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HomeMy WebLinkAboutPermit D04-231 - NGUYEN RESIDENCE - NEW HOUSENGUYEN RESIDENCE 12234 46 AV S D04 -231 Z Z W 00 • 0, LLI JI H cnu, w 0. w a. x• W z H. z0 W 2 U 0 O -. • H u.lW Z u. H W O • Z %1A, w r �H Ci ty of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Parcel No.: 0179000950 Permit Number: D04 -231 Address: 12234 46 AV S TUKW Issue Date: 0211412005 Suite No: Permit Expires On: 08/13/2005 Tenant: Name: 1 Address: Owner: Name: Address: Contact Person: Name: Address: NGUYEN RESIDENCE 12234 46 AV S, TUKW ILA WA NGUYEN DAT -THANH 12055 44 AV S, TUKW ILA WA Phone: DAT -THANH NGUYEN 12055 44 AV S, TUKWILA WA Contractor: Name: BAYVIEW GENERAL CONST INC Address: 2122 S BAYVIEW ST, SEATTLE, WA Contractor License No: BAYVIGCO01 LF Phone: 206 - 551 -7463 Phone: Expiration Date: 04/21/2005 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 1994 SQ FT SINGLE FAMILY RESIDENCE, 295 SQ FT ATTACHED GARAGE AND 81 SQ FT COVERED DECK AREA. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE INCLUDING DRYWELL, WATER METER & SERVICE LINE, SANITARY SIDE SEWER, DRIVEWAY ACCESS, UNDERGROUNDING OF POWER, AND STREET USE FOR WORK WITHIN THE PUBLIC RIGHT -OF -WAY. Value of Construction: $192,334.26 Fees Collected: $20,623.81 Type of Fire Protection: NONE Uniform Building Code Edition: 1997 Type of Construction: VN Occupancy per UBC: 7 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 20 c.y. Fill 20 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N doc: Devperm D04 -231 Printed: 02 -14 -2005 Z Z oQQC � JU 00 CO 0 J F �LL w La �d = w Z� t- O Z f_ W w UC) O CO DH wW ILL W Z U= O Z Cit y of Tukwila 1908 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Water Main Extension: Water Meter: N Private: N Y ** Continued Next Page ** Public: N doc: Devperm D04 -231 Printed: 02 -14 -2005 z �w D JU U (n o CO LLJ �LL W O U - N d = W Z� I— O z i-- W U O� :0 H W Lu U �O .. z W U= O z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Z ~ W oc � Permit Center Authorized Signature: C/ Date: ' J = I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and N ordinances governing this work will be complied with, whether specified herein or not. w O The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or th p , rformance -of rk. I am authorized to sign and obtain this development permit. L _ d Signature: Date: �� H = Z H- Yd/ti�C C W U �o Print Name: W w i 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 v suspended or abandoned for a period of 180 days from the last inspection. � N i E- � =U H� { U- p ui Z ? CO i O H- Z doc: Devperm 004 -231 Printed: 02 -14 -2005 VL& w �.. o City of Tukwila 1JC8 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Z Parcel No.: 0179000950 Permit Number D04 -231 w Address: 12234 46 AV S TUKW Status: ISSUED 2 Suite No: Applied Date: 06/30/2004 D Tenant: NGUYEN RESIDENCE Issue Date: 02/14/2005 U O (0 o Cl) � 1: *'"`BUILDING DEPARTMENT CONDITIONS*** _J U. O 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the W Building Official. U 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center Q N d (206/431- 3670). F = .. w z H 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to O start of any construction. These documents shall be maintained and made available until final inspection approval is w ~- granted. 2 � DD p co 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site 0 H and available to the building inspector for inspection purposes. = v "-- 6: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed Z LLj to spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply X to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. z 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All wood to remain in placed concrete shall be treated wood. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: Manufacturers installation instructions shall be available on the job site at the time of inspection. 12: 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. 13: 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. 14: 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. 15: 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 doc: Conditions D04 -231 Printed: 02 -14 -2005 mlula y U City of Tukwila 19C8 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 16: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall Z = be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum w distance of 4- inches shall be maintained above the controls with the strapping. 2 D 17: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of v O Public Health - Seattle and King County (206/296- 4932). to 0 wW X 18: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department F of Labor and Industries (206/248- 6630). U) U_ w O 19: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, U_ any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits j presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila co O shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the H w Building Official from requiring the correction of errors in the construction documents and other data. Z = _ F- 20: ** *PUBLIC WORKS DEPARTMENT CONDITIONS *'` F- O w 11-- 25 21: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and v 0 co completion of work at least 24 hours in advance. O o11._ 22: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. = v LU F- H 23: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be LL z underground from the point of connection on the pole to the house. w 24: Any material spilled onto any street shall be cleaned up immediately. U (0 0 F=- Z 25: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 26: A bond /cash equivelant in the amount of 150% x cost of construction within the public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 27: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 28: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 29: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 30: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1 V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 31: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 32: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe doc: Conditions D04 -231 Printed: 02 -14 -2005 Aw .� �..� City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 downstream of the lowest footing drain. 33: All public storm drain systems and those portions of private systems (with the exception of residential driveway culvert within public right -of -way) shall be constructed with 12" diameter and reinforced concrete pipe. 34: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 35: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. Coordinate with the Public Works Utilities Inspector. 36: The water meter box shall be located within City right -of -way at the property line. 37: Owner /applicant shall pay a Pavement Mitigation Fee, if street is open cut to accomadate utility installation, prior to final inspection by Public Works Utilities Inspector. * *continued on next page ** doc: Conditions D04 -231 Printed: 02 -14 -2005 z Z �w Q JU UO Co o J = 0) u_ wO LLQ �d = W �-- _ Z E- �-- O z F- w w U O N O I—. WW 2 U. O ui z U =. O z �.. -� Cit y of Tukwila 19p6 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signatu Date: /Or Print Name: doc: Conditions D04 -231 Printed: 02 -14 -2005 z z w D UO CO) CO LLI J = H CO W w 0}. �J U. N =w zF z I-- w LLj Do U O N OH w w U_ E-.. — O, .. z W U= O z City G . Tukwila S teven M. Mullet, Mayor Department of Public Works James F. Morrow, P.E., Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 433 -0179 Fax: 206 - 431 -3665 Web site: c0ttkwila.wams WATER METER INFORMATION Parcel No.: 0179000950 Permit Number: D04-231 Address: 12234 46"S TUKW Issue Date: 02/14/2005 Suite No: Permit Expires On: 08/13/2005 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 1994 SQ FT SINGLE FAMILY RESIDENCE, 295 SQ FT ATTACHED GARAGE AND 81 SQ FT COVERED DECK AREA. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE INCLUDING DRYWELL, WATER METER & SERVICE LINE, SANITARY SIDE SEWER, DRIVEWAY ACCESS, UNDERGROUNDING OF POWER, AND STREET USE FOR WORK WITHIN THE PUBLIC RIGHT -OF -WAY. METER #1 METER #2 METER #3 Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: PERM Work Order Number: Connection Charge: Y $60.00 $0.00 $0.00 Installation: Y $490.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $600.00 $0.00 $0.00 Cascade Water Alliance (RCFC): TOTAL WATER FEES: 94 $2,688.00 $2,088.00 $0.00 $0.00 doc: PWWATER 004 -231 Printed: 02 -14 -2005 Z �z �w UO 07 0 C0 Lu W = H �LL w J L? cl)a = w �_ ZF- 1-0 Z F— W5 U0 ON o�- W -0 .Z W U =, O� Z i 1J�WIL w CITY OF TUKWIL4 Community Development Department Public Works Department t toot, ,r� Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Bu l'dtng.Nft6it No Mechanical �eimit No. � --~' ` Public:l�Vorks Permtt N T 1 , 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 ** LOCATIO war; ..h, ;. � ^ '.r ..r 5 '7' - .-r{r :5 ", •'::_. �, r ,, '.SITE'N '•;� r'r':::• ,�::c ^.!1i '.ice '.S "; ft i • `!t .c ?' Y �. ,W.' � Yi ) Y J.. �' ^. ?i:�. -` � ^' [, , ,.. �: i ;� •.'3,9i':r ` r-Lp � 'lt' 'rS, o.v' r...ti ' � [ r :.._.p,v+..� j L f r s' ✓ S : i7 • King Co Assessor's Tax No.: 0 / 7 / On — c `7 7 9 i 1 Site Address: Suite Number: Floor: Tenant Name: New Tenant: ❑ .... Yes ❑ ..No i Property Owners Name: Mailing Address: 4 - _ iC . Ue!� , in . - 7?/,e, ,, '751 City state Zip =�•CO NTACT:iPERSON "� = , = > � _ < . i .. a ; < , A � � ;,� , }. *. :, r � f � ' ?" �� vII ` II ;r i�� i � r t �.?. � �. r e N 3� � i .4 � �t f .�,* cY ✓ � , Name: .U1t % _ Z_H ; i f1 / 1 Nc, G/ yc- Day Telephone: (2� G -• 5 /_ 7 Mailing Address: - �`� `� - %"� � (/�L� '� �.'�� t' J G fC � f 7,f City State Zip E -Mail Address: Fax Number: :GENE2AI: "'CONTRACTO INF,QRMATIOI� . Company Name: Xc >L �. <<� CD/K 4:�6 , Mailing Address: 44 < 1_61 78 City State Zip Contact Person: j�,:� Tf/1J ti� �/ `�� �/ Day Telephone: ( -•D(r) E -Mail Address: Fax Number: Contractor Registration Number: CGS I Ay y/ !i,'/ L F Expiration Date: d¢ Ze .S * *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 iniaf wet stainpeii'b�►;Arcliltect of Record s Company Name: CDt:_ /f%c"�-� Mailing Address: // %� r"a� rr 1/ '- GUX , / City State Zip Contact Person: `�'19'!y _ L G,!.G( Day Telephone: E -Mail Address: Fax Number: ENGINEER OF: RECORD All Mans must be wet stamped by Engineer of Record Company Name: Mailing Address: City state Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: .MQ R C` t! G•: 14" Wl1Nr. K:._Y Y�... r,.:. �w.. Y..,. :• �N•::, S. �. A. t.. ww". wr+` C1?`:. �... �.. .wwlti�[x�uy:'*,(.Y!r;.vwMYI "M' ]^�, V dP ff'tYl'+"' .. v.:•. r.......,,..,,. i .,..:.:.;;�`..:,- ....- ..�+,;... ...- +.w........w.,; .:w- ...,.......,:....,;•.�i t..�.,t . raN. y:. c57+ 1' iaNu'• x+: rtfir �7* ttt!*mkPfY.M1PyrnYrtw ±�,a:,w+hkrs; I Z W JU 00 cn O w W = H C09 LL WO U? � = W z� F- O W 5 U O� 0 H— W LL H —0 Z w U= O Z ' UYLDI`NG PERMIT INFORMAT""�`N 206 -431 -3670 SiNaluation of Project (contractor's bid price): $ ,/acl , 000 Existing Building Valuation: S Scope of Work (please provide detailed information): �D �/�A�C�' ///%~ A/ ',% Will there be new rack storage? F_].. Yes 0 ... No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) �.•CJt'J_ *For an Accessory dwelling, provide the following: 2 Lot Area (sq ft): 3CW 2 Floor area of principal dwelling: M14, OS f 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 PROTECTION/HAZARDOUS MATERIALS: ❑ . Sprinklers VI.. Automatic Fire Alarm ❑.. None []..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? El .. Yes Z.. No If "yes ", attach list of materials and storage locations on a separate 8 -1 12 x 11 paper indicating quantities and Material Safety Data Sheets. .1, Z ~ w tY 2 JU UO UU W CO LL WO LLQ N 2 �W Z t— F- O Z H W W U� O� D E- WW H0 O •Z W U= O Z PUBLIC WORKS PERMIT INMMA 206 -433 0179 u ; ` Scope of Work (please provide detailed information): Call before you Dig: 1- 800 -424 -5555 Please 'refer to Public Works Bulletin #1 for fees and estimate sheet. W ter District Tukwila ❑... Water District #125 ❑... Highline ❑ . Renton ❑ .. Water Availability Provided ,Syff District Tukwila ❑...Va1Vue ❑ ... Renton ❑ .. Seattle ❑ .. Sewer Use Certificate ❑ ... Sewer Availability Provided El ... Approved Septic Plans Provided ❑ .. Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report ❑ ...Traffic Impact Analysis ❑ .. Bond ❑ .. Insurance ❑ .. Easement(s) ❑... Maintenance Agreement(s) ❑ ...Hold Harmless Proposed Activities (mark boxes that a ❑ .. Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right -of -way Non Right -of -way _ ❑ .. Total Cut cubic yards ❑ .. Total Fill cubic yards ❑ ... Right -of -way Use - Profit for less than 72 hours [I ... Right -of -way Use— Potential Disturbance ❑... Work in Flood Zone ❑... Storm Drainage ❑ .. Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Frontage Improvements ❑ .. Pavement Cut ❑ .r Traffic Control ❑ .. Looped Fire Line ❑ .. Backflow Prevention - Fire Protection it Irrigation " Domestic Water " ❑ .. Permanent Water Meter Size... WO# — ❑ .. Temporary Water Meter Size.. WO# ❑ .. Water Only Meter Size............ WO# — ❑ .. Sewer Main Extension ............Public Private ❑ .. Water Main Extension .............Public Private ❑... Grease Interceptor ❑... Channelization ❑... Trench Excavation ❑ ... Utility Undergrounding ❑ .. Deduct Water Meter Size ........ " FINANCE INFORMATION Fire Line Size at Property Line ❑ .. Water ❑ .. Sewer Number of Public Fire Hydrant(s) ❑ .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City state zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City State Zip Z W UO (/)O C0 W �_ F- Cf)LL WO 2 QQ U- (1) a = W Z f. HO Z N W W 0 0 0 F- WW H0 �O Z W U= O� Z .. zr- +rxe�rrxrti,+• +, 1�tostti!'kcrtalea RFhh'�'Y�f+r t`�`4'�"�r�ras� MECHANICAL IT `PRM INFORMATION -• 2fr431 -3670 5 ; MECHANICAL Company N INFORMATION ,iy- -�-RA_ Mailing Address: 141113 City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** o p Valuation of Project (contractor's bid price): $ --- Scope of Work (please provide detailed information): Use: Residential: New .... Commercial: New .... ❑ Fuel Tyne Electric ..... ❑ Gas .... El Replacement .... ❑ Replacement .... ❑ Other: Indicate type of mechanical work being installed and the quantity below: Unit:T e• :.: :: ; :: Qty Unit Type:. ,. Unit T e: Qty J.BoileHComoressor: . Qty Furnace<100K BTU / Air Handling Unit > =10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace.