 5. SIMPSON A34 OR 2 -16d TOE NAIL TYPICAL 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' -4' - •---•- 2x4 MIN. 4' -8' --- 2x6 MIN. 8 -10' - ---- -- 2x8 MIN. 10' -12' --- 200 MIN. PLAN - TYPICAL VALLEY FRAMING AT PREFAB WOOD TRUSSES w SCALE: N.T.S. 1Z SCALE: N.T.S. I c %`'I . 1. PLYWOOD SHEATHING 2. PREFABRICATED WOOD (g) TRUSS 3. EDGE NAILING 4. 2x BLOCKING WITH (3) 16d PER BLOCK 5. SIMPSON LU TYPE HANGER fi. PREFABRICATED WOOD TRUSS GIRDER WOOD TRUSS TO TRUSS GIRDER SCALE: N.T.S. (7) (g) 1. 2. 3. 4. 5. 6. 7. 8. (7) UItJ: EDGE NAILING PLYWOOD SHEATHING (2) 10d PER STUD CONTINUOUS 2x LEDGER SIMPSON LU TYPE HANGER PREFABRICATED WOOD TRUSS 2x SOLID BLOCKING WOOD STUD WALL WOOD TRUSS AT WO STUD WALL SCALE: N.T.S. (F (C GABLE END TRUSS ! SCALE: N.T.S. f1 (7) 1. ' . EDGE NAILING ` 2. PLYWOOD SHEATHING 3. (2) 16d PER STUD 4. CONTINUOUS 2x LEDGER 5. SIMPSON LU TYPE HANGER 6. RAFTER PER PLAN 7. ) ) WOOD STUD WALL t t ' of C 6 co Im w 0 N Fi CD r Z.. M ■` U) ; Q 015 4m cr) ■ W r- V N W CL N r m � O N 00 u') cl) cb 0 n Z Q .30 4) Z mW 0 tL 90 N '* cn T W •O mc Z ' W V LLJ u 0 LJ U m4 tct 1 k1hn� n a JAN 1 4 2 004 �wurr �ENT�k WOOD JOIST AT WOOD STUD WALL 6) S CMA L E REVIEWED FOR CODE COMPLIANCE APPRO JUL 2 9 2Q04 i 1a � ty Of Tukw M ItLDING DIVIS V11 1. EDGE NAILING (1) 2• CONTINUOUS FASCIA WITH (2) (Z) 10d NAILS PER JOIST 24" O.C. 3. 2x4 OUTRIGGER O 24" O.C. WOOD BEAM 4. (2) 10d NAILS PER TRUSS (3) 5. SIMPSON A35 CUP AT EACH (4) JOIST (5) 6 TRU (6) SHEATHING NGD AND NAILING PER JOIST SHEARWALL SCHEDULE (7) 7. 16d O 6' O.C. BOTTOM TRUSS CHORD TO WALL TOP M PLATE $• 2x4 BRACE A 48' O.C. WITH SIMPSON A35 CLIP EACH END g, TRUSSES PER PLAN GABLE END TRUSS ! SCALE: N.T.S. f1 (7) 1. ' . EDGE NAILING ` 2. PLYWOOD SHEATHING 3. (2) 16d PER STUD 4. CONTINUOUS 2x LEDGER 5. SIMPSON LU TYPE HANGER 6. RAFTER PER PLAN 7. ) ) WOOD STUD WALL t t ' of C 6 co Im w 0 N Fi CD r Z.. M ■` U) ; Q 015 4m cr) ■ W r- V N W CL N r m � O N 00 u') cl) cb 0 n Z Q .30 4) Z mW 0 tL 90 N '* cn T W •O mc Z ' W V LLJ u 0 LJ U m4 tct 1 k1hn� n a JAN 1 4 2 004 �wurr �ENT�k WOOD JOIST AT WOOD STUD WALL 6) S CMA L E REVIEWED FOR CODE COMPLIANCE APPRO JUL 2 9 2Q04 i 1a � ty Of Tukw M ItLDING DIVIS V11 SCALE: N.T.S. F� cr) woo �j mmcp unF amt p • p p W Z 3 uj 9 W IL c Q Z L 0 r m tza �mmY��� SHEET NO. S1.3 PROJECT N0. M 11,030 i s f , 17 " * ,� 40 a 1. ROOF JOISTS PER PLAN 2. SIMPSON H2.5 CLIPS 24" O.C. 3. WOOD BEAM 4. PLYWOOD SHEATHING 5. EDGE NAILING 6. SIMPSON A35F ® 24" O.C. 7. FASCIA WITH (2) 1 O PER JOIST CN M SCALE: N.T.S. F� cr) woo �j mmcp unF amt p • p p W Z 3 uj 9 W IL c Q Z L 0 r m tza �mmY��� SHEET NO. S1.3 PROJECT N0. M 11,030 i s f , 17 " * ,� 40 a I 2 (6) (5) �i (5) 1. (2) STUDS 0 SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ 1 O 0 12' O.C. W/ 1 O 0 12" O.C. 2. PANEL EDGE NAILING. ALSO NAIL 2. PANEL EDGE NAILING. ALSO NAIL OF SHEAR WALL NAILING M TO TOP PLATES SAME AS EDGE A INTERMEDIATE FRAMING 0 12" O.C. OF SHEAR WALL NAILING PANEL EDGE NAILING AT SILL PLATE ( 16) 5. EDGE OF SHEAR WALL, ( (3� _..� 3. SHEAR WALL SHEATHING. SEE FLOOR PLANS 8• CORNER, OR DOOR OR WINDOW ( 17) (1) 4. ANCHOR BOLT � E SHEAR PANEL EDGE NAIL SPACING (6) S. RJ TYPE HOLDOWN REQ'D BOTH EDGES OF SHEAR WALL B. PANEL EDGE NAIL SPACING 5. EDGE OF SHEAR WAIL ANCHOR BOLT SEE SHEAR WALL SCHEDULE (3) SEE FLOOR PLANS SHEAR WALL SHEATHING 12. RIM JOIST (7) 6. HOEDOWN REQ'D BOTH EDGES OF TREATED SILL PLATE 14. HOLDOWN SHEAR WALL 15. (2) STUDS 16. SOLE PLATE NAILING 7. TREATED SILL PLATE -17. (s) t SHEAR WALL DETAIL W/ SIMPSON TIE N.T.S 18" MIN. C HOEDOWN 1 1 i. 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 0 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 i. TOP OF CONCRETE �. MAX. HEIGHT OF PANEL IS 3.5 X WIDTH. RAISE CONCRETE STEM WALL AS REQUIRED TO MAINTAIN THIS ASPECT RATIO. .. )TE: ALL STUDS TO 8E DOUGLAS FIR #2 IN LATERAL RESTRAINT PANELS LATERAL RESTRAINT PANEL SCALE: N.T.S. (4) (1; (1 %w.EM WAL.I. ut iAIL W/ SIMPSON STRAP 71E FI.00R SUPPORTED BY FOUNDATION , ulliimlpl'"' - (7) . --e-- (6) REVIEWED FOR CODE COMPLIANCE JUL 2 9 2004 rjut_ M13 r& i trILK ms nvrc UK PHD2 10 SDS 1/03 5/8 0 PHD5 14 SDS 1/4X3 5/8 0 PHD6 18 SDS 1/03 7/8 0 (13) (14) (5) m 3 1 • (2) STUDS 0 SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD mop W/ 1 O 0 12" O.C. 2. PANEL EDGE NAILING. ALSO NAIL W TO TOP PLATES SAME AS EDGE OF SHEAR WALL NAILING M 3. SHEAR WALL SHEATHING. NAIL TO (15) INTERMEDIATE FRAMING 0 12" O.C. 4. PANEL EDGE NAILING AT SILL PLATE ( 16) 5. EDGE OF SHEAR WALL, SEE FLOOR PLANS 8• CORNER, OR DOOR OR