>l00K 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 BTU Heat/Refrig/Cooling System Incinerator - Domestic Air Handling Unit < CFM Incinerator - Comm/Ind :PERMIT `APPLICATION NO'T'ES' :Applicable to all permits in `this application a 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: �, ' Al k Date: ( 3 0 Lf Print Name: 77 P4 ^/ 1 "� % Al Day Telephone: Mailing Address: l R 0 City State Zip Date Application Accepted: Date Application Expires: Staff a s: 6,60 - -04 x_ 60.04 1I Z 2 H ~ w ' tY � JU UO w CO LL w LL Q rn � = F. W Z H F - O Z 1- �p U co_ 0 1- W �U LL O .. Z W U= 0 Z 1 City of Tukwila Igoe 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 0179000950 i Address: 12234 46 AV S TUKW Suite No: Applicant: NGUYEN RESIDENCE i Receipt No.: R06 -00534 Initials: LAW 4 User ID: 1630 Permit Number D04 -231 Status: ISSUED Applied Date: 06/30/2004 Issue Date: 02/14/2005 Payment Amount: 47.00 Payment Date: 04/19/2006 08:30 AM Balance: $0.00 Payee: CONRAD ALVARADO TRANSACTION LIST: Type Method Description Amount Payment Cash 47.00 ACCOUNT ITEM LIST: Description Account Code - - -- Current Pmts ------------------------ - - - - -- ---- - - - - -- ------ - - - - -- PW ADDL INSPECTION FEE 000/342.400 47.00 i Total: 47.00 i i j 4713 04/19 ?716 T01 . +7.00 doc: Receipt Printed: 04 -19 -2006 Z �~ W 00 M 0 J = H U- 0 LL = �w T- 0 w ~ W �O U O - 0 F- WW LL O .. Z W i O ~ Z 1 Cit of Tukwila race 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 i E RECEIPT Parcel No.: Q179000950 Permit Number D04 -231 Address: 12234 46 AV S TUKW Status: ISSUED Suite No: Applied Date: 06/30/2004 Applicant: NGUYEN RESIDENCE Issue Date: 02/14/2005 Receipt No.: R06 -00356 Payment Amount: 3 Initials: LAW Payment Date: 03/17/2006 12:31 PM User ID: 1630 Balance: $0.00 Payee: RAYMOND NG f f TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 5312 3,000.00 f i ACCOUNT ITEM LIST: Description Account Code Current Pmts I------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- i. BONDS /DEPOSITS 000/386.908 3,000.00 i Total: 3,000.00 3663 03/17 1 TOTAL. 3000 a 00 doc: Receipt Printed: 03 -17 -2006 Z �~ W UO Cl) CO) J � �LL W� U- Ua FW z= f- I— O Z F-- W LLJ �p U O N �H WW �U ILL Z W U= O F. Z Cit y of Tukwila 19C8 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: Address: Suite No: Applicant: 0179000950 Permit Number D04 -231 12234 46 AV S TUKW Status: APPROVED Applied Date: 06/30/2004 NGUYEN RESIDENCE Issue Date: Receipt No.: R05 -00205 Payment Amount: Initials: LAW Payment Date: User ID: 1630 Balance: 19,186.35 02114/2005 02:20 PM $0.00 Payee: YONG CHUN WU TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 75105294 19,186.35 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- BUILDING - RES 000/322.100 1,514.55 CASCADE WATER ALLIANCE 401/386.550 2,222.00 PLAN CHECK - WATER METER 000/345.830 10.00 PW LAND ALT PERMIT FEE 000/342.400 23.50 PW PERMIT /INSPECTION FEE 000/342.400 202.50 PW PLAN REVIEW 000/345.830 -.50 SEWER - ALLENTOWN /RYAN 402/379.004 9,461.40 i STATE BUILDING SURCHARGE 000/386.904 4.50 WATER - ALLENTOWN /RYAN 401/379.004 5,158.40 WATER CONNECTION 401/379.002 60.00 WATER INSPECTION FEE 401/342.400 15.00 WATER INSTALLATION (DEP) 401/386.520 490.00 WATER TURN -ON FEE 401/343.405 25.00 Total: 19,186.35 9909 02/15 9716 TOTAL 19301.91 doc: Receipt Printed: 02 -14 -2005 z W 0 U) D co W J = rr LL w O 2 LLQ Cl) Cf = w z� F— O z i'-- w w U� O to 0 F--. wW u. O ui z U= O ~' z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT I Parcel No.: 0179000950 Address: Suite No: Applicant: NGUYEN RESIDENCE Receipt No.: R04 -00806 Initials: BLH User ID: ADMIN 1,437.46 Permit Number D04 -231 Status: PENDING Applied Date: 06/3012004 Issue Date: Payment Amount: Payment Date: Balance: 06/30/2004 03:26 PM $1,722.05 Payee: BAYVIEW GENERAL CONSTRUCTION TRANSACTION LIST: Type Method Description Amount Payment Check 1738 1,437.46 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PLAN CHECK - RE5 000/345.830 984.46 PW BASE APPLICATION FEE 000/322.100 250.00 PW PLAN REVIEW 000/345.830 203.00 Total: 1,437.46 2343 07/01 7 7 10 TOTAL 1437.46 doc: Receipt Printed: 06 -30 -2004 11:-.,.5 z �~ W JU UO rn 0 LL1_ CO LL W O. LLQ N� = CY �W z H H O z t~ W UJ �p U O - o H- W W H C.) !L —O .- z W U= O~ z 4 1 INSPECTION RECORD Dy Retain a copy with permit f INSP CTION NO. PE N0. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: V V�N / ?e'S' Type Type of In /u / Address: / 2 '2 34 yG / v Date Called: Special Instructions: Date Wanted: a.m. (I,-' _... /6�- 4(:: p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4 spec y $ .00 REINSPECTION EE REQU II aid at 6300 Southcent r Blvd., Si Ritelpt No.: Date: . Prior to inspection, fee must be 100. Call to sechedule reinspection. Date: I Z Q� Z QQ� JU UO UO J � �LL WO J U. j N = W Z H 1-- W ~ W U� O� 1H WW HL) LL O W Z U= OH Z I INSPECTION RECORD y�23 / Retain a copy with permit INSPECTION NO. PER O CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -367 Probe t- /� /� /V � �- C "K . Type of Infection: // � / �F 7 Address: 1 1 222 Y 4 161' v Date Called: Special Instructions: Date Wanted: Requester: Phone No: Approved per applicable codes. corrections required prior to approva'. COMMENTS: J 4 8 O0 REINSPECTI FEE REQ� ED. Prior to inspection, fee must be at 6300 Southce ter Blvd, /, Suite 100. Call to sechedule reinspection. Receipt No.: I Date: Z '~ W jU UO N0 co III J I.- !2 u_ WO J u_ N = W Z Z O U� O - 0 I-- WW U- . . z U= O ~ Z INSPECTION RECORD Retain a copy with permit W INSPECTION NO. PERM CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06 Q Project. Type of Ins a tion. 1OZ3 Date Called: Special Instructions: Date / W nted: a.m. CX —/ -� .. Requester: Phone No: s required prior to approval j6r to inspection, fee must be . Call to sechedule reinspection. Z 2 F' '~ W J tU UO N NW J H R u _ WO LL Q N� = O. �W z= >~ O W LLJ U� ON (3 H WW LL H� — b Z U= O Z INSPECTION RECORD INSPECTION N0. Retain a copy with permit PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -36710 f 1 Project: 7 / Z� A/ /C Type of Inspection: / � /AJr"� / Address: 4� Av S Date Called: Special Instructions: Date Wanted: ? : Z Requester: Phone No: D Approved per applicable codes. Corrections required prior to approval. COMMENTS: IV ����� / /✓ ICJ / /`i0���� 11� A �i .v Aid 1'nspec r: D 58.00 REINSPECTIO FEE REQUIR .Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: ' ;.. Z Z W QQ� JU UO ND C0 W J = 9LL WO LQ N :D 2 (� W Z I-- Ir-O W H- W U� ON 0 H WW H� LL Z 111 U U O Z INSPECTION RECORD Retain a copy with permit d '— INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd,, #100, Tukwila, WA 98188 (206)431 -3670 r 5 1 10" I-V PW °ceipt No.: Date: Project: Type of Inspection: W Address: 7 Date Called: Special Instructi ns: Date Wanted: t / a.m. p.m. Requester: Phone No: a Approved per applicable codes. 11 Corrections required prior to approval, COMMENM a Inspector: Date: � v ❑ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. z W UO CO 0 C0 H co W WO LL Q (0 = o► �W z H- ZO W W U O N 0 !- WW HF- u' O W z U= O z INSPECTION RECORD Retain a copy with permit O y --23 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 z s� Project: Type of I ecti q n+- w h /' /I PS r�r'c°�C Vl Address: Date Called Special Instructions: Date Wanted: a. m. v p- Request 1/? &1 2 Phone No: ao - -?may Approved per applicable codes. O Corrections required prior to approval. C - AO - it - T/ r � VAN • � �r Id- S 3 { Inspector: Date: i $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedul , reinspection. Receipt No.: Date: z ~ W JU UO CO 0 w= I— N U WO 9-1 LL = F. W z W W �p U O� oI.- WW F- �" O .z W U =. O z INSPECTION RECORD Retain a copy with permit �p� Z� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ] Approved per applicable codes. I I Corrections required prior to approval. Project* �) Nbu iN Type of Inspection: d �,/ TT Address: r ! Z2 3 Ll A f Date Called: s Special Instructions: Date Wanted: a.m. 1 r p.m. Requester: Phone No: COMMENTS: 4 Xo ✓�iG i c', 0 . u tdjl Inspector: Date. �2 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 UQ CO W CO L WO � QQ LL Q = F. W Z� �o Z H W W 5. U� ON 0 F- W O tiJ Z U O Z INSPECTION RECORD Retain a copy with permit s y. INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: , ! � Type of Insp coon: � � , Ad'(ry!,4 t / f S Date Called: 06 Special Instructions: Date Wanted: a.m. 3 p.m. Requester: S" v� Phone N El Approved per applicable codes. Corrections required prior to approval. mi • S Inspector: Date: Receipt No.: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cat( to sechedute reinspection. Z W JU UO ND co ILLJ J = I- - CO W W O La co Z W WO �5 U� O co o F- WW H� U- 0 W Z U 0 F- Z INSPECTION RECORD Retain a copy with permit�� + '� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Projec4 , N (A V (K) Type of Inspection: P 0/) Address: 1 ) ;� � V y(, Al-e Date Called: 0 V // ` //o Special Instructions: z e Sv� Date Wanted: a Requester: C'GY► rub Phone No: Fl Approved per applicable codes. Corrections required prior to approval. COMMENTS: V O4 YZi zL - Inspector: 6AJ 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 OaaC � J0 00 U) o LLJ_ �LL W LL ?. = W H _ �O z 1— W W 0 o� WW W Z U= O z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 � Project: Type of Inspection: u m Addres . I 3y , 4 6� Date Called: a (// o � Special Instructions: Date Wanted: a.m. 0 ` (� C F -T , �� U . Requester Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: R Inspector: Date: .J 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. i i S j 3 1 1 l t Z }�-- Z �W QQ � JU UO U 0 C0 W J = E- Cl)L WO LL N = W Z Zo WW U o� WW U- Z LIJ U= O Z INSPECTION RECORD Retain a copy with permit�� - a� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Projec : U V1 Type of Inspection: � 5D Address: i aa� �� S Date Called: oy °lfa Special Instructions: Date Wanted 6 y / ? ') /0 & P.M Requester: Ir _ Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: U &te- l / ZMctae S• CJ 0. ( C . Inspector: r Date: I L9��y 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 J-- Z IX W JU UO Cj) co W W_ �LL WO LQ co T �. W Z 1— Wo W U� U) o1.- WW LL' O Z U= O Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project (_4 �� M Type of Inspection: A dr�3 t � 7 Date Called -.0/04 Special Instructions: Date Wan ede r a.m. p.m. Requester* �. VV• 1 Phone No: Approved per applicable codes. Corrections required prior to approval. f I • ' - J ME 24 MERA r[ i �� ,fir / * . - • . Inspector: Date: / ,T l 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. - 7 l Z iH Z �W aa JU 0 N co UJI J H S2 LL WO 9-1 LL N Cif = W H Z f.. ZO �5 U N 0H WW H� �O Z W U= O Z INSPECTION RECORD Dvy_"?z' Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project Type of Inspection: t { L- -e /'7 az f -- r Address: a a Date Called: 6)a l Special Instructions: - f� ' Date Wanted: a, ✓i 0 m Requester: 1/ Phone No: Ur -- tic - Ku4Ee/i - od:5- D Approved per applicable codes. Corrections required prior to approval. �I 1 nspector: Date: G 3y ---- paid at 6300 5outhcenter Blvd., Suite 100. Call to sechedule reinspgction. teceipt No.: Date: n $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be Z }_- Z WW ^ G J UO U� W = �L WO 9-j LL = CY �W 1= O W H W U� ON oI.- W �U LL O .. Z W U� H = O Z d INSPECTION RECORD Retain a copy with permit�f INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Projec t: Type of Inspection t.t.�j•e �'1 r.� - � � - �.s Approved per applicable codes. CorrEctions required prior to approval. COMMENTS: All) L `CuM� 3 3 v 6 Inspector: 6R J Date: -5 /3/o C :1 $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 d Z CK W dd � U O CO co W J = S2 U_ W LL Q � = CY �.. W Z HO W ~ W �_ 0 E_ W F- - LL O W Z U= 0 Z Address: � q( - , s Date Called: 0,;I l0 Special Instructions: D to Wanted: : 1L (p. Request Phone No: c �2 Z�3 .377 - 5's // �y t.t.�j•e �'1 r.� - � � - �.s Approved per applicable codes. CorrEctions required prior to approval. COMMENTS: All) L `CuM� 3 3 v 6 Inspector: 6R J Date: -5 /3/o C :1 $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 d Z CK W dd � U O CO co W J = S2 U_ W LL Q � = CY �.. W Z HO W ~ W �_ 0 E_ W F- - LL O W Z U= 0 Z INSPECTION RECORD �- ^-Z- Retain a copy with permit`_'"" INSPECTION NO. PER IT O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 )431 -3670 Project: Type of Inspection: // / i Address: U J Date Calle : Special Instruct ons: Date Wanted: -- �.1- p.m. Requester: Phone No: O A Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspectol: u : ��� l $58. 0- REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: s Z = F' '~ W UO U) 0. W_ Cl) L WO � QQ LL Q C J)0 = �W Z H F- O W ~ W U ON 0 F- W �U LL z 0— P _ O Z M INSPECTION RECORD D y Retain a copy with permit INSPECTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 5�8 Project: N G/ Type of Inspection: Address: r 7'1 � & �' /Z (.2 5-� I /q Date Called: I / f 0 7 Special Instructions: Date Wanted: a.m. -z U (.� p.m. c/L S M-Q► 72) . L- . Requester: , 0/ Al()/ Phone No: 2. r. ^7 9 61/ 7 D Approved per applicable codes. 1:1 Corrections required prior to approval. COMMENTS: u54 0 x ; w A� is 6e) � , fit- `' - c/L S M-Q► 72) . L- . � . G-. 7 -U W 4r G u r Inspector: Date: 1 /2-5 � Receipt No.: Date; ,) s $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z Z W UO N� C0 W J C0 LL wO u. co = W H ?H ZO �5 U O� C3 �- WW HF- O Z W U= O Z 41 INSPECTION RECORD ']� Retain a copy with permit t� ` 3 INSPECTIM N0. PERM E' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proj&ct: I � ' � Type of I spection: Addres r Date Called: O, , Special Instructions: Date Wanted: a.m �. .m. Requester: Phgre No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: e } r / x Inspector: Date: $58.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z Z W UO (00 J I.— U . WO = W H Z I_ ZO W LU U� O N C1 I.- WW H� lJ.l Z CO) O Z INSPECTION RECORD Retain a copy with permit ! PER NO. P CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Pro1eqt: [ValtV_�,V? -A&, Type of Insp i n: 1A,1a_.T( Addras: I D' � 4 f ce * Date Called: . - I Z? 3 '( Special Instructio6s: Date Wanted nn a.m. Reques AL Phone NO: I Receipt No.: I Date: Z Z W 0 0 Cl) U) W CO LL W M� LQ C/) Cy W r Z 2 Wo UJ 5 Cl) O 1-- WW LL Z F_ o Z L__j paid at 6300 Southcenter Blvd., Suite 100. Call, to sechedule reinspection. PrM !5�1-(1�7 : T ype oflnspection: , A dres . 0 Date Called: - 0 Special instructions: I a, Requester: Pho a No: Q& gej r INSPECTION RECORD Retain a copy with permit - � z S� INSPECTION NO. PE ITN CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 R Approved per applicable codes. M Corrections required prior to approval. i spe or• Dat 'a- Zr U � 800 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be / Jai�at63005outhce er Blvd., Suite 100. Call to sechedule reinspection. eipt No.: I Date: J '`t;t,'u`I,wat�r+ � :ia�13�r��!� �ti:.,.0 s;cByrLr.5�at9 iiia Z W JU UO NO W = N LL WO 95 LL W Z = F- F- O W f- W U� O N W �F- O Z CO) Z INSPECTION RECORD Retain a copy with permit��� INSPECTION NO. PERMIT NO. ? CITY OF TUKWILA BUILDING DIVISION r 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 , Project: N u grt' 1e1elleC Type of Inspection: w�, P Address: w a y �� -4) S Date Called: Special Instructions: Y'f Date Wanted: (_E 11 �� Requester: 'o n . Phone No: a Approved per applicable codes. Corrections required prior to approval. COMMENTS: �a "v Inspector: � Date: Receipt No.: D : H $58.00 REINSPECTICIN FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southce Blvd., Suite 100. Call to sechedule reinspection. Z ~ W UO CO O LU_ SLL 2 WO LQ co = �W Z= H Wo W U� co o �- WW � Z W U= O Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PE I O. CITY OF TUKWILA BUILDING DIVISION 4. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 Pr t: Type of spection: k. . A8 rd �s�� l mac; 4o 40 7 'Id 6 Date Called 1� Special Instructions: Date Wanted ' ,ter / fs/.Vvf e If x�- sq-t -/ 1 7 ' r � , -�-�, r ,„� r� �.��t ,' /war --�.�� ,�,• - Requ ter: 6� Phonp,N 6 q a Approved per applicable codes. a Corrections required prior to approval. C COMMENTS: l mac; 4o 40 7 'Id 6 .� i �� � r n�G f / ✓r ?1 r rr - . dUr u "er / /n/ �" r/ 'y- ' ,ter / fs/.Vvf e If x�- sq-t -/ 1 7 ' r � , -�-�, r ,„� r� �.��t ,' /war --�.�� ,�,• - In pecto • Date: 8.00 REINSPECTION FEE REQUIRED. Pnq to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. RLycelpt No.: Date: .' 9 z Z W QQ� JU UO CO W = U) LL WO LLQ co d = W H z �... ZO W U� N o i- WW F- u. O .• z W U= O z E INSPECTION RECORD , Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION�`'oo�.����gi� 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 )431- 6.70 Pr j ct: Type of Ins eetion. \ Approved per applicable codes. N'_ , Corrections required prior to approval. commtm 3r to inspection, fee must be Call to sechedule reinspection. Z �Z W 0 ND co W W = LL WO LLQ C0 = I.... W Z = WO �5 U� O N �H W H� L O .Z W co Z F- Add ss: Date Calle Special - I ructions: Date Wanted: ' a:m. P. Requester: Pho a qqN��o: -b 33 4 '.' ° S Approved per applicable codes. N'_ , Corrections required prior to approval. commtm 3r to inspection, fee must be Call to sechedule reinspection. Z �Z W 0 ND co W W = LL WO LLQ C0 = I.... W Z = WO �5 U� O N �H W H� L O .Z W co Z F- INSPECTION RECORD Retain a copy with permit a INSPECTION NO. W2)4-3-1-36-70 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Project: T {fie of Ins ection: Ad r : r Date Called: I� '� f Special Instructions: Date Wanted: p.m. Requester: Ph )lS30 75 7� Z } Z � W QQ � JU UO N �_ t- N LL WO UQ to = F- W Z H WO 5 U� O� Q W H� lL O W Z U =_ O Z INSPECTION RECORD r Retain a copy with permit S INSPECTION NO. PER NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 r je t: Type of inspection _ I A � t Date Called:. os S ecial Ins ructio s: ( �.� . , 0 f ,J ate Wanted � � � �� p.m Requester: oz P ne No: ..— Approved per applicable codes. O Corrections required prior to approval. COMMENTS: WL LIZ V 1' 4 1/ 4 'V i Receipt No.: Date: U paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. i Z J.- W IX � JU UO CO D W� (0 L WO LLQ N _Cy �W Z H H O W ~ W U� ON OH WW H� �O W Z co O Z i INSPECTION RECORD Retain a copy with permit F INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 � M O. 06j4h-3670 Pr ct: Type of Inspection. U�� Ad�r�ss: �� n L f ♦ Date Called: t� ItS1 O Special Instructions: Date Wanted: Requester: n ,r� C' `.J Approved per applicable codes. Corrections required prior to approval. COMMENTS: � �I"—w r )4,0 ogego'77 Receipt No.: Date: `—' paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Vl, Z UO CO 0 C0= �U- WO LLQ N� = F.. W Z = F- H O W ~ W gy U O- 0 1.- W Ill HP tL O W Z U= O Z INSPECTION RECORD �f r Retain a copy with permit © a3 INSPECTION NO. PERM[ 0 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)431 -3670 Pro'ect: r T e of lnspecti n: , A d s - \ 4 ate Called: � I � —:3 � 5�teWantecl: Sp cial Ins ructio s: .m. Requester: . r Pho e-Mo,( @Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 1) 4�u ,-U-.t 101,%s /'AJ ;01.6 -e Y" cY)'j v -- Pdy 2 8 0 REINSPECTION FEE RE UIRED. Prior to , spection, fee must be ai at 6300 Southcenter Blvd., Suite 100. Call fo sechedule reinspection. Redeldt No.: (Date: 1 Z '~ W D UO CO a w= I— (D LL WO LLa �D = F. W Z H O Z F- W U O co W W F V W Z lli co O Z Lateral & 5tructural Engineering Z for J I-1Z. Nguyen Keoidence 6W QQ 2 J UO cn ° REVIEWED FOR w i Bayview General Contracto s J f- 12055-44 th Ave. South CODE COMPLIANCE N U- Tukwila, WA 98178 Uj 0 0 FEB - 0 2005 U- (206) 551 -7463 N a Uj FM COPY z i y Of Tai _W116 I— O = f ° U ON Cny�F = Uj W L Lateral & Structural Summaries JqN 3 oF� p Lateral Calculations p I ?p45 w z . Beam Calculations c�NrFA z ~ January 27, 2005 CORRECTION LT R# L—U Job #21395 Design build 5ervicco, Inc. -{ VNAI, �` 1 IZ? /oS S: 12-10- C) Engineering & Construction Management Phone /Fax: (360) 793 -9659 28119 - 120th 5t. 5.E., Monroe, WA 98272 Cell: (425) 359 -2362 E -Mail: rhelde @characterlink.net 10Do4-z3/ , t Design Code 2003 IBC Residential Design Loads Gravity Roof Floor Lateral Wind Seismic Dead Load 15 psf Snow Load 25 psf Dead Load 10 psf Live Load 40 psf ,n ` co 0 � C, � e C e" 85 mph Exposure B wood panels 0.12W R 6.5 Soil Profile D Seismic Design Category D2 Design build 5ervice5, Inc. Engineering & Construction Management Phone /Fax: (360) 793 -9659 28119 -120th St. S.E., Monroe, WA 98272 Pager: (425) 359 -2362 E -Mail: rheide@characterlink.net z �z �w Q D W U. 0 U U: CO LU _ CO LL w 0 LL Q. S2 :D = F- w Z �_O z �_ W W U� O N � F- w U_ U. Z U CO' p_ O� z F] Bayview Nguyen.wwa SOF T W ARE FOR WOOD DESIGN Woodworks® Sizer 2004a Jan. 27, 2005 11:57:53 Concept Mode: Beam View Roof: 16 - b31 b' b32 S �•• b33 cj t _;lo b34 :: -� ' b35 SI .... b30 ..... .......................... . ,•- ' .... ................. �..................... °�-•• •ir; 1t - - -•.... ......_ .............. .... .. _. ............... .. b28 . ..... -- ...... • -- . . {cam i1r ........._ ........ ........ -------- ........... .. ••_ - - - -- _ _. ..... C' 1a 1 y ._...._. J_ ._..J. .... �. ..J. .. ............... .. _ _ x • Vii .... ............. ••. ..... ...... --- ••••• -- b25 b26 V •'N ': 1 I � . - ' ' - . ;•t 5 ID! 1 3 4 .`f53i�--- ,- T - � -- ' •irt1.,. �. .. .. ,.�.,• A J X I° AC• <1 r G C i'M Y P5• C' K U +itii{_ WA i rd� N 11 t= B 2' :]' [? t:i :t,2'•( 2q•�1 2T_u" 1' <i!i:S :1 {: A;; e:.i;' 4•.l 5 L `� ai " f) rt i�- q_ �a 0 7 Design Build 5ervice5, Inc. Engineering & Construction Management Phone /Fax: (360) 793 -9659 25119 -120th 5t. S.E., Monroe, WA 95272 Cell #: (425) 359 -2362 E -Mail: rheide@characterlink.net Woodworks® Sizer z �w Q � JU U Cl) J = F- N LL WO :. La Cd F__ z �. zo 5 U� U)_ F" W W LL —0 LLi U= z WoodWo SIZ S FOR W OOD DESIGN Bayview Nguyen.wwa WoodWorks® Sizar 2004a Jan. 27, 2005 13:46:27 ' Concept Mode: Beam View Floor 2: 8' - 6 " I ' b13 '� I..�O b15 J- ........ .... .............. ? -• - -- E3 b1 - 1 O_.._. . ........ b14 ; ; ; : :b16: v b22. b 0 m - b2' - : "b6 9b17rs ®�fa v�t� ._.._.. - - -- „..:.. }t .... - )- . : -- -- -- -- - ------ - - . , i ...._...: . -._... .. •... ........ ._ :...: .a r� ..... ...... ........ 1r. ..i b11 - - .. .. .. .._.... ......._ .... .... 1b23 - ----- - p-- dr... .- --•- --- ••- .... � ... ..... _ ........... ..... ..�.. /,'.. - . . ,H =- -- b ,. :............. ;._ ..; .... ...... .;b1 i t. . :_ _.. . - - - -._ �__....._.._._. _ _ A bt b4 �_-2, v O — 4 Y 0 0 + b3 b7 b8 b V i 1 :: S' l �(/ � 1::' 1'' ��- �..•L�` 25%6"27'. F" C':3! � i.' .a' �:i' `•„` x x s Design 5uild 5ervice5, Inc. Engineering & Construction Management Phone /Fax: (360) 793 -9659 28119 -120th 5t. 5.E., Monroe, WA 98272 Cell #: (425) 359 -2362 E -Mail: rhalcia0characterlink.net Z Z W QQ � JU UO W= H cn LL WO J U_ ?. d = W ZH Wo W U ON ❑ F- WW lL O ll.l Z U= oF- Z N k] Design Build 5ervice5, Inc. Engineering and Construction Management 28119 -120th 5t. 5.E., Monroe, WA 98272 Phone /Fax (360) 793 -9659 Wind Load Calculations 2003 15C 1609.6 5implified method Nguyen Rcoldence Front Elevation Wind Speed Y'' °'t ` = 85', MPH Importance n Factor Exposure Category B`: Eave Height ` 17 5` ft Building width Lambda Height Factor 1 Table 1609.6.2.1(4) a 3 Mean Roof height 4 :12 15.9 -4.2 Lambda Height Factor 1 Table 1609.6.2.1(4) Zone factor - A B Roof Pitch 4 :12 15.9 -4.2 6 :12 14.4 2.3 7 -12 :12 12.9 8.8 Corner Distance 2a 6 ft Note if negative use 0 51de Elevation Eave Height y ' `' .; ' i 17 5� ft Building width € �4� a 5.6 Mean Roof height Lambda Height Factor 1 Table 1609.6.2.1(4) Zone factor A B Roof Pitch 4 :12 15.9 -4.2 6 :12 14.4 2.3 7 -12 :12 12.9 8.8 Corner Distance 2a 11.2 ft Note if negative use 0 C D 10.6 -2.3 10.4 2.4 10.2 7.0 C D 10.6 -2.3 10.4 2.4 10.2 7.0 ..�.. ..at,�ni +a.,,�kL,.L•t L..�ir�:i: ti.a.w e..,.�A.tl.i.:at.- S�i�.:i n.r. .:.✓_ ny,�i zf u:u::... w•.c....t'.+.:.: 7M 77", E z W U O CO 0 CO) LU CO W w O L L = �w F— O z E-- w �f U O� OH w HF- LL' O z L) O F- z Design Build 5ervice5, Inc. Engineering and Construction Management 28119 -120th 5t. 5.E., Monroe, WA 98272 Phone /Fax #(3(o 793 -9659 2003 IBC Section 1615 Earthquake Loads From Seismic Design Parameters v3.1 Project: City of Tukwila Zip Code 98188 Ss 1.337 Fa 1 S1 0.460 Fv 1.54 Assume Soil Profile D Sms =Fa *Ss 1.337 Sm1 =Fv *S1 0.708 Seismic Design Category Sds= 2 /3(Sms) 0.891 D2 Sd1 0.472 Section 1617.5 Simplified Analysis V =1.2 *Sds *W /R R V Wood Shear Panels 6.5 V= 0.165 *W Cantilever Column 2.5 V= 0.428 *W Section 1605.3.1 Load Combination for Allowable Stress Design Va =0.7 *V Wood Shear Panels V= 0.115 *W Cantilever Column V= 0.299 *W Z ~ W J U- UO W U_ CO U- w O LL = w �— O z r- w w U� O N o r- w u. ~O .. Z w CO Z I1 Cd 0- C 0 CL E UJ 0 U oo M C o I S' zw L J W Q l7 _ L--,:, C X \ - Z vz GO 1L� o ° l c�20 2"=`D V _ \. _ 'Z ,� t Z �Z �w UO N co w J DLL WO �QQ LL Q = F- W W F- O W ~ W U� S co wW LL O ui z co o z z 2� �m Z" On n� m= m 40 vi o. Cl mrn -iz o -1 = z ' M -4 0 0) >-n r� o m u vN o n nr C� $;u .4� z 9 I e "VARIES (SEE PLAN) 16" MIN. 2 X4 TOP PLATE 2 ROWS 16D 12 3" 0. C. CD CD CONTINUOUS FOOTING Note: Where Panel is on a r which could take the place i replace anchor bolts into 4x GARAGE DOOR HDR. (SEE FRMG. PLAN FOR SIZE) MIN.' 3x11.25 NAIL O.S.B. TO HDR. WZ8d @ 3" O.C. OR 15g STPI-S @ 2.5" O.C. TYP. 2 2x4 STUDS—N 11_ O.S.B. 1 EA. STUD W 8 @ 3" O.C. TYP. OR W/1 5g STAPLES @ 2.5" 0. C. TYP. 1\1ST27 VERTICAL STRAPS Cc? BACK OF PANEL 1--NAIL @ ALL PLTS. HDRS. & STUDS W/8d @ 3" O.C. TYP. OR W/15g STAPLES @ 2.5" O.C. TYP. q ,.-2x4 AT ANY O.S.B. JOINT 16D@3 )I O.C. - 7 ,/16" O.S.B. (5/8" T1-11 @ TLRP) 'STI-ID14 OR PLAN ( NOTE CALL—OUT TIE ANCHOR NAI TO BOARD FORM. BEND UP AF R CONCRETE CURES.) INSTALL PER MANF. RECOMMENDATION. 2-2X4 PLATES, NAIL SHTG. EA. PLATE — SEE NOTE BELOW ANCHOR/LAG BOLTS W. MIN 7 EMBEDME �?-1/2 x12 AB MIN) m jois the shee . ing may lap - the rim f the second plate. Lag bolts are to @ RIM. The STHID14s are to be replaced with ---) Hu I 4Hj s or added to with MS 60 at a pony wall. MST 60's are to replace STHD14's at a second floor aiDDI ication. LATERAL RES PANEL "LRP" ARP SIMILAR (REF: APA TT-074) Z Z W JU 00 C/) 0 CO W W LL LL , 0 _j U_ < WD 7 0 F- W F- 0 z F_ W LLJ 5 C0 0 a f_ W U j X ( F- I— LL 0 z CO o ~ Z 0 Q �3J �4� 0 D C7) 8 Design Build -Services, Inc (360) 193 -9659 - Shear Wall Schedule - Rev 5b - 7/12/04 SHEATHING NAILING END STUDS (MIN) PLATE NAILING I 2 A35 0 TOP PL. 1/2" A.B. SPACING UNBLOCKED BLOCKED GI-7 1/ 2" Sheetrock 5d Wallboard 07" o.c. ` _C 1L2X4 1 Row 0 1 4" - _ 3' 6 "o.c. 1 2" 0 6' 100 _ 125 GI-4 1 2" Shee _.. _ _5 Wal lboard 0 4 " o.c. ._.._w ~ o.c. 1 2X4• �) _�. 1 Row 0 11 "_ _ _ -9" _ 3'- 0 "o.c. 1/2" ® 6' _ l ..__. 125 _ _ 150 - - - --- - - -- G1 -4+ 5/8" Sheetrock _ 6d Wallboard 04" 1 2X4 1_ Row 2'- 6 "o.c. 1/2" @ 6' 145 175 G2 -7 1/2" Sheetrock 5d Wallboard 0 7" o.c. 1 2X4 1_ Row 0 7" 1 9 "o.c. 1 2" 0 6' 200 250 G2 -4 1/2" Sheetrock Wallboard 0 4" o.c, 2 -2X4 1 -2X6 1 Row @ 5" - 1'- 5 "o.c. 1 2" 0 4' 250 300 LRP 16" LATERAL RESTRAINT PANEL - Max Ratio 6:1 w min. 4x Header 600 Lb TOTAL 2'-0" o wider LATERAL R PA _ 515 Lb/ f _ Based on APA T20 011 - k Draft 156 dated June 17, 1994_ higher values are allowed ba sed on design. _ H.D. desi _ _ Y � _ _ -_ - .._ _ ALL WALLS BLOCKED Edge Nailing FIF S acin HF 016 "oc DF 016 "oe S1 - 6 7/16" OSB 8d 06 "o.c. or 16g Staple 04" _ 2 1 Row 07" 2' 0 "o.c. 1 /2" 0 6 ' 215 260 St - 4 7/16" OSB Sd 04 "o,c. or 1 St a I ®2.5 2 2X4 2X6 1 Row 0 ~ 1' "o.. 1 2' 0 4' 380 S1 - 3 7/16" OSB 8d 03 "o.c. 2-2X6/3-2x4. 1 Row 04" 1'- "o.c 5/8" 0 1.7' 400 490 S1 - 7/16" OSB 10d 02 "o .c. 1 -DF 42 -44 _ 2 Row @2.5 "_ 8 "o.c, _ 5/8" 0 2_5' * ** _ _ 630 � _ 770 S2 -6 7/16" OS13 8d @6 "o.c. or 16 staple 04" 3-2x4 1 Row 03" 12 "o.c. 5/8" 0 1.5' 430 520 S2 -4 7 16" OSB 8d 04 "o.c. or 16g staple 02.5" 4-2x4./3-2x6 2 Row 05" "o 5 8" 0 2.7' * ** $20 760 S2 -'3 7/15" 05B 8d ®3 "o.c. 4 -2x6 1 -4x4 2 Row 03.5" 6 "o.c, 5 /$" 0 2' *Y* 800 980 S2 - 2 7 16" O'a 10d 192 1 -DP 2 -4x6 2 Row 02" 4 "o.c. 5/8" 0 1.3' * ** 126 1540 Hold Down Schedule - Simpson or Equal Unit Shears w/o DL Unit Shears w/ OL HO w11 HD w/2 HD 8' Wall H 9' Wall story Stor _ Te nsion A35 A35 - Detail 4 in Simpson Catalog 450 lb 0 1.33 H1 H1 - Truss to to p plate lateral 415_ lb 0 1.3 _ HD22 ** HPAHD22 - 6" wall 0 outside corner 161 146 264 364 1750 lb 0 1.33 ** HD22 ** HPAHD22 - 8" wall 0 outs c orn e r 251 226 354 _4 54 2210_ lb 0 1.3 ** HD22 ** 14PAHD22 - 6" wall min. 8" from corner _ 3913 353 - 498 _ 598 3335 lb 0 1.33" HD22 ** HPAHD2 - 8" wall min. 8" from corner 52' 463 621 721 5160 Ib 0 1.6 ** STHD10 STHD10 STHDi0RJ -6" wall 01.5" f, outside corner 295 262 395 495 2880 lb 0 1.33 STHD10 STHD10 STHDi0RJ -8" wall 191.5" f. out corner 301 272 406 506 2990 lb 0 1.3 STHD10 STHDi�S -6" wall 010" f. out cor 32 6 290 426 526 3 185 lb 0 1.3 STHD10 STHD10 STHDIORJ -8" wall 010" f, outside corner 382 339 482 582 3725 lb 0 1.33 STHD14 STHD14 STH014RJ -6" wall 01.5" f. outside corn 441 391 540 640 4.295 lb 0 1.33 STHD14 STH D14 /STHD14RJ -8" wa ll ^ 01.5" r. outside corner 454 ` -� 404 _ 6 54 - - 4430 lb 0 STHD14 STHD14 STHDI4RJ -6" wall 1914" from corner 493_ 438 593 693 4805 I b 0 1.33 STHD14 STHDI4 STFIDI4 -8" wall 014" from corner 59.5 527 693 793 5785 lb 0 1.33 HTT22 HTT22 w/5/8" X 12" M.B. or SSTB24 5313 4.78 638 738 5175 l b A.B. PHD8 PH08 w 7/8" SST828 731 649 830 930 6295 - lb 0 1.33 I -- ST24 ST 6224 to loist - MST37 wl rim 215 191 315 4.15 2190 lb 0 1.60 ST 6236 to joist - MST 48 w/ rim 34 . 303 441 541 3505 lb 0 1.60 MST60 ® rim 511 455 611 711 4830 lb ® 1.60 MST72 0 rim 59: 528 695 795 6720 1 0 1.60 NOTES: Based on 2003 IBC and Industry Standards assume HF for wood material u.n.o. xl -x wall is sheeted on one side. x2 -x is sheeted both sides. Hold -downs are based on 2094 Simpson Hemfir Values. Toenail use 0 rim to lop plate requires 20% more nails than plate nailing values given 0 lop plate. Toenails 0 Gi -7/4 only Per 2305,3.3 H:W ratio 2:1 max for sheetrock walls. All wall sections w/H:W ratio of 1.5:1 to be blocked. Sheetrock walls not allowed in seismic zones 0 k E. Anchor bolts for Hold downs are to be A307 bolls or threaded rod with 2 nuts (j mmed), hlin. Embedment length to be 12" in the footing. Simpson SSiH bolts can be subsituted per the Catalog call -outs. Reber is to be within 2" above and to the side of the head of the bolt and Simpson Strap Hold- downs. Gypsum Wall Nailing is for all supporting members k wall to be unblocked unless noted olh"ise. All 0SB /Plyxd walls to he blocked and have Min Field nailing A 12" o.c. . 'A35 0 top plate only required if Rim Joist is flush with Sheathing or 0 interior wall do cannot be toe- -naled, �* HD22 A Rim Joist - 2x6 - 2,208 #, 2x10 - 1,840 #, 202 - 1,472# - compare to above k use lowest value. 3x Plates are required. Note mudsll shear can be different than the wall above, sea colculotian summary sheet. All walls with shears over 350 # /fl require 3x studs or blocking at panel joints. All anchor bolt spacing between 350 # /ft and 600 # /ft has been reduced by 50% to allow usi} of 2x plate. If 3x plate is used bolt spacing can be doubled In these cases. ALL ANCHOR BOLTS TO HAVE 2 "X2 "X3 16" WASHERS 2305.3.10. Z ~ W UQ Cl) C0 Uj Uj U. WO U_ Q 0) 2 CY F- W Z F- H O Z E- W 5 U� O � tr W LU H U. O Z W U= O Z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. WOOCIWOrkS® SIZer SOFTWARE FOR WOOD DESIGN Bayview Nguyen.wwa WoodWorks® Sizer 2004a Jan. 27, 2005 13:49:05 Concept Mode: Reactions at Base of Structure View Floor 2: 8' -6" c22 : c8 : c46 : c47 : c48 : c13 : c14N4 ; c15: c16: c51 ; c52 : 63 c26 ----------- -------------- 2: 812 L ; 1155 L ; 500 L ; 500L 625 L: ; 110 L: 735 L5 L ; ; 407 L: 438 L250 L ; ; 250 L, 250 L ; 152 L c5: 537 D : 748 D : 381 D : 381 D 476 D: : 37 D : 514 D2 D: : 257 D: 283 D191 D: :191 D: 191 D : 78D — -------------- ----- - - -- -- -- ---- - -- - -- - -- -••---- 1013 L 518 D - - - -- - - - - - -- •- - - - - - - -- ----- - - - - -- 17 : : c18 c23 w27 : c19 : c20 ; w28 ; ;_ O \� 3 001300 L j 300 L 9 D - --- 400 Li --- , - 500 C- L ; L--- -- ----- - -- : 422 D „-- --- ---••- - - ----- ---- -•-- ------ - -- - - 60 _ .. .55 D93 D __.:;_93 D. ;_. .120 D::_:._: 160 D :� 1 D x___120 D - -- -- -- -- - c29 - - - - -- — - - 9 D - -- -- -- -- ----- -------- - - - --- ---•---- ---- L -- - --- ••--- - -'' W1 : ; : w5c33 : : : w6c31 : c25r11 - - -- = = cc n ; 150 --- ---- ---------- ------- L 689 L 01 93 . : : : : 465E :2097LOOL � 10 L 1 gp J 215D� 154D 618D119D C Q w7c7 68 D L L57 L -- -- - - - - -- -- - ----- - -- -- -- ------ - •-- -- - •----- - - - --'- -- - -- iv.x, - • - • ---• 280 ' t335 W9 w31 c27 19 L 264 D w8. 97 D99 9 D: D ' W10 _ : 320 L :200 L 760 L 104 D 54 D: 529 D 1818 L 1585 L : 375 L: : 375 L5 L: 1080 L : 2046 L ; 1617 L : 1197 L : 152 L 1272 D 1024 D : 286 D: : 286 D2 D: 567 D : : 1115D 805 D : : 662 D: 78 D NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN �Y' .nr 5 S �.. J g'L �'� • ks THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. COMPANY PROJECT WoodWo ® Design Build Services, Inc. e General Contractors Nguy 28119 - 120th St SE Nguyen n Residence Monroe, WA 98272 12234 46th Ave South W (360) 793 -9659 City of Tukwila, WA Jan. 27, 2005 14:18 b1.wwb LOADS ( Ibs, psf, or pif ) Design Check Calculation Sheet Sizer 2004a Load Type Distribution Magnitude Location [ft) Pat- fv = 18 fb = 255 0.01 = <L/999 0.02 = <L/999 0.04 = <L/999 280 Total Start End Start End tern 1_j5 Dead Full UDL 20.5 Length No 2 '5 Live Full UDL 80.0 1.00 - No MAXIMUM REA CTIONS (Ibs) and BEARING LENGTHS (in) : 01 7' Dead 93 Design Value 93 Live 280 fv = 18 fb = 255 0.01 = <L/999 0.02 = <L/999 0.04 = <L/999 280 Total 373 CM 373 Bearing: LC number 2 Ci Cn 2 Length 1.00 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv = 18 fb = 255 0.01 = <L/999 0.02 = <L/999 0.04 = <L/999 Fv' = 180 Fb' = 1170 0.23 = L/360 0.35 = L/240 fv /Fv' = 0.10 fb /Fb' = 0.22 0.10 0.10 CD CM Ct CL CF Cfu Cr Cfrt ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 653 lbs -ft Shear : LC# 2 = D +L, V = 373, V design = 309 lbs Deflection: LC# 2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Z � Z �W 00 N J � U) L w 9a C� = f.. W Z ZF- 5 UC3 ON 0 F- Ww F LL -0 W 0 O Z Wood W COMPANY P PROJECT Work s Monroe, WA 98272 1 12234 46th Ave South IGN ( (360) 793 -9659 C City of Tukwila, WA Jan. 27, 2005 14:17 b b2.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] P Pat - Start End Start End t tern 1_j2 Dead Partial UDL 27.9 27.9 4.00 9.00 N No 2_j2 Live Partial UDL 106.7 106.7 9.00 9.00 N No 3_j3 Dead Partial UDL 20.5 20.5 0.00 9.00 N No 4_j3 Live Partial UDL 80.0 80.0 0.00 4.00 N No 5 b10 Dead Point 766 9.00 N No 6 6 b10 R£.Liv Point 1253 4.00 N No C ^ Dead 570 501 Live 1093 1013 Total 1663 1515 Bearing: LC number 2 2 Len 1.00 1.00 Criterion A nal y sis Value Desi Value Anal sis /Desi Shear fv = 59 Fv' = 207 fv /Fv' = 0.29 Bending( +) fb = 938 Fb' = 1138 fb /Fb' = 0.82 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.07 = <L/999 0.30 = L/360 0.23 Total Defl'n 0.13 = L/858 0.95 = L/290 0.28 Z iE Z � W UO NO t-- CO W WO �Q = �W Z F- H O Z t-- W U� ON 0 t•- W H� tL O •• Z W U= O Z Dead 570 501 Live 1093 1013 Total 1663 1515 Bearing: LC number 2 2 Len 1.00 1.00 Criterion A nal y sis Value Desi Value Anal sis /Desi Shear fv = 59 Fv' = 207 fv /Fv' = 0.29 Bending( +) fb = 938 Fb' = 1138 fb /Fb' = 0.82 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.07 = <L/999 0.30 = L/360 0.23 Total Defl'n 0.13 = L/858 0.95 = L/290 0.28 Z iE Z � W UO NO t-- CO W WO �Q = �W Z F- H O Z t-- W U� ON 0 t•- W H� tL O •• Z W U= O Z Criterion A nal y sis Value Desi Value Anal sis /Desi Shear fv = 59 Fv' = 207 fv /Fv' = 0.29 Bending( +) fb = 938 Fb' = 1138 fb /Fb' = 0.82 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.07 = <L/999 0.30 = L/360 0.23 Total Defl'n 0.13 = L/858 0.95 = L/290 0.28 Z iE Z � W UO NO t-- CO W WO �Q = �W Z F- H O Z t-- W U� ON 0 t•- W H� tL O •• Z W U= O Z Z iE Z � W UO NO t-- CO W WO �Q = �W Z F- H O Z t-- W U� ON 0 t•- W H� tL O •• Z W U= O Z Wood ® COMPANY Design Build Services, Inc. 28119 - 120th St SE PROJECT ew General Contractors Nguyen Nguyen Residence 986 Wor Monroe, WA 98272 Fv' = 195 12234 46th Ave South Total W (360) 793 -9659 2571 City of Tukwila, WA 0.05 = <L/999 Jan. 27, 2005 14:19 Live Defl'n b3.wwb 0.27 = L/360 Design Check Calculation Sheet 2 0.14 = L/667 Sizer 2004a Len 9_j34 LOADS ( I bs, psf, or plf ) Partial UDL 190.0 140.0 Load Type Distribution Magnitude Location [ft] Pat - 5 b9 Start End Start End tern 981 1 w32 Dead Partial UDL 183.9 183.9 1.00 8.00 No 6 b9 2 w32 Rf.Liv Partial UDL 250.0 250.0 1.00 8.00 No 393 3 j39 Dead Partial UDL 39.2 39.2 1.00 8.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : LN 0' 8' Timber -soft, D.Fir -L, No.2, 6x'10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 5287 lbs -ft Shear : LC# 2 = D +L, V = 2690, V design = 2656 lbs Deflection: LC# 2 = D +L EI= 51le06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Dead 1152 Desi Value 986 Live 1538 Fv' = 195 1585 Total 2690 Fb' = 1006 2571 �^ 0.05 = <L/999 Live Defl'n 0.07 = <L/999 0.27 = L/360 LC number 2 0.14 = L/667 2 Len 9_j34 Live Partial UDL 190.0 140.0 1.00 8.00 No 5 b9 Dead Point 981 1.00 No 6 b9 Rf.Liv Point 393 1.00 No Dead 1152 Desi Value 986 Live 1538 Fv' = 195 1585 Total 2690 Fb' = 1006 2571 Bearing: 0.05 = <L/999 Live Defl'n 0.07 = <L/999 0.27 = L/360 LC number 2 0.14 = L/667 2 Len 1.00 1.00 Criterion Anal Value Desi Value Anal si n Shear fv = 76 Fv' = 195 fv /Fv' = 0.39 Bending( +) fb = 767 Fb' = 1006 fb /Fb' = 0.76 Dead Defl'n 0.05 = <L/999 Live Defl'n 0.07 = <L/999 0.27 = L/360 0.27 Total Defl'n 0.14 = L/667 0.40 = L/290 0.36 ri;...i:.o..�.:- Z �Z W .� U UO NO J F WO LL Q = �W Z F N O Z f- U O N O I- WW �- O •• Z W CO O Z COMPANY PROJECT WoodWo �' Design Build Services, Inc. e General Contractors Nguy 28119 - 120th St SE Nguyen n Residence Monroe, WA 98272 12234 46th Ave South (360) 793 - 9659 City of Tukwila, WA Jan. 27, 2005 14:17 b4.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern I c54 Dead Point 165 3.00 No 2 c54 Rf.Liv Point 250 3.00 No 3 w49 Dead Partial UDL 140.0 140.0 3.00 7.00 No 4 w49 Rf.Liv Partial UDL 100.0 100.0 3.00 7.00 No 5_j5 Dead Full UDL -0.0 1.00 No 6 'S lLive lFull UDL 1 0.0 1 1 No MAXIMUM REP ,G IIUNb (Ins) ana bt:AKINU LtNU I fib (In) : 0 . 7' Dead 274 Design Value 491 Live 257 fv = 38 fb = 446 0.03 = <L/999 0.02 = <L/999 0.06 = <L/999 393 Total 532 CM 884 Bearing: Cfrt Ci Cn LC# Fb'+ 850 1.15 1.00 LC number 2 1.00 2 Length 1.00 1.15 1.00 Lumber n -ply, Hem -Fir, No.2, 2x10 ", 2 -Plys Self Weight of 5.73 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value An alysis/Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv = 38 fb = 446 0.03 = <L/999 0.02 = <L/999 0.06 = <L/999 Fv' = 172 Fb' = 1075 0.23 = L/360 0.35 = L/240 fv /Fv' = 0.22 fb /Fb' = 0.41 0.11 0.19 CD CM Ct CL CF Cfu Cr Cfrt ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 1589 lbs -ft Shear : LC# 2 = D +L, V = 884, V design = 704 lbs Deflection: LC# 2 = D +L EI= 129e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. z W JU 0 CO 0 co W W = CO LL WO Ua co i �W Z= I- O z I- W W U� ON 0 F- W 3:0 LL O .. z W U= ~O F- z i COMPANY PROJECT WoodWo � Design Build Services, Inc. Bayvew General Contractors 28119 - 120th St SE Nguyen Residence Monroe, WA 98272 12234 46th Ave South (360) 793 - 9659 City of Tukwila, WA Jan. 27, 2005 14:14 b6.wwb LOADS ( ibs, pst, or pit) Design Check Calculation Sheet Sizer 2004a Load Type Distribution Magnitude Location [ft] Pat - fv = 32 fb = 988 0.10 = <L/999 0.23 = L/668 0.39 = L/402 530 Total Start End Start End tern 1_c56 Dead Point 9 6.00 No 2 c57 Dead Point 9 9.00 No 3 b10 Dead Point 418 6.00 No 9 b10 Rf.Liv Point 1149 6.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 13' Dead 288 Design Value 259 Live 619 fv = 32 fb = 988 0.10 = <L/999 0.23 = L/668 0.39 = L/402 530 Total 907 Ct CL CF Cfu Cr 789 Bearing: LC# Fb'+ 850 1.15 1.00 1.00 1.000 1.100 1.00 1.15 1.00 LC number 2 Fv' 150 2 Length 1.00 1.00 1.00 Lumber n -ply, Hem -Fir, No.2, 2x10 ", 3 -Plys Self Weight of 8.6 plf automatically included in loads; . Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analy Value Design Value Anal sis /Desi n Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv = 32 fb = 988 0.10 = <L/999 0.23 = L/668 0.39 = L/402 Fv' = 172 Fb' = 1237 0.43 = L/360 0.65 = L/240 £v /Fv' = 0.19 £b /Fb' = 0.80 0.54 0.60 CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.15 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2 Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 5286 lbs -ft Shear : LC# 2 = D +L, V = 907, V design = 900 lbs Deflection: LC# 2 = D +L EI= 129e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. Z �Z a , W JU 0 U) 0 co W W H CO u- WO LL ¢ d = W F _ Z F.. H O Z F- W W U� O CO) o ff WW h- � O Z N H � O Z WoodWo COMPANY Design Build Services, Inc. 28119 -120th St SE PROJECT ew General Contractors Nguyen Residence Nguy Monroe, WA 98272 12234 46th Ave South W (360) 793 -9659 City of Tukwila, WA Jan. 27, 2005 14:20 b7.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern l w35 Dead Partial UDL 183.4 183.9 0.00 9.00 No 2 w35 Rf.Liv Partial UDL 250.0 250.0 0.00 4.00 No 3_j23 Dead Full UDL 90.9 No 9 '23 Live Full UDL 290.0 No MAXIMUM REAC and BEARING LENGTHS i 0' 4' Dead 560 560 Live 1080 1080 Total 1690 1690 Bearing: LC number 2 2 Len 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Anal Value Desi Value Anal sis /Desi n Shear fv = 68 Fv' = 207 fv /Fv' = 0.33 Bending( +) fb = 692 Fb' = 1395 fb /Fb' = 0.48 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.13 Total Defl'n 0.03 = <L/999 0.20 = L/290 0.16 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 1640 lbs -ft Shear : LC# 2 = D +L, V = 1640, V design = 1144 lbs Deflection: LC# 2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (A11 LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. S2 LL Z '~ w J U. UO Cl) J = H- w 0 J V_ Q N_ �. W Z F- H O Z H U� ON 13 Ir WW H� U. O .. Z W CO z z WoodWo COMPANY Design Build Services, Inc. 28119 - 120th St SE PROJECT e General Contractors Nguyen n Residence Nguy Monroe, WA 98272 12234 46th Ave South (360) 793 - 9659 City of Tukwila, WA Jan. 27, 2005 14:20 b8.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Pat - Start End Start End tern l c38 Dead Point 379 1.50 No Total Defl'n 2c38 Rf.Liv Point 500 1.50 No 0.15 = 306 Dead Partial UDL 183.9 183.9 0.00 1.50 No 9 w36 Rf.Liv Partial UDL 250.0 250.0 0.00 1.50 No 5_j21 Dead Partial UDL 90.9 90.4 1.00 3.00 No 6_j21 Live Partial UDL 290.0 290.0 1.00 3.00 No 7_j22 Dead Partial UDL 90.9 90.9 0.00 1.00 No 8 '22 Live Partial UDL 290.0 290.0 0.00 1.00 No MAXIMUM REA CTIONS 0' 3 Dead 590 403 Live 966 779 Total 1507 1182 Bearing: LC number 2 2 Len 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Anal Value Desi Value Anal sis /Desi n Shear fv = 61 Fv' = 207 fv /Fv' = 0.30 Bending( +) fb = 524 Fb' = 1395 fb /Fb' = 0.39 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.01 = <L/999 0.10 = L/360 0.07 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 1338 lbs -ft Shear : LC# 2 = D +L, V = 1507, V design = 1038 lbs Deflection: LC# 2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1, Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. i i. <: .f.: .. i ni ,.av •.w.....aa::N ..+ �;..:.:'sw :k+.;s'.i...:.,::Caif ::w' win: i:.: i'. �w:.... �:. s. ke. 7: 3t, F3:a3+.�`,.�..a�iD+.4+u,IwS :L.G :..yra. ,^ u -..,;� .w..s...w..s.rw: :Orr«. :. Z �Z � W QQ � JU UO CO) 0 J = H. CO) LL W0 �Q = a �w I- o z I- w U� O N � H- WW TL (.5 LL 0 •• Z W U= Z Total Defl'n 0.01 = <L/999 0.15 = L/290 0.09 i i. <: .f.: .. i ni ,.av •.w.....aa::N ..+ �;..:.:'sw :k+.;s'.i...:.,::Caif ::w' win: i:.: i'. �w:.... �:. s. ke. 7: 3t, F3:a3+.�`,.�..a�iD+.4+u,IwS :L.G :..yra. ,^ u -..,;� .w..s...w..s.rw: :Orr«. :. Z �Z � W QQ � JU UO CO) 0 J = H. CO) LL W0 �Q = a �w I- o z I- w U� O N � H- WW TL (.5 LL 0 •• Z W U= Z WoodWorks ® COMPANY Design Build Services, Inc. 28119 - 120th St SE PROJECT ew General Contractors Nguyen Residence Nguy Magnitude Start End Monroe, WA 98272 12234 46th Ave South I (360) 793 -9659 City of Tukwila, WA Point Jan. 27, 2005 14:20 b9.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location Start [ft] End Pat - tern 1 c39 Dead Point CM 379 Bearing: 2.50 Ci Cn No 2 c39 Rf.Liv Point LC number 500 1.00 1.00 1.00 2.50 Len th No 3 w37 Dead Partial UDL 183.4 183.4 2.50 4.00 No 4 w37 Rf.Liv Partial UDL 250.0 250.0 2.50 4.00 No 5_j15 Dead Partial UDL 90.4 90.4 0.50 4.00 No 6_j15 Live Partial UDL 290.0 290.0 0.50 4.00 No 7_jl6 Dead Partial UDL 90.4 90.4 0.00 0.50 No B '16 lLive IPartial UDL 1 290.0 290.0 1 0.00 0.50 1 No MAXIMUM R a 4' Dead 387 Design Value 653 Live 838 fv = 81 fb = 725 0.01 = <L/999 0.02 = <L/999 0.03 = <L/999 1197 Total 1224 CM 1850 Bearing: Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 LC number 2 1.00 1.00 1.00 2 Len th 1.00 1.15 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion An alysis Value Design Value Ana lysis/Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv = 81 fb = 725 0.01 = <L/999 0.02 = <L/999 0.03 = <L/999 Fv' = 207 Fb' = 1345 0.13 = L/360 0.20 = L/240 fv /Fv' = 0.39 fb /Fb' = 0.54 0.13 0.16 CD CM Ct CL CF Cfu Cr Cfrt ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 1853 lbs -ft Shear : LC# 2 = D +L, V = 1850, V design = 1315 lbs Deflection: LC# 2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. z = F- '~ W J U. UO Cf) J = N LL WO �QQ LL Q cl) =) = �_III Z = I- O z I- w w U� O- O I- W F- 0 •z UN H= O z COMPANY PROJECT Wood �' Design Build Services, Inc. ew General Contractors Nguy 28119 - 120th St SE Nguyen Residence Monroe, WA 98272 12234 46th Ave South (360) 793 - 9659 City of Tukwila, WA Jan. 27, 2005 14:14 b10.