WINDOW ( 17) 7. PANEL EDGE NAIL SPACING S. RJ TYPE HOLDOWN REQ'D BOTH EDGES OF SHEAR WALL B. PANEL EDGE NAIL SPACING 10. ANCHOR BOLT SEE SHEAR WALL SCHEDULE 11. SHEAR WALL SHEATHING 12. RIM JOIST 13. TREATED SILL PLATE 14. HOLDOWN 15. (2) STUDS 16. SOLE PLATE NAILING -17. FLOOR SHEATHING t %w.EM WAL.I. ut iAIL W/ SIMPSON STRAP 71E FI.00R SUPPORTED BY FOUNDATION , ulliimlpl'"' - (7) . --e-- (6) REVIEWED FOR CODE COMPLIANCE JUL 2 9 2004 rjut_ M13 r& i trILK ms nvrc UK PHD2 10 SDS 1/03 5/8 0 PHD5 14 SDS 1/4X3 5/8 0 PHD6 18 SDS 1/03 7/8 0 (13) (14) (5) m 3 N �o 0 ■ Z 2 16 w U) 0) od LLJ cr) W ■ �o 3 s ■ �j a) W s 5 � W a N r 1, CONT. DOUBLE STUDS A SHEARWALL W U) � � EDGES. NAIL STUDS TOGETHER t Od 0 O t � � 12' O.C. 0) 20 SHEARWALL SHEATHING CONT. FROM TOP � M PLATE OF WALL TO SILL PLATE. IF NOT, 1 CONT. CONTACT ENGINEER. NAIL TO Z 0 � Z INTE FRAMING O 12" O.C. W 4z ft Y) V 3. HOEDOWN REQ'D BOTH EDGES OF co > 00: SHEARWALL � W� •♦,,, 0 - � v 4, PANEL EDGE NAILING. ALSO NAIL TO TOP V PLATES SAME AS EDGE OF SHEARWALL eu a NAILING to 5. PANEL EDGE NAILING ON SILL PLATE a 04 ( 6. EDGE OF SHEARWALL SEE FLOOR PLANS ATTACHED 7• CORNER, OR DOOR OR WINDOW Z 1 7y (�F TI KW�I A 8. PANEL EDGE NAIL SPACING � 9. SETUP TAPPING LAGS SCREWS SUN 1 4 z v 0 00 W -W Q 10. PANEL EDGE NAIL SPACING PERMI CENTER CD � 11. SIMPSON SSTB ANCHOR BOLT O Z 3 Z 12. ANCHOR BOLT SEE SHEAR Uj WALL SCHEDULE. > J � J 13. SHEAR WALL SHEATHING Uj CL � 94. SOLE PLATE NAILING �i >m � V W a In= 15. RIM JOIST N >' Uj � 16. TREATED Slll PLATE 17. DOUBLE STUDS SHEET NO. 18. FLOOR SHEATHING SHEAR 'WALL DETAIL W/ SIMPSON HOEDOWN PROJECT N0. � � SOT. PLATE FLR, SUPPORTED BY FDN WALL N.T.S lip 030 . + ' wl y+ gyp. l►�I{y R.'Y w; , + + j. 'K! c� sl .,0~. • � t ?�rNw�'►� �. ►+�.. - .. ' ' ,. - - - - - - - _ - - � }' • � � (`X' 1.�. M'f'r � u .}. � �I.w .�►� - " � r n - -. I' '; •.rte.. •!•r�M. City O f Tukwila BUILDING DIVISION mop � m l W M Oi Z P N �o 0 ■ Z 2 16 w U) 0) od LLJ cr) W ■ �o 3 s ■ �j a) W s 5 � W a N r 1, CONT. DOUBLE STUDS A SHEARWALL W U) � � EDGES. NAIL STUDS TOGETHER t Od 0 O t � � 12' O.C. 0) 20 SHEARWALL SHEATHING CONT. FROM TOP � M PLATE OF WALL TO SILL PLATE. IF NOT, 1 CONT. CONTACT ENGINEER. NAIL TO Z 0 � Z INTE FRAMING O 12" O.C. W 4z ft Y) V 3. HOEDOWN REQ'D BOTH