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or p]f ) Load Type Distribution Magnitude Start End Location Start [ft] End Pat - tern 1_w57 Total Dead Partial UDL 108.2 108.2 1.00 3.00 No 2 w57 Rf.Liv Partial UDL 162.5 162.5 1.00 3.00 No 3_j35 - - - - Dead Partial UDL 32.8 32.8 1.00 8.00 No 4_j35 1.00 - Live Partial UDL 120.0 120.0 1.00 8.00 No 5_j36 Bending( +): Dead Partial UDL 39.2 39.2 3.00 8.00 No 6_j36 D +L, Live Partial UDL 140.0 140.0 3.00 8.00 No 7 b11 Dead Point 437 1.50(Dead 1.00 Deflection) + Live Load No 8 bll Rf.Liv Point W =wind 350 CLd= 1.00 (All LC's No 9 b12 Dead Point 59 3.00 No 10 b12 ILive IPoint 1 187 1 3.00 1 No MAXIMUM REP CTIONS (Ibs) and BEARING LENGTHS (in) : 0' 5 Dead 766 Design Valu 418 Live 1253 fv = 108 1149 Total 2019 fb = 1019 1566 Bearing: Cfrt Dead Defl'n 0.05 = <L/999 Fb'+ 850 1.15 1.00 LC number 2 0.27 = L/360 0.40 = L/2& 2 Length 1.66 1.15 1 29 Lumber n -ply, Hem -Fir, No.2, 2x10 ", 2 -Plys Self Weight of 5.73 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Valu Analysis/Design Shear fv = 108 Fv' = 172 fv /Fv' = 0.63 Bending( +) fb = 1019 Fb' = 1075 fb /Fb' = 0.95 Cfrt Dead Defl'n 0.05 = <L/999 Fb'+ 850 1.15 1.00 Live Defl'n Total Defl'n 0.11 = L/847 0.19 = L/514 0.27 = L/360 0.40 = L/2& 0.42 0.47 2 Fv' 150 1.15 1.00 1.00 - - - - ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 3632 lbs -ft Shear : LC# 2 = D +L, V = 2019, V design = 2002 lbs Deflection: LC# 2 = D +L EI= 129e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. Z if" Z W QQ � JU UO W= I.- CO LL WO 2 9 LL Q N = uJ Z t•- H O w ~ W UC3 O N C3 F_ W LL - 0 •Z W U= O f ' Z COMPANY PROJECT Wood �' Design Build Services, Inc. ew General Contractors Nguy 28119 - 120th St SE Nguyen Residence Monroe, WA 98272 12234 46th Ave South (360) 793 - 9659 City Of Tukwila, WA Jan. 27, 2005 14:16 b11.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern 1 c55 Dead Point 165 2.00 No 2 c55 Rf.Liv Point 250 2.00 No 3 w50 Dead Partial UDL 190.0 190.0 2.00 6.00 No 9 w50 Rf.Liv Partial UDL 100.0 100.0 2.00 6.00 No 5_j3 Dead Partial UDL -0.0 -0.0 2.00 6.00 No 6_j3 Live Partial UDL 0.0 0.0 2.00 6.00 No 7_j9 Dead Partial UDL -0.0 -0.0 0.00 2.00 No 8 '4 Live Partial UDL 0.0 0.0 0.00 2.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 6 Dead 319 996 Live 300 350 Total 619 79 6 Bearing: LC number 2 Len 1.00 1.00 Lumber n -ply, Hem -Fir, No.2, 2x10 ", 2 -Plys Self Weight of 5.73 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Anal Value Desi Value Anal Shear fv = 33 Fv' = 172 fv /Fv' = 0.19 Bending( +) fb = 361 Fb' = 1075 fb /Fb' = 0.39 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.07 Total Defl'n 0.09 = <L/999 0.30 = L/290 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 1288 lbs -ft Shear : LC# 2 = D +L, V = 796, V design = 618 lbs Deflection: LC# 2 = D +L EI= 129e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. CO Z '~ w U 0 W� � LL WO �Q = �w Z� E- O Z F- U� ON D F- WW LL 0 •• Z W U= O Z •• Z W U= O Z Wood ® COMPANY Design Build Services, Inc, 28119 - 120th St SE PROJECT eayvew General Contractors Nguyen Residence Work Monroe, WA 98272 12234 46th Ave South W (360) 793 - 9659 City of Tukwila, WA Jan. 27, 2005 14:15 b12.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern 1_jl Dead Partial UDL 13.9 13.9 5.00 7.00 No 2_j1 Live Partial UDL 53.3 53.3 5.00 7.00 No 3_j2 Dead Partial UDL 13.9 13.9 0.00 5.00 No 9_j2 Live Partial UDL 53.3 53.3 0.00 5.00 No Loads Dead Full UDL 60.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 7' Dead 399 399 Live 187 187 Lumber n -ply, Hem -Fir, No.2, 2x10 ", 2 -Plys Self Weight of 5.73 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 937 lbs -ft Shear : LC# 2 = D +L, V = 535, V design = 418 lbs Deflection: LC# 2 = D +L EI= 129e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. Ei Total 535 535 Bearing: LC number 2 2 Len 1.00 1.00 Criterion Anal Value Desi Value Anal Shear fv = 23 Fv' = 150 fv /Fv' = 0.15 Bending( +) fb = 263 Fb' = 935 fb /Fb' = 0.28 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.01 = <LJ999 0.23 = L/360 0.05 Total Defl'n 0.09 = <L/999 0.35 = L/290 0.12 Z �Z '~ W Qv � �U 0 U) 0 J = Ir- N LL WO u_ ¢ = �w z i- o Z H W W U� 0 0 F- WW H� LL O. W Z U= ~O f'. Z Total 535 535 Bearing: LC number 2 2 Len 1.00 1.00 Criterion Anal Value Desi Value Anal Shear fv = 23 Fv' = 150 fv /Fv' = 0.15 Bending( +) fb = 263 Fb' = 935 fb /Fb' = 0.28 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.01 = <LJ999 0.23 = L/360 0.05 Total Defl'n 0.09 = <L/999 0.35 = L/290 0.12 Z �Z '~ W Qv � �U 0 U) 0 J = Ir- N LL WO u_ ¢ = �w z i- o Z H W W U� 0 0 F- WW H� LL O. W Z U= ~O f'. Z Criterion Anal Value Desi Value Anal Shear fv = 23 Fv' = 150 fv /Fv' = 0.15 Bending( +) fb = 263 Fb' = 935 fb /Fb' = 0.28 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.01 = <LJ999 0.23 = L/360 0.05 Total Defl'n 0.09 = <L/999 0.35 = L/290 0.12 Z �Z '~ W Qv � �U 0 U) 0 J = Ir- N LL WO u_ ¢ = �w z i- o Z H W W U� 0 0 F- WW H� LL O. W Z U= ~O f'. Z Z �Z '~ W Qv � �U 0 U) 0 J = Ir- N LL WO u_ ¢ = �w z i- o Z H W W U� 0 0 F- WW H� LL O. W Z U= ~O f'. Z COMPANY PROJECT WoodWo � Design Build Services, Inc. ew General Contractors Ngu 28119 - 120th St SE Nguyen Residence Monroe, WA 98272 12234 46th Ave South (360) 793 - 9659 City of Tukwila, WA Jan. 27, 2005 14:05 b16.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern l_jl6 Dead Partial UDL 90.4 90.4 2.00 2.50 No 2_jl6 Live Partial UDL 290.0 290.0 2.00 2.50 No 3_jl7 Dead Full UDL 30.1 2 No 4_jl7 Live Full UDL 110.0 Fcp' 625 No 5_j21 Dead Partial UDL 90.4 90.4 0.00 2.00 No 6 '21 Live Partial UDL 1 290.0 290.0 1 0.00 2.00 1 No MAXIMUM a 2 ' - Dead 158 D esign Val 158 Live 500 fv = 20 fb = 161 0.00 = <L/999 0.00 = <L/999 0.00 = <L/999 500 Total 658 Ct CL CF 658 Bearing: LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 LC number 2 Fv' 180 2 Length 1.00 - - 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -18C; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value D esign Val Analysis/Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv = 20 fb = 161 0.00 = <L/999 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1170 0.08 = L/360 0.13 = L/240 fv /Fv' = 0.11 fb /Fb' = 0.14 0.02 0.02 CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 411 lbs -ft Shear : LC# 2 = D +L, V = 658, V design = 340 lbs Deflection: LC# 2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. z _ '~ W � 2 JU UO (00 W = H U) LL WO L L =W �_ z�_ I_ O z I- Lu U� O N o�_ WW I- LL O z W U= O z 0 � Wood COMPANY Design Build Services, Inc. 28119 - 120th St PROJECT Nguyen General Contractors Residence Value Anal sis /Desi n Monroe, WA 98272 12234 46th Ave South Fv' = susnrnirf FOR wuon orsa;,N (360) 793 -9659 Jan. 27, 2005 14:09 City of Tukwila, WA b18.wwb Bending( +) Design Check Calculation Sheet Fb' Sizer 2004a fb /Fb' LOADS ( Ibs, psf, or plf ) Bending( -) Load Type Distribution Magnitude Locaticn (ft) Pat - Fb' Start End Start End tern fb /Fb' = 1_j6 Dead Partial UDL 39.9 39.4 6.00 8.00 No Dead Defl'n 2_j6 Live Partial UDL 180.0 180.0 6.00 8.00 No 3_j7 Dead Partial UDL 34.4 39.4 8.00 12.00 No 4 j7 Live Partial UDL 180.0 180.0 8.00 12.00 No Live Defl'n 5_j8 Dead Partial UDL 34.9 34.9 12.00 19.00 No 0.33 6_j8 Live Partial UDL 180.0 180.0 12.00 19.00 No 7 b21 Dead Point 141 14.00 No Total Defl'n 8 b21 Live Point 980 14.00 No 1.00 9 b22 Dead Point 191 6.00 No 1.80 10 b22 Live Point 480 6.00 No 1.00 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1.00 0' 10' 20' Dead 61 551 61 Live 152 2097 152 Total 212 2697 212 Bearing: LC number 2 2 2 Lumber n -ply, Hem -Fir, No.2, 2x10 ", 2 -Plys Self Weight of 5.73 plf automatically Included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; WARNING: Member length exceeds typical stock length of 18.0 (ft] Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb '+ 850 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.0C 1.00 - 2 Fb'- 850 1.00 1.00 1.00 0.995 1.100 1.00 1.00 1.0C 1.00 - 2 Fv' 150 1.00 1.00 1.00 - - - - 1.0C 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.0C 1.00 - - E. 1.3 million 1.00 1.00 - - - - 1.0C 1.00 - 2 Bending( +): LC# 2 - D +L, M = 1171 lbs -ft Bending( -): LC# 2 - D +L, M - 2362 lbs -ft Shear : LC# 2 - D +L, V = 1324, V design - 1160 lbs Deflection: LC# 2 - D +L EI= 129e06 lb -in2 /ply Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. (D-dead L =live S -snow W -wind I- impact C- construction CLd- concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3, Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that Is, no buttjoints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply Is equally top - loaded. Where beams are side - loaded, special fastening details may be required. Criterion Anal Value Desi Value Anal sis /Desi n Shear fv = 63 Fv' = 150 fv /Fv' = 0.92 Bending( +) fb 328 Fb' 935 fb /Fb' 0.35 Bending( -) fb = 663 Fb' 930 fb /Fb' = 0.71 Dead Defl'n 0.01 <L/999 Live Defl'n 0.09 - <L/999 0.33 L/360 0.12 Total Defl'n Length 1.00 L/240 1.80 0.12 1.00 Cb 1.00 1.21 1.00 Criterion Anal Value Desi Value Anal sis /Desi n Shear fv = 63 Fv' = 150 fv /Fv' = 0.92 Bending( +) fb 328 Fb' 935 fb /Fb' 0.35 Bending( -) fb = 663 Fb' 930 fb /Fb' = 0.71 Dead Defl'n 0.01 <L/999 Live Defl'n 0.09 - <L/999 0.33 L/360 0.12 Total Defl'n 0.06 = <L/999 0.50 = L/240 0.12 Z `~ W Q � Q 3 UO C3 CO LL WO LL. Q N� = �W Z F- E- O Z N W 0 0 U ON D H- W F- �' O .• Z W co Z COMPANY PROJECT WoodWo � Design Build Services, Inc. Bayvew General Contractors 12) 28119 - 120th St SE Nguyen Residence Monroe, WA 98272 12234 46th Ave South I (360) 793 - 9659 City of Tukwila, WA Jan. 27, 2005 14:09 b19.wwb I LOADS ( Ibs, psf, or plf ) Design Check Calculation Sheet Sizer 2004a Load Type Distribution Magnitude Location [ft] Pat - Shear 1050 Total Start End Start End tern 1_j8 Dead Partial UDL 103.2 103.2 2.00 4.00 No 2_j8 Live Partial UDL 540.0 540.0 2.00 4.00 No 3_b21 Dead Point 161 2.00 No 4 b21 Live Point 480 2.00 No MAXIMUM AI 4 Dead 144 Value 247 Live 510 Shear 1050 Total 654 180 1297 Bearing: fb = 507 Fb' = 2 fb /Fb' = 0.43 2 LC number Length 1.00 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: [CC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) usina NDS 2001 Criterion A nalys is Value Design Value Anal sis /Desi n Shear fv = 55 Fv' = 180 fv /Fv' = 0.31 Bending( +) fb = 507 Fb' = 1170 fb /Fb' = 0.43 Dead Defl'n 0.00 = <L/999 Fv' 180 1.00 1.00 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.11 Total Defl'n 0.02 = <L/999 0.20 = L/240 0.10 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.D0 - 2 Bending( +): LC# 2 = D +L, M = 1296 lbs -ft Shear : LC# 2 = D +L, V = 1297, V design = 934 lbs Deflection: LC# 2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. z � W QQ � JU UO Co o CO LL w J LL Q to �W Z 1-- ZO W UC3 0 ­ C3 F- WW HF LL0 tll U =. O z 3 WoodWo � COMPANY Design Build Services, Inc. 28119 - 120th St SE PROJECT e General Contractors Nguyen n Residence Nguy Monroe, WA 98272 12234 46th Ave South (360) 793 -9659 City of Tukwila, WA Jan. 27, 2005 14:10 b20.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or ptf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern I c43 Dead Point 99 2.00 No 2 c93 Rf.Liv Point 150 2.00 No 3 w91 Dead Partial UDL 190.0 140.0 2.00 9.00 No 9 w w41 R Rf.Liv P Partial U UDL 1 100.0 1 100.0 2 2.00 9 9.00 N No 5_j6 D Dead P Partial U UDL 1 MAXIMUM REACTI N Ib n BEARING LENGTH (in): 103.2 0 0.00 2 2.00 N 0' 4' Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 1785 lbs -ft Shear : LC# 2 = D +L, V = 1542, V design = 1168 lbs Deflection: LC# 2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. co 6_j6 Live Partial UDL 540.0 590.0 0.00 2.00 No 7 b22 Dead Point 161 2.00 No 8 b22 Live Point 980 2.00 No Dead 367 404 Live 1175 735 Total 1592 1139 Bearing: LC number 2 2 Len 1.00 1.00 Criterion Anal Value Desi Value Anal Shear fv = 69 Fv' = 207 fv /Fv' = 0.33 Bending( +) fb = 699 Fb' = 1345 fb /Fb' = 0.52 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.14 Total Defl'n 0.03 = <L/999 0.20 = L/290 0.15 Z Z �W JU UO W= Co lL. w 0 = �. w z i- o z I- U� O� D I-- Ww H- LL 0 .. Z W U= O Z � 9 w w41 R Rf.Liv P Partial U UDL 1 100.0 1 100.0 2 2.00 9 9.00 N No 5_j6 D Dead P Partial U UDL 1 103.2 1 103.2 0 0.00 2 2.00 N No c Dead 367 404 Live 1175 735 Total 1592 1139 Bearing: LC number 2 2 Len 1.00 1.00 Criterion Anal Value Desi Value Anal Shear fv = 69 Fv' = 207 fv /Fv' = 0.33 Bending( +) fb = 699 Fb' = 1345 fb /Fb' = 0.52 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.14 Total Defl'n 0.03 = <L/999 0.20 = L/290 0.15 Z Z �W JU UO W= Co lL. w 0 = �. w z i- o z I- U� O� D I-- Ww H- LL 0 .. Z W U= O Z Criterion Anal Value Desi Value Anal Shear fv = 69 Fv' = 207 fv /Fv' = 0.33 Bending( +) fb = 699 Fb' = 1345 fb /Fb' = 0.52 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.14 Total Defl'n 0.03 = <L/999 0.20 = L/290 0.15 Z Z �W JU UO W= Co lL. w 0 = �. w z i- o z I- U� O� D I-- Ww H- LL 0 .. Z W U= O Z Z Z �W JU UO W= Co lL. w 0 = �. w z i- o z I- U� O� D I-- Ww H- LL 0 .. Z W U= O Z COMPANY PROJECT Wood � Design Build Services, Inc. ew General Contractors Nguy 28119 - 120th St SE Nguyen Residence Monroe, WA 98272 12234 46th Ave South r (360) 793 - 9659 City of Tukwila, WA Jan. 27, 2005 14:12 b21.wwb Design Check Calculation Sheet Sizer 2004a LOADS i lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern 1_j9 Dead Partial UDL 32.8 32.8 0.00 8.00 No 2 '9 Live Partial UDL 120.0 120.0 0.00 8.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 8' 12' Dead 148 183 Live 480 980 Total 628 663 Bearing: LC number 2 2 0 Length 1.00 1.00 0.00 Cb 1.00 3.20 0.00 Lumber n -ply, Hem -Fir, No.2, 2x10 ", 2 -Plys Self Weight of 5.73 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Anal Value Desi Value Anal Shear fv = 28 Fv' = 150 fv /Fv' = 0.19 Bending( +) fb = 349 Fb' = 935 fb /Fb' = 0.37 Bending( -) fb = 13 Fb' = 838 fb /Fb' = 0.02 Deflection: Interior Dead 0.01 = <L/999 Live 0.04 = <L/999 0.27 = L/360 0.16 Total 0.06 = <L/999 0.90 = L/240 0.15 Cantil. Dead 0.02 = <L/999 Live 0.07 = L/697 0.27 = L /180 0.26 Total 0.10 = L/509 0.40 = L /120 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fb'- 850 0.90 1.00 1.00 0.996 1.100 1.00 1.00 1.00 1.00 - 1 FV' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 1245 lbs -ft Bending( -): LC# 1 = D only, M = 46 lbs -ft Shear : LC# 2 = D +L, V = 640, V design = 518 lbs Deflection: LC# 2 = D +L EI= 129e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. i;.. r i .., i 1 ..'i.A, .w...Y3-.`n t' 'Fe.l. A� .,�i:ue::tiuru�xa:.. r1 +. i'. ») ' 2J.i}w`.:»i'.�a <�r;'rktSajj:< 7.27 , 77 J UO UD H CO L w 0 J LL Q N I.-W Z H H O Z H W W U� O WW HF LL O .. Z W co O Z J UO UD H CO L w 0 J LL Q N I.-W Z H H O Z H W W U� O WW HF LL O .. Z W co O Z COMPANY PROJECT Wood Design Build Services, Inc. Bayvew General Contractors 28119 - 120th St SE Nguyen Residence Monroe, WA 98272 12234 46th Ave South (360) 793 - 9659 City of Tukwila, WA Jan. 27, 2005 14:06 b22.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern 1_j10 Dead Partial UDL 32.8 32.8 0.00 8.00 No 2 '10 Live Partial UDL 120.0 120.0 0.00 8.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 8' 12' Dead 151 191 Live 980 980 Total 631 671 Bearing: LC number 2 2 0 Len 1.00 1.00 0.00 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 2 -Plys Self Weight of 6.59 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: [CC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Anal Value Desi Value Anal Shear fv = 28 Fv' = 180 fv /Fv' = 0.16 Bending( +) fb = 350 Fb' = 990 fb /Fb' = 0.35 Bending( -) fb = 15 Fb' = 888 fb /Fb' = 0.02 Deflection: Interior Dead 0.01 = <L/999 Live 0.03 = <L/999 0.27 = L/360 0.13 Total 0.05 = <L/999 0.90 = L/290 0.13 Cantil. Dead 0.01 = <L/999 Live 0.06 = L/858 0.27 = L /180 0.21 Total 0.08 = L/622 0.40 = L /120 0.19 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fb'- 900 0.90 1.00 1.00 0.997 1.100 1.00 1.00 1.00 1.00 - 1 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 1249 lbs -ft Bending( -): LC# 1 = D only, M = 53 lbs -ft Shear : LC# 2 = D +L, V = 644, V design = 521 lbs Deflection: LC# 2 = D +L EI= 158e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. Z ~w � � JU 0 rn 0 J = F- N LL WO UL Q �W Z F- F- O Z F- W W U� ON 0 H W H� � O . Z • W U= O Z H W H� � O . Z • W U= O Z COMPANY PROJECT WoodWo Design Build Services, Inc. ew General Contractors Nguy 28119 - 120th St SE Nguyen Residence Monroe, WA 98272 12234 46th Ave South (360) 793 - 9659 City of Tukwila, WA Jan. 27, 2005 14:05 b23.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End Location Start (ft] End Pat - tern 1_j25 Total Dead Partial UDL 24.6 24.6 5.50 7.50 No 2_j25 1.00 Live Partial UDL 90.0 90.0 5.50 7.50 No 3_j31 - - - - Dead Partial UDL 24.6 24.6 2.50 5.50 No 4_j31 1.00 - Live Partial UDL 90.0 90.0 2.50 5.50 No 5_j32 Bending( +): Dead Partial UDL 24.6 24.6 0.00 2.50 No 6_j32 D +L, Live Partial UDL 90.0 90.0 0.00 2.50 No 7_j39 178e06 lb -in2 Dead Partial UDL 32.8 32.8 0.00 4.00 No 8 '39 Live Partial UDL 1 120.0 120.0 1 0.00 4.00 1 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : a T -6" Dead 211 Design Va lue 150 Live 689 fv = 44 fb = 580 0.02 = <L/999 0.06 = <L/999 0.09 = L/979 465 Total 901 CM 615 Bearing: Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 LC number 2 1.00 2 Length 1.00 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Va lue Anal sis /Desi n Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv = 44 fb = 580 0.02 = <L/999 0.06 = <L/999 0.09 = L/979 Fv' = 180 Fb' = 1170 0.25 = L/360 0.37 = L/240 fv /Fv' = 0.24 fb /Fb' = 0.50 0.25 0.25 CD CM Ct CL CF Cfu Cr Cfrt Ci Cn ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 1483 lbs -ft Shear : LC# 2 = D +L, V = 901, V design = 739 lbs Deflection: LC# 2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. z ;= Z �W QQ � JU 00, O) 0 J = F- W LL w L L ca a =w z� i= 0 zF_ W W U� ON C3 H: Ww H � LL W z US O z WoodWorks� SOFftVARE FOR WOOD DESICK LOADS (lbs, psf, or pif) : Load Type Distribution Magnitude Location [ftl Pat - Monroe, WA 98272 12234 46th Ave South I Start End Start End tern L0ad1 Dead FU11 UDL 140.0 Hearing: LC number No . Loa d2 Rf.Liv Full UDL 100.0 No MAXIMUM 01 COMPANY PROJECT Design Build Services, Inc. Bayview General Contractors 28119 -120th St SE Nguyen Residence Monroe, WA 98272 12234 46th Ave South (360) 793 -9659 City of Tukwila, WA Jan. 27, 200513:58 b27.wwb Design Check Calculation Sheet Sizer 2004a s Dead 365 Value 365 Live 250 Shear 250 Total 615 207 615 Bending( +) fb = 301 Fb' = Hearing: LC number 2 Dead Defl'n 2 Length 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top = full, bottom= at supports; Load combinations: I,CC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) „sins NDS 2001: Criterion Analysis Value Design Value al sis /Desi n Shear fv = 28 Fv' = 207 fv /FV' = 0.13 Bending( +) fb = 301 Fb' = 1345 fb /Fb' = 0.22 Dead Defl'n 0.01 = <L/999 r0.05 Live Defl'n 0.01 = <L/999 0.17 = L/360 Total Defl'n 0.03 = <L/999 0.25 = L/240 0.10 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 160 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 £cp 625 - 1.00 1.00 - - - - 1.0D 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, H = 769 lbs -ft Shear : LC# 2 = D +L, V = 615, V design = 466 lbs Deflection: LC# 2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D L =live S =snow 4: =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. COMPANY PROJECT Design Build Services, Inc. Bayview General Contractors (360) 120th St SE Nguyen Residence Monroe, WA 98272 12234 46th Ave South (360) 793 -993-9 659 City of Tukwila, WA Wo od Wor k s Jan. 27, 2005 14:03 b3l.wwb SOFnVARF FOR WOOD DESIGN LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pat - fv 625 Total Bearing: Start End Start End tern 1 j42 Dead Full UDL 183.9 Len th No 2 '42 Rf.Liv Full UDL 250.0 2 No MAXIMUM a Design Check Calculation Sheet S¢er2004a R Dead 474 Desion 474 Live 625 fv 625 Total Bearing: 1099 fv 0.24 Fv' = 1099 LC number 2 Fb' = 2 Len th 1.00 0.01 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 pif automatically included in loads; Lateral support top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Desion Value Anal sis /Desi n Shear fv = 99 Fv' = 207 fv 0.24 Fv' = Bending( +) fb = 537 Fb' = 1395 fb /Fb' = 0.40 Dead Defl'n 0.01 = <L/999 1.00 1.00 1.00 2 Live Defl'n 0.02 = <L/999 0.17 = L/360 0.12 Total Defl'n 0.04 = <L/999 0.25 = L/240 0.17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 1373 lbs -ft Shear : LC# 2 = D +L, V = 1099, V design = 833 lbs Deflection: LC# 2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W -wind I= impact C =construction CLd= concentrated) (All LC 's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. `� •3 5 Y u NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. WoodWorks 0 4OF11VARE FOR WOOD DESIGN LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Location (ft) Pat - Monroe, WA 98272 12234 46th Ave South (360) 793 -9659 City of Tukwila, WA Start End Start End I tern 1 j46 Dead Partial UDL 163.4 183.4 0.00 2.00 No 2_j46 Rf.Liv Partial UDL 250.0 250.0 0.00 2.00 No 3_j47 Dead Partial UDL 183.4 1 183.9 2.00 5.00 No 4 '47 Rf.Liv Partial UDL 250.0 250.0 2.00 5.00 No MAXIMUM Cr COMPANY PROJECT Design Build Services, Inc. Bayview General Contractors 28119 -120th St SE Nguyen Residence Monroe, WA 98272 12234 46th Ave South (360) 793 -9659 City of Tukwila, WA Jan. 27, 200513:59 b33.wwb Design Check Calculation Sheet S¢er2004a s Dead 474 Value 474 Live 625 Shear 625 Total 1099 207 1099 Bending( +) fb = 537 Fb' = Bearing: LC number 2 Dead Defl'n 2 Length 1.00 - 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" I Self Weight of 6.03 plf automatically included in loads; Lateral support top= full, bottom= at supports; Load combinations: iCC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Design Value Anal sislDesi n Shear fv = 99 Fv' = 207 fv Fv' = 0.24 Bending( +) fb = 537 Fb' = 1345 fb /Fb' = 0.40 Dead Defl'n 0.01 = <L/999 1.00 - - - - 1.00 1.00 Live De fl, n 0.02 = <L/999 0.17 = L/360 0.12 Total Defl'n 0.04 = <L/999 0.25 = L/240 0.17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M - 1373 lbs -ft Shear : LC# 2 = D +L, V = 1099, V design = 833 lbs Deflection: LC# 2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. ID =dead L =live S =snow W I= impact C =construction CLd= concentrated) (All LC's are listed in the Analysis output) l DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. E NOTICE: IF THE DOCUMENT IN THIS FRAME IS THE DOCUMENT. CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF I COMPANY PROJECT Wood � Design Build Services, Inc. ew General Contractors Ngu 28119 - 120th St SE Nguyen Residence Monroe, WA 98272 12234 46th Ave South (360) 793 - 9659 City of Tukwila, WA Jan. 27, 2005 14 :07 j6.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Full UDL 13.3 No Load2 Live Full UDL 53.3 No Load3 Live Full UDL 26.7 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : LN 0' 8' 12' Dead 50 150 Live 240 720 Total 290 870 Bearing: LC number 2 2 0 Length 1.00 1.00 0.00 Cb 1.00 1.68 0.00 Lumber -soft, D.Fir -L, No.2, 2x10" Spaced at 16" c /c; Self Weight of 3.3 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Anal Value Desi Value Anal Shear fv = 49 Fv' = 180 fv /Fv' 0.25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2 Fb'- 900 1.00 1.00 1.00 0.940 1.100 1.00 1.15 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +L, M = 435 lbs -ft Bending( -): LC# 2 = D +L, M = 773 lbs -ft Shear : LC# 2 = D +L, V = 483, V design = 409 lbs Deflection: LC# 2 = D +L EI= 158e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. Z Z Q � W" W JU UO (0O J = I- N U. WO LLa S I... W Z f- H O Z F- W �p U O� wW �U LL O W Z co O~ Z = Bending( +) fb = 249 Fb' = 1138 fb /Fb' = 0.21 Bending( -) fb = 434 Fb' = 1070 fb /Fb' = 0.91 Deflection: 0.00 = <L/999 Interior Dead Live 0.02 = <L/999 0.27 = L/360 0.07 Total 0.02 = <L/999 0.40 = L/240 0.06 Cantil. Dead 0.01 = <L/999 Live 0.03 = <L/999 0,27 = L /160 0.10 Total 0.04 = <L/999 0.40 = L /120 0.09 Z Z Q � W" W JU UO (0O J = I- N U. WO LLa S I... W Z f- H O Z F- W �p U O� wW �U LL O W Z co O~ Z I ■I■r Mi Tek ' e k Re: DH042853 NGUYEN Iii MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676 -1900 Fax 9161676 -1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under tny, direct supervision based on the parameters provided by Lumbermen's Bldg Center - Auburn, WA. Pages or sheets covered by this seal: R12702104 thru R12702107 My license renewal date for the state of Washington is January 24, 2006. REVIEWED FOR CODE COMPLIANCE FEB � C� ��AS ��� ✓ rr,�Fo v 4 a F � 1rrrc NG I: VIStN EXPIRES: 01 -24.06 June 29,2004 Anderson, Bob The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI -1995 Sec. 2. D0� -Z3� z '~ W OQQC � JU U N U) LLI W_ t-- CO LL w LL Q ND = w ZH F- O z H w w U� ON 0 t_ WW F- L L W z co o'' z Job Truss Truss Type Qty Ply NGUYEN 812702104 DH042853 1 -GE ROOF TRUSS 1 1 I - - -- - - -- -- =-- - - - - -- - — - - =— — _.. - -- - - -- - 00_00 - - Job Reference (optional)_..... Truss -Span Lumbermens, Aubum,WA 98001 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Jun 28 15:33:312004 Page 1 -1. 6.0 1.6.0 6.6.0 Gl� 1 YX< — 4x4 i - 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. OTHERS 2 X 4 HF Stud /Std REACTIONS (lb /size) 2= 242/13 -0 -0, 10= 242/13 -0 -0, 15= 114/13 -0 -0, 16= 123/13 -0 -0, 17= 107/13 -0 -0, 18= 161/13 -0 -0, 14= 123/13 -0 -0, 13= 107/13 -0 -0, 12= 161/13 -0 -0 Max Horz2=- 32(load case 8) Max Uplift2=- 29(load case 7), 10=- 35(load case 8), 17=- 10(load case 7), 13=- 10(load case 8) Max Grav2= 359(load case 2), 10= 359(load case 3), 15= 114(load case 1), 16= 140(load case 2), 17= 140(load case 2), 18= 161(load case 1), 14= 140(load case 3), 13= 140(load case 3), 12= 161(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/66, 2 -3 =- 56/26, 3-4 =- 28/29, 4 -5 =- 25/36, 5 -6 =- 27/43, 6 -7 =- 27/41, 7 -8 =- 25/30, 8 -9 =- 28/18, 9 -10 =- 56/26, 10 -11 =0/66 BOT CHORD 2 -18 =0/30, 17 -18 =0130, 16-17=013(3,15-16=0/30,14-15=0130, 13 -14 =0/30, 12-13=0/30,10-12=0/30 WEBS 6 -15= -87/0, 5 -16 =- 116/12, 4 -17 =- 103/17, 3 -18 =- 137/11, 7-14=-116/12,8-13=-103/17, 9 -12 =- 137/11 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 6.Opsf; BCDL= 6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" ('. AN /) 3) Design load is based on 25.0 psf specified roof snow load. ��,� "le 4) Unbalanced snow loads have been considered for this design. �`�` C3 t- WAS // t fQ 5) O has been design for 2.00 times live load + dead load, `�• : � 1` 6) All plates are 2x4 M1120 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1 -4 -0 oc. /f 9) 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. �l LOAD CASE(S) Standard ;$(L]O ,c rJ � f `\ "10 EXPIRES: 01 -24 -06 June 29,2004 A WARNING - vert& design parameters and READ NOTES ON TBI9 AND INCLUDED MITEK REFERENCE PAGE 1411-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with miTek connectors. This design is based only upon parameters shown. and is for an individual building component. Sure 108 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 AN is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI1 Building Component m Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison. Wl 53719. We 14.6.0 _0000.. 8.8.0 1.6.0 Scale = 1:25.9 Z W � D U Cl) 0 CO LLI W = t~ CO lL, WO LL fn _ d �W Z Z� W W �p OT 0 1 - - LU a H L O W Z U CO) O F- Z V' .i{ f., ,,. 4�1 .-.4.v!-� t-.; .,N,..{iA/ll/,�; iA4hhflaCsh�Alp :4iii'gw4,lSt`Mid' �.' �44A W .�i %14i4G�1'v:w:i'rv"�'.ti:�•t{:1 -4 ' - 'Lii:iY�' �•� 6 ,. 7 5 5.00'.12 t3 -D -D Plate Offsets M, 2:0- 2- 0,0 -1- 12],_[10:0- 2- 0,0 -1_12j `- LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) n/a - n/a 999 M1120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.03 11 >597 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code USC97 /ANS195 (Matrix) i Weight: 481b 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. OTHERS 2 X 4 HF Stud /Std REACTIONS (lb /size) 2= 242/13 -0 -0, 10= 242/13 -0 -0, 15= 114/13 -0 -0, 16= 123/13 -0 -0, 17= 107/13 -0 -0, 18= 161/13 -0 -0, 14= 123/13 -0 -0, 13= 107/13 -0 -0, 12= 161/13 -0 -0 Max Horz2=- 32(load case 8) Max Uplift2=- 29(load case 7), 10=- 35(load case 8), 17=- 10(load case 7), 13=- 10(load case 8) Max Grav2= 359(load case 2), 10= 359(load case 3), 15= 114(load case 1), 16= 140(load case 2), 17= 140(load case 2), 18= 161(load case 1), 14= 140(load case 3), 13= 140(load case 3), 12= 161(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/66, 2 -3 =- 56/26, 3-4 =- 28/29, 4 -5 =- 25/36, 5 -6 =- 27/43, 6 -7 =- 27/41, 7 -8 =- 25/30, 8 -9 =- 28/18, 9 -10 =- 56/26, 10 -11 =0/66 BOT CHORD 2 -18 =0/30, 17 -18 =0130, 16-17=013(3,15-16=0/30,14-15=0130, 13 -14 =0/30, 12-13=0/30,10-12=0/30 WEBS 6 -15= -87/0, 5 -16 =- 116/12, 4 -17 =- 103/17, 3 -18 =- 137/11, 7-14=-116/12,8-13=-103/17, 9 -12 =- 137/11 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 6.Opsf; BCDL= 6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" ('. AN /) 3) Design load is based on 25.0 psf specified roof snow load. ��,� "le 4) Unbalanced snow loads have been considered for this design. �`�` C3 t- WAS // t fQ 5) O has been design for 2.00 times live load + dead load, `�• : � 1` 6) All plates are 2x4 M1120 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1 -4 -0 oc. /f 9) 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. �l LOAD CASE(S) Standard ;$(L]O ,c rJ � f `\ "10 EXPIRES: 01 -24 -06 June 29,2004 A WARNING - vert& design parameters and READ NOTES ON TBI9 AND INCLUDED MITEK REFERENCE PAGE 1411-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with miTek connectors. This design is based only upon parameters shown. and is for an individual building component. Sure 108 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 AN is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI1 Building Component m Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison. Wl 53719. We 14.6.0 _0000.. 8.8.0 1.6.0 Scale = 1:25.9 Z W � D U Cl) 0 CO LLI W = t~ CO lL, WO LL fn _ d �W Z Z� W W �p OT 0 1 - - LU a H L O W Z U CO) O F- Z V' .i{ f., ,,. 4�1 .-.4.v!-� t-.; .,N,..{iA/ll/,�; iA4hhflaCsh�Alp :4iii'gw4,lSt`Mid' �.' �44A W .�i %14i4G�1'v:w:i'rv"�'.ti:�•t{:1 -4 ' - 'Lii:iY�' �•� 6 ,. 