EDGES OF co > 00: SHEARWALL � W� •♦,,, 0 - � v 4, PANEL EDGE NAILING. ALSO NAIL TO TOP V PLATES SAME AS EDGE OF SHEARWALL eu a NAILING to 5. PANEL EDGE NAILING ON SILL PLATE a 04 ( 6. EDGE OF SHEARWALL SEE FLOOR PLANS ATTACHED 7• CORNER, OR DOOR OR WINDOW Z 1 7y (�F TI KW�I A 8. PANEL EDGE NAIL SPACING � 9. SETUP TAPPING LAGS SCREWS SUN 1 4 z v 0 00 W -W Q 10. PANEL EDGE NAIL SPACING PERMI CENTER CD � 11. SIMPSON SSTB ANCHOR BOLT O Z 3 Z 12. ANCHOR BOLT SEE SHEAR Uj WALL SCHEDULE. > J � J 13. SHEAR WALL SHEATHING Uj CL � 94. SOLE PLATE NAILING �i >m � V W a In= 15. RIM JOIST N >' Uj � 16. TREATED Slll PLATE 17. DOUBLE STUDS SHEET NO. 18. FLOOR SHEATHING SHEAR 'WALL DETAIL W/ SIMPSON HOEDOWN PROJECT N0. � � SOT. PLATE FLR, SUPPORTED BY FDN WALL N.T.S lip 030 . + ' wl y+ gyp. l►�I{y R.'Y w; , + + j. 'K! c� sl .,0~. • � t ?�rNw�'►� �. ►+�.. - .. ' ' ,. - - - - - - - _ - - � }' • � � (`X' 1.�. M'f'r � u .}. � �I.w .�►� - " � r n - -. I' '; •.rte.. •!•r�M. City O f Tukwila BUILDING DIVISION � 2 3 �i (3) 7 • (MULTIPLE STUDS (MIN. 2 U.N.O.) AT EACH END OF PANEL NAILED (2) AS BUILT -UP POST - TYP. 2. WOOD STUDS A I A� TCHED FLOOR PLANS 3. SHEATING MATERIAL 2. PANEL EDGE W1ILING 4. BLOCKING REQUIRED AT (1) SHEATHING PANEL JOINTS. (4) 3. PANEL EDGE W11L SPACING (9) TYPICAL. .0919.- ( 4 • CORNER, OR DOOR, OR WINDOW 5. SIMPSON STRAP PER SCHEDULE CS) (8) 5. DOUBLE STUDS 0 SHEAR WALL EDGES (6) +6. HOEDOWNS AS OCCURS (2) . 7. ANCHOR BOLTS . AOO , � 6. SHEARWALL SHEATHING PLWD., 1/2* (6) MIN. THICKNESS (3) 8. FIRST FLOOR LINE ' ( 7 AROUND JOIST OR BEAM CENTER (5) 9. SECOND BOOR LINE ,� (2) STRAP AT SOLE PLATE (10) 8. SHEATHING 2 • 9. SOLE PLATE NAILING SEE (3) SHEARWALL SCHEDULE (4) 1 • �> >� 10 . FLOOR SHEATHING 5 IF (7) 11. MULTIPLE JOIST OR ' BEAM aE.ow wa.i. REVIEWED FOR C�2) 12. SIMPSON STRAP WRAP CODE COMP AROUND JOIST OR BEAM � DANCE PL CE NTE STRAP AT SOLE {6) (a, APPRC�1/!�p JUL 292004 ...... B . ' (7) (6) BUI LDI N G � iry Of Tukwila MEN STRAP HOEDOWN AT SHEAR WAL E)IVIS 4 SUPPOHTED BY BEAM TWO —STORY SHEAR WALL .ELEVATION s N.T.S. ic (y Z N V/ 0 6 cr)w�� C3 ui w cr) � w � SHEAR WALL SCHEDULE ,., SHEATHING SIDES Co dco iol FRAMING AT ADJ. BASE PLATE ANCHOR BOLT FDN. SILL PLATE/ e� VALUE MARK EDGE NAILING PANEL EDGES ATTACHMENT SPACING 1: (y Z N V/ 0 6 cr)w�� C3 ui w cr) � w � SHEAR WALL SCHEDULE WALL SHEATHING SIDES Co dco iol FRAMING AT ADJ. BASE PLATE ANCHOR BOLT FDN. SILL PLATE/ e� VALUE MARK EDGE NAILING PANEL EDGES ATTACHMENT SPACING FLOOR BASE PLATE LAJ LB /FT (y Z N V/ 0 6 cr)w�� C3 ui w cr) � w � SHEAR WALL SCHEDULE WALL SHEATHING SIDES PANEL FIELD FRAMING AT ADJ. BASE PLATE ANCHOR BOLT FDN. SILL PLATE/ BLOCKING /RIM JOIST VALUE MARK EDGE NAILING PANEL EDGES ATTACHMENT SPACING FLOOR BASE PLATE ATTACHMENT LB /FT . NAILING 1 _6 " 1 /2 PW ONE " 1 Od 0 6 O.C. 12 O.C. 2x 16d NAILS 0 6" O.C. 5/8 "0 0 48" D.C. 2x SIMPSON A35 0 48 O.C. 278 1 _4 " 1/2* PW ONE 1 Od 0 4 O.C. 12 O.C. 2x 16d NAILS 0 4" O.C. 5/8"0 0 16" O.C. 2 SIMPSON A35 24 O.C. 418 1 _3 1/2* � ONE " 10d 0 3 O.C. ,. 12 O.C. 2x 16d NAILS ® 3 O.C. 5/8 "0 0 12" O.C. 2x 16 O.C. SIMPSON A35 545 P1 - 1 /2" PW ONE 10d 0 2" O.C. 12" O.C. 3x OR (2) 2x 2'N 16d NAILS 0 5/8' 16" O.C. 3x SIMPSON A35 0 713 O.C. 8 O.C. .SHEAR WALL SCHEDULE NOTES 1. FRAMING STUDS SHALL BE HEM FIR #2 SPACED 0 16" O.C. MAX. THICKNESS OF STUDS TO BE 2X UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2X OR 3X BLKG. U.N.O. 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEAR WALLS SHALL RECEIVE APA RATED SHEATHING, FULLY BLOCKED WITH MINIMUM EDGE NAILING OF 10d 0 6" O.C. EDGE, 12" O.C. FIELD. my � MfWll A JUN 1 4 2004 40 NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES AND BLKG. 5. MINIMUM ANCHOR BOLT SPACING : 4' -0" O.C. SUNLESS OTHERWISE SPECIFIED IN SCHEDULE) MINIMUM 2 ANCHORS PER WALL. PROVIDE 2'x2 SQUARE WASHERS EACH ANCHOR. DO NOT RECESS BOLTS. wo SHEAR -WALL SCHEDULE HOLD -DOWN STRAP AT WOOD STUD MALL 0 V o N.T.S S i H 1 to N MEW W (n O c p ) o"-% 2 n 04 0 co 10 • = O � z< W ��Z C� a —° cn co) a � MINES � o � cc oN 0. � N a � Z, co) j C c Z 3 1: W o � J � J 0 CL o cro G co) � ui < uj < >=fA tW X wm < < c xx 0 co Y I f�Nf� SHEEP N0. S1.5 PROJECT N0. 11,030 J:OlJJ�i 1. WOOD STUD WALL 2. DOUBLE STUD AT EDGES OF SHEAR WALL 3. STRAP PER PLAN. CENTER BETWEEN FLOORS. 4. SOLID BLOCK UNDER STRAP AS REQ'D. 5. BLOCKING OR RIM JOIST AS OCCURS. NOTE: WALL SHEATHING NOT SHOWN FOR CLARITY of 41 . .• . ,,. . � .,. ,.. -r +�►'Lr^tti..+�•.�r•P. •.+s : M�+►' �f+ 1!' trr�'. �c.wwlwA+s.aw0� ►:I�+A'SMr►... ✓vr t7gRn:..1►r *��° ` ��„" _ "