7 5 5.00'.12 Job -- - -- - -- - Truss - -- - - - -- Truss Type -- - .._ -.._.. Qty .ry - • Ply - - -- NGUYEN .. . _ .. - .... - R 1270210 DH042853 1 -TR ' ROOF TRUSS 4 I ;. - - -- - - - - - -- - - - -- - - - - - -- - - - -- - - - - - -Job Refere nce (optional).. - -- Truss•Span Lumbermens, Aubum,WA 98001 5.200 s Jan 16 2004 MiTek Industries, Inc, Man Jun 28 15:33:32 2004 Page 1 • i-- •1.8.0- -.- -�__ ---- E -8.0 - -- - -- - ----- -- -�-- --- ..._--- ------ - - - - -- - -- -- t3- 0.0 - -- - -- ... -- _... - ._._... - -- - 1.8.0 - - - - - - - -- ` 8.8.0 . -- - -- - 6-6-0 - 1-6-0 Scale = 1:25.9 46 Z 1 U O C0 W 2� LL r � I 6 L2 q 44 = 2x4 4x4 = LL Q co d 8 8.0 1 3.0!0 Uj t - - - -- - - - -- - -- 6.6.0 6.6-0 Z F- s Pla Offsets (X,Y): [2 0-1-12 4:0 2_0 -1 - 12] v - -� — _ _ _ - - -- _ -- — �_ _- Z 0 ryu LOADING (psf) ; SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP L11 j TCLL 25.0 Plates Increase 1.15 I TC 0.45 Vert(LL) 0.04 2 -6 >999 240 ! M1120 185/148 = Q TCDL 10.0 Lumber Increase 1.15 I BC 0.39 Vert(TL) -0.09 2 -6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 4 n/a n/a U N BCDL 10.0 Code UBC97 /ANSI95 (Matrix) — - -_- -� Weight: 38 lb _ -_ - �' LUMBER BRACING W W TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5 -7 -9 cc purlins. �• BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 cc bracing. lL WEBS 2 X 4 HF Stud /Std _ O Z co REACTIONS (lb /size) 2= 685/0 -5 -8, 4= 685/0 -5 -8 _ ' Max Horz2=- 32(load case 8) 0 F- Max Grav2= 764(load case 2), 4= 764(load case 3) Z FORCES (lb) - Maximum Compression /Maximum Tension ! TOP CHORD 1 -2 =0/67, 2- 3=- 888/0, 3 -4 =- 88810, 4 -5 =0/67 BOT CHORD 2 -6= 0/741, 4 -6 =0!741 i WEBS 3 -6 =0/289 I NOTES $( 1) Wind: ASCE 7 -98; 85mph; h =25ft; TCDL= 6.Opsf; BCDL= 6.Opsf; Category II; Exp B: enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Design load is based on 25,0 psi specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 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. JL C. LOAD CASE(S) Standard �rf' WAS/ /l` r �X EXPIRES: 01- 24 -06 — � June 29,2004 L WARNING - VerjN design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. 77 Greenback Lane ��e Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and h for an Individual building component. Citrus Heights, CA, 8561 0 Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown j is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the E erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricatfon, quality control. storage, delivery, erection and bracing, consult ANSI Quality Criteria, OSB -89 and BCSI1 Building Component Salety Inlatmatlan available tram Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. M iTeka t...,.a -V- �>1A nl�7n • .N.w.. ti-I.JS r4G 1� .xi'7,x "T a7 y,�iA:ti+y'.4'. i'..'1iH .�'4!""'vMllt,.tt"?itof �'• •'i+�.,tu:ta.Yi:ti.iwJt d ' tNti�3 Y.. in. w��i i 'i, Job -- - - -- - -- - - Truss Truss Type -Qty .. ..:Ply NGUYEN DEFL in DH042853 2 -GE ROOF TRUSS 2 1 O6 R127021 . • _ _ ________ _'__ _ _ ____ __ - - - __ _ _ __ __ _ __ Reference o tfonal -_ (p )- 1.15 Truss -Span Lumbermens, Aubum,WA 98001 _ - -,. - _.... - -- 5.200 s Jan 16 2004 MiTek Industries, - ... - - - - - - - Inc, Mon Jun 28 15:33 :33 2004 Page 1 -1.8.0 10.0.0 WB 0.04 20.0.0 21.6 -0 1.8 0 10.0.0 (Matrix) 10.0.0 1.6 -0 LUMBER Scale = 1:37.3 46 TOP CHORD 8 BOT CHORD 2 X 4 HF 165OF 1.5E 7 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 cc bracing. OTHERS 2 X 4 HF Stud /Std 5.00;12 10 j s .} 3 " 'ice y \ 13 ,a 15 o 3x8 - 26 25 24 23 22 21 20 19 18 17 16 3x8 = 20.0.0 A Plate Offsets ( Y [ ?LO- 4-4,0-1-8], [14:0-4-4,0-1-8] ------- - - -- - - ---- - - - - -- ------------ - - - - - -- - -- - - -- LOADING (psf) , SPACING 2 -0 -0 CSI i DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 ; Vert(LL) n/a - n/a 999 M1120 185/148 TCDL 10.0 j Lumber Increase 1.15 BC 0.06 Vert(TL) -0.02 1 >735 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code U9C97 1ANS195 (Matrix) Weight: 841b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6 -0 -0 cc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 cc bracing. OTHERS 2 X 4 HF Stud /Std REACTIONS (lb /size) 2= 262/20 -0 -0, 14= 262/20 -0 -0, 21= 114/20 -0 -0, 22= 121/20 -0 -0, 23= 118/20 -0 -0, 24= 132/20 -0 -0, 25= 62/20 -0 -0, 26= 254/20 -0 -0, 20= 121/20 -0 -0, 19= 118/20 -0 -0, 18= 132/20 -0 -0, 17= 62/20 -0 -0, 16= 254/20 -0 -0 Max Horz2= 43(load case 7) Max Uplift2=- 19(load case 7), 14=- 26(load case 8), 25=- 11(load case 7), 19 =1(load case 8), 17 =-11(load case 8) Max Grav2= 376(load case 2), 14= 376(load case 3), 21= 114(load case 1), 22= 140(load case 2), 23= 135(load case 2), 24= 146(load case 2), 25= 90(load case 2), 26= 255(load case 2), 20= 140(load case 3), 19= 135(load case 3), 18= 146(load case 3), 17= 90(load case 3), 16= 255(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0166, 2 -3 =- 65143, 3-4 =- 39131, 4 -5 =- 24/38, 5 -6= 27/46, 6 -7 =- 26/53, 7 -8= 28/59, 8 -9 =- 28/57, 9 -10 =- 26/47, 10 -11 =- 27/35, 11- 12= 24/24, 12 -13 =- 39/14, 13 -14 =65/43, 14- 15 =0 /66 BOT CHORD 2 -26 =0/42, 25 -26 =0/42, 24 -25 =0/42, 23 -24 =0/42, 22 -23 =0/42, 21 -22 =0/42, 20 -21 =0/42, 19 -20 =0/42, 18 -19 =0/42, 17 -18 =0/42 , 16 -17 =0/42, 14 -16 =0/42 WEBS 8 -21= -88/0, 7 -22 =- 113/11, 6 -23 =- 109/15, 5 -24 =- 118/14, 4 -25 =- 69/13, 3 -26 =212/20, 9 -20 =- 113/10, 10 -19 =- 109/16, 11 -18= 118/14, 12 -17 =- 69/13, 13- 16=- 212/20 NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft TCDL= 6.Opsf; BCDL= 6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gab End Detail" 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) Overhang has been design for 2.00 times live load + dead load. 6) All plates are 2x4 M1120 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1 -4 -0 cc. 9) 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 y C- A,N / / ,� r � 1 I ' S 7 c �5" /ONA1, V, A EXPIRES: 01 -24 -06 June 29,2004 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 1 .. Citrus Heights, CA, 95610 Applicability of design paramenters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB -89 and BCSI1 Building Component MiTek Solely Information available from Truss Plate Institute, 583 UOnofrio Drive, Madison, WI 53719. Z Z W JU U0 W = CO LL WD Li. ILL. Q co f" W Z �-- 0 W W U 0 Cl) 0H_ WW HF- LL F- .Z W U= 0 Z w -.r' ..:+:..:E,'«.;.:�.:a+1 ��:- '•i.�.� .:�1....,'wi.:., �,,..•n :, i,.l?•1'4w::s�u: �ic,' „.�,,.«�•. ::Y�,,.4�•: . u . • i , .. �.. : r� .. , ,.� . ob :Truss Truss Type qty Ply NGU YEN iDH042853 2 -TR COMMON 23 1 812702107 _,_ . . .... . . Jo _ _ _ b Reference (optional) _..._ Truss -Span Lumbermens, Aubum,WA 98001 5.200 s Jan 16 2004 MITek Industries, Inc. Man Jun 28 15:33:35 2004 Page 1 1•B -0 5.3 -14 10.0.0 - -___ 14.8.2 _ 20.0.0 21.6.0 1.6.0 5.3 -14 4.8 -2 4.8.2 5.3.14 1.6.0 Scale = 1:37.3 4x6 -= 4 5.00 12 2x4 \\ % % \� \\ 20 3 2 VV $, C _ -__ __ _ J -- - -- -- -- -------------- - - - - -- i$ 3x8 = 9 3x8 = 3x4 = 3x4 = 6 -10.10 -- 13.1.6 -- — - - -. - -- 20 - 0.0 - -- -- -- 6.10-10 6.2 -13 6 -10 -10 Plate O ffsets ( 1 - 8,0- 0- 6],[6_0_1 8 0 -0 -6 — -- -- - - - -- —^ — - - - -- LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 1dell Lid PLATES GRIP TCLL 25.0 ! Plates Increase 1.15 TC 0.43 Vert(LL) -0.07 8 -9 >999 240 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) 0.13 6 -8 >999 180 BCLL 0.0 I Rep Stress Incr YES WB 0.27 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code UBC97 /ANS195 -- i (Matrix) Weight: 70 lb _ - -` - -- LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4 -2 -3 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud /Std REACTIONS (lb /size) 2= 1000/0 -5 -8, 6= 1000/0 -5 -8 Max Horz2= 43(load case 7) Max Grav2= 1064(load case 2), 6= 1064(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/67, 2 -3 =- 1683/0, 34=- 147210, 4 -5 =- 147210, 5 -6 =- 168310, 6 -7 =0167 BOT CHORD 2-9=0/1478,8-9=0/1022,6-8=0/1478 WEBS 3 -9 =- 370/46, 4- 9= 0/530, 4- 8= 0/530, 5 -8 =- 370/47 i NOTES 1) Wind: ASCE 7 -98; 85mph; h =25ft TCDL= 6.Opsf; BCDL= 6,Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Design load is based on 25.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. i LOAD CASE(S) Standard ��� A,V�)G %, Y , 040 EXPIRES: 01 -24 06 June 29,2004 L, WARNINO • var(M design parameters and READ NOTES ON THIS AND INCLUDED M ITEK REFERENCE PAGE MLI.7473 BEFORE USE. 7777 Greenback Lane Design design n valid for use on g M with MTek connectors. c This de: g i :based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. gracing shown Suite 109 Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI1 Building Component M iTek� Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Z W o QQ C 2 JU 00 (n 0. W_ C0 LL LL] 0 , LL cl) a =W Z H � O Z F- W W U0 We 13 H W �U I O. Z W U= O Z - .LN3VVl100a 3Hl 30/1/116 no 3H1 Ol 3na SI 11301ION SIHl N` I-1 WEI SS3 SI 31Nb21=I SIHl NI 1N3Wf100a 3H1 =1I :30110N Symbols PLATE LOCATION AND ORIENTATION *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in- sixteenths. Apply plates to both sides of irus! and securely seat. 0 /1G For 4 x 2 orientation, locate plates 0 -'li6" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in Mirek 20/20 software or upon request. Numbering System i 6 -4 -8 dimensions shown in ft -in- sixteenths 2 3 TOP CHORDS PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and /or by text in the bracing section of the output. Use T. I or Eliminator bracing if indicated. 0 O U a O JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS /LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96 -31, 95 -43, 96 -20 -1, 96 -67, 84 -32 ICBO 4922, 5243, 5363, 3907 r 1 �4��<�' f 't �,w�Li:�_ �' Y �}.' ✓Y � J �I - y am+! O, t 1C 1 F k General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSII. 2. Never exceed the design loading shown and never j stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. n p 4. Cut members to bear tightly against each other. U 5. Place plates on each face of truss at each O joint and embed fully. Knots and wane at joint '— locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from i the environment in accord with ANSI /TPII. i 7. Unless otherwise noted, moisture content of lumber shall not exceed 19 at time of fabrication. BEARING i SBCCI 9667, 9730, 9604B, 951 1, 9432A i Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: MITek® ANSI /TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB -89: Design Standard for Bracing. BCSII: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII - 7473 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Comber is a non - structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 MTek® 8 7 6 5 E 9 9 r- 7-0-0 -1-/ 13-0-0 FIELD ATTACH TRUSS TO GABLE ITH 2 ROWS OF .131 X3 GUN NAILS @6 O.0 ALONG B.C. , PLUS < 2 >..131 X 3I GUN NAILS @ EACH INTERSECTION F_qABLE - STUD - AND _ T.C. 20-0-0 2-G -TM Z Tr J— Z ui D -T 00 co 2-T W -T LL -T w -T to D -T Co 9 LLI T M 9 co F-- —0 2-TM z 9 9 LU W 5 Lo Lo T O N 0 W -T 2M F- U LL -T 2— m z cl) T, -- p 2-T ., 0 z E 9 9 r- 7-0-0 -1-/ 13-0-0 FIELD ATTACH TRUSS TO GABLE ITH 2 ROWS OF .131 X3 GUN NAILS @6 O.0 ALONG B.C. , PLUS < 2 >..131 X 3I GUN NAILS @ EACH INTERSECTION F_qABLE - STUD - AND _ T.C. r DECEIVED Yong Chun Wu "JUN 14 2006 1223446 1h Ave South DCO OPI�ytENT Tukwila, WA 98178 (206) 228 -8893 Re: 12234 46 Ave South Tukwila, WA 98178 D D 4 1 -- To Whom It May Concern: I, Yong Chun Wu, owner of above property have ordered a safety glass window for the front entry already. Ming's Glass will be installing the window on or before Thursday, June 22 " 2006. This is a guarantee that the work will be done. If there is any question, please call me at the above number. Thank you very much for all your help. Sincerely; !J Yong Chun Wu z '~ w oc 2 �U 0 Cl) 0 W_ �LL WO LL Q d. Uj Z �. z o- W Do U CO 0 H. WW LL Z L U- H 3:: O z I1 1 I - I 1 1 • o o h / � {�� 07 -05 -2005 DAT -THANH NGUYEN 12055 44 AV S TUKWILA WA 98178 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Permit No. D04 -231 12234 46 AV S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and /or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Permit Center at 206 -431 -3670 to arrange for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 08/13/2005, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Brenda Holt, Permit Coordinator xc: Permit File No. D04 -231 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 a Phone: 206 - 431 -3670 • Fax. 206 - 431 -3665 Z 3:z �W Q D JU UO Cl) co W W_ H C0 LL W } O } �J LL to = F. W Z = H O Z I-- w W U� O - 0H W uJ F� LL O .. Z W O Z . [i,: , + -� ic:�.: '.a. .�. .r. : ,-r;wl.f r!.i;..3,mri:« �.. w.•: �. cn• .::l.it%�iNakv,�'%r+.�f..�.{^� • tir"�u`+�� ..��d & i+.�'.�5.'Pa..fi •b;rri:..,��si'_1.�:as5.c�i 4:.icbr :ort'm�tw. .,,;s::i = . Q v City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director �so8 Z �Z January 4, 2005 w U _3 UO Mr. Dat -Thanh Nguyen N W Bayview Construction Company w z 12055 44` Avenue South CO L Tukwila WA 98178 RE: CORRECTION LETTER #1 u- Development Permit Application Number D04 -231 U) d Nguyen Residence —12234 46 Avenue South H = Z F— Dear Mr. Nguyen: 1- 0 This letter is to inform ou of corrections that must be addressed before our development permit(s) can be approved. Y Y � p All correction requests from each department must be addressed at the same time and reflected on your drawings. I cn o have enclosed comments from the Building Department. At this time, the Planning, Public Works and Fire Departments H have no comments. w w l ~H E Building Department: Allen Johannessen, at (206) 433 -7163, if you have questions regarding the O Z attached memo. U Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or H H O Z t other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in Person and will not be accepted throueh the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician encl xc: File No. D04 -231 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 * Fax: 206.431 -3665 tt.. '„s: w..tae. ..+ a-1 Building Division Review Memo Date: December 22, 2004 Project Name: NGUYEN RESIDENCE Permit #: D04 -231 Plan Review: Allen Johannessen, Plans Examiner A Building Division plan review has been conducted on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. 1. Provide engineering specification sheets or packet that pertain to this permits structural drawing. Provided engineering shall include lateral/shear loads, wall bracing, special connections, wall tie downs etc. If necessary, include on the plans any detail drawings that may be necessary to illustrate the engineer's specifications. Engineer specs shall require a wet stamp and engineer's signature on the engineered specks. (IRC or IBC - SECTION 106) Should there be questions concerning the above requirements, contact the Building Division at 206 - 431 -3670. No further comments at this time. • Page 1 Z W o � JU 00 CO 0 CO) �w wo 9-1 L? CJ)a =w �_ �o Z �-- w W , U o CO o H- w w LL o w Z CO bF O Z k o= � a 1908 July 6, 2004 City of Tuk Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Dat Thanh Nguyen 12055 44` Avenue South Tukwila, WA 98178 RE: Letter of Incomplete Application # 1 Development Permit Application D04 -231 Nguyen Residence – 46` Avenue South Dear Mr. Nguyen: This letter is to inform you that your application received at the City of Tukwila Permit Center on June 30, 2004, is determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: Public Works Department: David McPherson, at (206) 431 -2448, if you have any questions concerning the attached memo. Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accented through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician Enclosures File: Permit File No. D04 -231 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 z '~ w Q � Q 2 JU U NO CO W J = H NLL W } O } �J U. ( = W Z F I— O z !— W Uj Dp U O CO �H W F- U. O .z W L) O z CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS z W DATE: July 1, 2004 6D UO PROJECT: Nguyen - (SFR) N w w� 46 Ave. South between S. 122 " ST & S.124 1h ST N LL Parcel No. 017900 -0950 Uj 0 U PERMIT NO: D04 -231 V = w PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you z X have any questions regarding the following comments. z o w w 1. Provide additional information on your site plan. Public Works requires D o the site plan to show water, sanitary sewer, storm drainage, and other 0— utilities including power. See single family packet and sample plan sheets = Uj — enclosed. o z 2. Storm water is required to be infiltrated on -site. Provide on plan drywells or infiltration trench — see enclosed information. O z 3. See (Type C Permit Fee Estimate sheet) — enclosed for your information. 4. Provide note on plan sheet that new driveway shall be constructed, to allow storm drainage along 46 Ave. South to flow without obstruction. Paving of driveway shall be coordinated with City Utilities Inspector in the field. 5. Pavement mitigation fee applies to this permit, if existing pavement within 46 Ave. South is open cut. See Pavement Mitigation Bulletin no. 1B — enclosed. 6. Provide signed with Notary, a Hold Harmless Agreement for work within the public right -of -way — see enclosed. Pol'ER IT COCRD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -231 DATE: 01 -31 -05 PROJECT NAME: NGUYEN RESIDENCE SITE ADDRESS: 1223446 TH AVENUE SOUTH Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # after /before permit is issued DEPARTMENTS: 2 Building i ision A Fire Prevention 0 Planning Division [� Public Works ❑ Structural ❑ Permit Coordinator X_ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 02 -01 -05 Complete F Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R TING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: 0 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: E R BI " f P 0RD COPY Documents /routing slip.doc 2 -28 -02 DUE DATE: 03 -01 -05 Not Approved (attach comments) ❑ z ~ w JU 00 C O 0 U= J CO U. w U_Q co =) = �w z F- �-- O w U(3 O� o�_ W W LL O ui Z' co O z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -231 DATE: 12 -17 -04 PROJECT NAME: NGUYEN RESIDENCE SITE ADDRESS: 1223446 TH AVENUE SOUTH Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision #�afteribefore permit is issued DEPARTMENTS: � Build n ivi LJ Public Comments: Fire Prevention El Pla ring Ar division Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS Approved Notation: ❑ Approved with Conditions ❑ DATE: DUE DATE: 01 -18 -05 Not Approved (attach comments) [✓� REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: l � y —OS Departments issued corrections: Bldg Z Fire ❑ Ping ❑ PW ❑ Staff Initials DATE: Documents /routing slip.doc 2 -28.02 PERMIT COORD COPY „w+ z i� w UO 0 wF �LL w J LL a =w zi- z� 25 Da U ON off w ILL .. z W U =. O z DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 12 -21 -04 Complete 9 Incomplete ❑ Not Applicable ❑ PERMIT CCORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -231 DATE: 06 -30 -04 PROJECT NAME: NGUYEN RESIDENCE SITE ADDRESS: )C 46 AVENUE SOUTH I Z 2 �- X Original Plan Submittal — Response to Incomplete Letter # Response to Correction Letter # Revision #_after /before permit is issued DEPARTMENTS 5i'2 414, 77-1904 Building Division Fire Prevention • Planning Division [� Pu bli Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 07 -01 -04 Complete ❑ Incomplete [� Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: �` L-0 y LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PWJ' Staff Initials: TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 07 -29 -04 ❑ Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routtng sllp.doc 2.28.02 PERMIT COORD COPY '�...:'. ';Sa.�,' E..,. . °ii,';1; i'r.:ti;' �4 ,t:?wra'r.uWi 1Ll.;�ri'J. n ,r• .4�4e1 ,,� -:.•i ``I f '!q'al.�„/d `�}:h�A:}. &'f } z Z �W QQ JU 00 cn W w� WLL WO J LL Q _� �. W z F ZO 25 UC3 o �_ WW 3: u. O z W U= O z w City of Tukwila 6300 Southtenter 8ouievard, Saute #100 Tukwila, warbinpon 9818s PhOW 20&431-367D Fax: 206.431.3663 Web site; An ,s:j,sariNULWAA &e►wf3 M. /4101101, Marror StOt Lanedo 6lirpctor ReWsian submittaiv lMll.�f bI sttb laud !r� prr,v» a pt+hn Cunrer. Revisians will flat b e accrlm through the M90 j ", 00C. Dots; /.,� ��' Plan Check/Aermit Number: D -23 ❑ Response to Inuwmplete Letter # � Rc�punae in �'oReotion i,etter � ._�_ Revision # attvr permit is lssuod ❑ Revision requested by a City Building insp ector or Plans irxumincr Project Nnm N UYEN REUD P roj W Addrftst 12234 46"' AV SOUTH __.�.._.._ Contact Person: 8t - Thanh N en — Phoue Number: $ammM of Reviviont a Z. oil - V OF TUK � f — --...... ��1... ��I11' w._ I1�R• vw.ar.r....w.+..r...rrrr�_.I.Vf MT'MJ...�M....I^ ��......�w.. EfWFF EWE • ,w Street Number(s): "Clomd" er fli(ghtight no arras of revision 1ncludlag date uf'rd1'151on Received at the City of Tukwila Permit Center by; �----- - - - - -- ._...___ -- - -�-•— K' P.ntercd in Pcrmita Plus ou &;W-ar W p — ol icat i on . orms.Ipp ,Ottt 0111 an ll nfivuisl cn eu m"tt '-- Cro ud: & :3.3004 PXV1 ON- id wd22:z0 GOOF zi 'upr M72892-90ir : 'OH XH-d Ou 1 •�suo0 ua0 ma t nhpg : lAlON— r• '• •�.'•i .;' NT.�Lltilw "yp{iab z ~w .J U UO U) O CO W J T. t^ CO LL WO LL Q co D = �w z t— H O z U� CO o�- wW lL 0 ui z U= ~ O z J rmIt - !!;..wZN ® 1908 City of Tukwila Department of Community Development - Permit Center 6300 Soutbcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 ; REVISION SUBMITTAL Revision submittals must be subneitted in person at the Permit Center. Revisions will not be accepted through the n :ail, fax, etc. Date: !Z , /7— ' CO q- Plan Check/Permit Number: D04 -231 ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after/before Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: NGUYEN RESIDENCE Project Address 46 AVENUE SOUTH Contact Person Dat -Thanh Nguyen — Phone Number �I— 746 3 t Summary of Revision: � G/� 4e y�- 2f,�,� , S - = — r►- ► -.,�.1 ' r — ��o lu REn)_IyEO r:ITY OF TI IKWfI A DEG 1 7 2004 I PERMIT CENTeR i i s i I Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 1,;2 -(7-0 07/06/04 .5:+ ��,�a:. �:�;,;�iyi si�i.�w�kro+L1l'a4n ✓Ye'i.�.�''r 1'taL.�+u:ra,�s:,st;�tr:" z w 00 w= W I w LLQ CO _ z �w z H 1— O w ~ w U O� 0H w L —0 W z CO O F- z Rer' iential Sewer Use Certific ^' ion (To be completed for all nt:w sewer connections, reconnections, or change of ,..e of existing connections. This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect.) Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at (206) 684 -1740. (Please i t r t F r n o ype) Owner's Name J)�I N�' /� E (Last, First, Middle Initial) Property Tax I.D. Number Q/ 7 '2 00 _ 01 S O Subdivision Name , S 4 /D_ 2 3 _ 0 4 Subdiv. # Lot # 12- Block # Building Name h y — A l.- � A- �C. (if applicable) / -��/. Property Street Address City, State, Zip 7k kA11 GA , WA . Owner's Mailing Address D S 4- f l /) � `_ C1 (If different from above) �� I � w� w� t ! / /�- Owner's Phone Number (20 , ) 7.4 6 ?� Property Contact Phone Number ( ) A Party to be Billed A10A)E (if different from owner) Party's Mailing Address City or Sewer District T (- Kit// 6.4 Date of Connection IVO7` - /f I Side Sewer Permit # 1V07 e 1 - 1204 - �J Demolition of pre- existing building? ❑ Yes 1A No Type of building demolished? Sewer disconnect date? Please check appropriate box: V Single- family ❑ Duplex (0.8 RCE per unit) ❑ 3 -Plex (0.8 RCE per unit) ❑ 4 -Plex (0.8 RCE per unit) Residential Customer Equivalent (RCE) 1.0 1.6 2.4 3.2 ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = For condominiums, please fill out Supplemental Form A In addition to this form. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owner /Representative � � �� N ` i>l riL_.__ Date d , `' ;' / u`, el� Print Name of Owner /Representative 1057 (Rev. e/ot) White — King County Yellow — Local Sewer Agency Pink — Sewer Customer c .r „. [ 9tk11' iM,• FXa".`!' rr. M+ hTt' S. 4 !�'! ^�!'? ^r.r�roi =err. aw..ecrnr.G�r�.�i.x:r.nnr.. tux •.^!ce„r."t. +ia.,r, :r y4;> at.• ht! Y; rka? c7t?Y!+ 4±? b' bt? v'# ibt 'L}kd7�':SkD2t4 ?:rc8�o±rat z Z t � J0 00 U) 0 W = h �U- w 9-1 W Q = l.. W Z H ZO W U O- o ff W u' O w z U= O z '1N3Wf1OOO 3H1 3O Ainvnz) 3H1 Ol 3na SI 11 30110N SIHI NVH1,?Jy3 SS3"1 SI 3WVH:d SIHI NI 1N3Wf1OOa 3H131 :3O11ON. AMR EGI STERED ' AS' ~ PROVIDE ' ;MONST CbNT.: "GENERA REGIST . ## :? ,•... n BAYVIGCOOlLF . Q4 E)'PECTIVE DATE / 06 f 05 2Q -: BAY V I EW GENERAL CONS T II NC 12 055.44TH AVE S SEATTLE WA 98178 40 1 qt �30. O D ' I 0 0 a le'� t Root Downspout overflow ,/— Splash Block � flow Fine Mesa Screen Catch Basin Mrd DrAin) – i s' min. DRY WELL SECTION WS -0� �s Topsoil Min. V dies. PVC Pepe Sides of Hole Lined with Filter Fabric } LOP o� r 1 4- F -I i�� ,I I . I � � L Marts Center of Hole a with 00w PVC means or Flush wish S uit" i' m'rL a 48 kx h Demeter a mm- }sole Fried wilt, Washed _ r Drain Rode _J U � N Q J Wr 01 (r�'•1 i�� '7 r. _:' �l'l ` ?!('..'.i� ; ?i; ":r'x;. "I': :.'•� i�r. ..�i'�t ;, t .`It. _�'� or ... IS re a rl'ti:S-l� C =r�,�•i 1 1 irS !'._.... 3ll��f :rile 1S '� ',`iclij TJ the 1 '� � ., . ills•. Rool Downspout House . V Catch Basin (Yard Drain) Roof now Downspout DRY WELL 1 . PLAN VIEW - •• NTS Min. t' above Seasonal H;g:P Groundwater T3to-- �1 S - X4 AL k" o�� � 5 �0 J � t tit AvL- Ot� N ►Iv OZ40A P JEMOtJ Coo �tJi 1,.�7t tJ b GoV .f�- !�rc�•:- p"f� � � Io- Z�- a4 • C F40'..; 1 S r • �J " knh Orareter Mole Fried with t'h - 3' Washed Drain Roar FJA j� oo °� 1A�E./Cv�ovf► 5 V"AC-0- 5 . iJ D �A 3 d� V O �4 0 6M� RECEIVED G . TU KY ILA PUBLIC wOFUCS **N*= e -- . , ,s – .rw. a DEC 1 : rX-L aa•»ar. INCOMPLETE CTR��_ t 3 �3 e cL1�` �r w 1 I Y0150 1 • • 10 • to A' (q t UXI- _ w ,N W � � `ttSTtt.tl. t WWV4 12 I 0� � • k" o�� � 5 �0 J � t tit AvL- Ot� N ►Iv OZ40A P JEMOtJ Coo �tJi 1,.�7t tJ b GoV .f�- !�rc�•:- p"f� � � Io- Z�- a4 • C F40'..; 1 S r • �J " knh Orareter Mole Fried with t'h - 3' Washed Drain Roar FJA j� oo °� 1A�E./Cv�ovf► 5 V"AC-0- 5 . iJ D �A 3 d� V O �4 0 6M� RECEIVED G . TU KY ILA PUBLIC wOFUCS **N*= e -- . , ,s – .rw. a DEC 1 : rX-L aa•»ar. INCOMPLETE CTR��_ t 3 �3 e cL1�` �r w 1 I Y0150 1 • • 10 • to ft 19 POR: d Gas Fig aty Of Tyr: mmall FJU CWV Pbn MAW mxomw is atw to �o+� of �ror5 and the vWWjon of any a*VW caft does not awaft �f apprOved idd COpy and aar M 1 By DOE 10 1 0 0 .. - v �, - � -T*A - vo, T Jjr {D o `MlZAM. J N G ' -ii - G S r' ft ch u to Mft as mt �jrua e�siie� Dimes. rmft a new plan sub"aw and may �nc3ude ad�o��l pain r�riew fees. 'ICc J* - LOT AAI* F-: Nb D,+c +t e C y - Tpa& 66) 6HWb t tt *- Ar-dft AL C__�_1_ L Lo 4 4 I qw 0 r t 4� s� �Q u F t Q h 3 Z� CAI �1- 1 3 0 • s 4 0 w MWAO we 1 > o.c. 1 � ` � a c 177 9 ti s � is � .� i % -- .-• -" . � --� o -� , b 0 UAT s i 4 • i If • i J J � ,+ .. .s dom 01 now • • • o , • "1� �' x 1t X ' f1 . I , _ �1 1 V A ' - I , I i 7 , 41 as xa• 6 6P t f Ott • • 0 n Q Q A' <� LA rn all 4PI 4011111111, • � a obi a � N m h i If O kkkkk { M � z N 1 d f " I ,y 6 , 1 1 1 may\, C' ? I I At 1' n 7 0 , I Iwo `1 1 n I A I Z OO �o �'rO ,ys f o � down.-Gomm _r___ .' °� I+�IIPtaow • `yH f Door l, ILI►J G � ° ,c '�}v, Srl - c• �-;c !�� . S't - � x ' s�' . 1 ° �t 3 °� � `' � .) st _ !v � _.._ lIt. !P 3 ,,J s X •- L 3 0 AL fi Nr rib RAW WAIII-I 1E r Q v 51 - tom or WNW 3 { djrGrC �V . 11� y ci5o� O AL AA J� r , i �I 0 Ilk i C Rf�auN� , I � 13 s I ! b 11 S4 , 4 rl _f i G Cl x 1 .��� i� �A� w�,w a�sw�s -�• -- �_ +. a -... +� ..�� ��.� ��. w�•w w +rte �r�.� ��� �.r ���rr .��. w� ��.�� .w�� w. +.�� �.� .� - -� w +� �� �� r a�� - � a AL o I ? � IL '! --- 1 \ 2 4 I � , �o S 1 • ;i 11l1 �. -rte � -� �+.� � �iM��� s��. ww� .w.A .��� -� � mow• � �wis .��� r++.r� sw��� a�•� s•...�� •+ -rte• _+.r.r.� ��._ -', �,� •fin,) f , amoral- :.. ; 44.0, t 1 r "��� � GSA• E� _ ^V6 maw �d x I c= b • i► • r T l ip a� o� c i p i� 1 9oz - noq. r s�7 ` Orr � SID 4-7r4tii*�J _. � �� •• � _ .vim ■ _✓ W - 4 A �ae� aS . G - "" 5� ZI z Yrrdl ' + x I 4r- 7NI4ais . z i*jIvH 0 0) �71`If1 Z x ` off ' Z —' r c a� r z�z • • _ alk • i► • r T l ip a� o� c i p i� 1 9oz - noq. r s�7 ` Orr � SID 4-7r4tii*�J _. � �� •• � _ .vim ■ _✓ W - 4 A �ae� aS . G - "" 5� ZI z Yrrdl ' + x I 4r- 7NI4ais . z i*jIvH 0 0) �71`If1 Z x ` off ' Z —' r c a� r z�z • I% T C"'R PLAN SEE "SVPSON" C2) 30 (5 6 D� C7 C8 AIL REQUIREMEN IS \-f) N 0 Jule Rew 5 7Z' 2/04 SHEAR WAL'. END SUDS PLATE NAILING A35 0 1 1 12" A 8 SHE I' SHEATHiNG NA;LING 1 PER PL 4N LOOR 2X8 BLOCKINC W/ 164-1 1 1 Row 0 16d "0( NAILS, G2-4 1/2 Sheetrock Wallb r BEAM TO TOP PLATF ;16' LATERAL RESTRAINT PANEL Max Ratio 6:1 w/min. 4x Header 6"J_ o TOTA:- Z L ! N S;\.10 E i2'-O* or wider LATERAL RESTRAINT PANEL 5 LD ft. S OR PSL--' osed on APA T20011-56 Draft 156 dated June 17, 1994- hi or values are aillowtit! based on H.D. de*V. s' ALL WALLS BLOCKE" (0 JOISTS PERPENDI- SHEAR WALL _AR AALL CAL _XT "SIMPSON" 1_90 0 EA. SILDE (0 JOIST PARALLE L Edge Nailing > BEYOND x DOUBLE JOIST OR BLOCKS WHERE DOUBLE PLATE NAIL ING REQ'D -4- 4 ARK A EXT. SHEAR WALL TRANSFER, INTERIOR STRAP TIE r 13-2x4/2-2x6, 1 Row W* 4vs 0 1.5 /C INTERIOR SHEAR WALLS TO tD SHEAR TRANSFER TO FLUSH BEAM ACROSS L.C)PER FLOOR (IN-, SHEAR VVALL To t�_LOOR BEAM) or 16a Staple 02.5 4-2x4/3-,zx6 2 Row 05' 0 2.7 760 FLO BELOW ri - , — -- _4__ _ _ ___- — L *VARIES (SEE PLAN\ Unit Shears w/o DL Unit Shear w/ DL bold Down Schedule - 51m son or 16" VIN HD w11 HID w/2 2X4 TOP PLATE HD 8' Wall MID 9' Wall story Stories Tension GARAGE DOOR HDR. J NA;, ROC' F (SEE FRMG. PLAN FOR SIZE) 48" k3T 35 - Detail 4 in SiEn MIN. 3x11.25 Ob 0 1.33 7C 2X4 BLOCKS 'TYP Full Panel Width I H1 H1 - Truss to top Dia e latercd - Ty iHD22**IHPAHD22 - 6 wall 0 outside comer 164 146 264 S PER OR 15g STPLS 0 364 175C ;lb 0 1.330* MST �,-OLD-DOWN 2 ROWS HD22"IHPAHI)22 - 8 wall 0 outside comer 2X4 BRAC"IF 2-2x4 STUDS N 254 226 354 454 10 TO EA. STUD W/8d 0 3 0. C. TYP. MSTA36 STRAP HD22**iHPAHD22 - 6" wall min. 8* from corner 398 353 498 598 3335 Illb 0 1.33**: —MST27 VERTICAL STRAPS I SHEAR WALL STRAP HOLDOWN W/ r____ 1H STHD10!5THD10/STHD10RJ-6 wall 01.50 f. outside c lor ME BACK OF PANEL r 295 262 395 495 2880 jib 0 1.33 FILL ALL HOLES W/ NAILS. 0. C. TYP. 9/STHD10RJ-6" wolf 010* f. outside comer 326 290 426 526 3185 0 24" 0,.C. OR W/159 STAPLES 0 2.5 �x Blocking Min. STHD10 S11-ID10/STHD1 OR _ �b 01-33 4; 0 M O X J-8 wall 010 f. outside corner 382 339 di JOISTS PER PLAN 2-2x4 AT ANY O.S.B. JOINT 16D03"o.c. yp ) J t P,35 CLIPS PER STHDI 41 STHD1 4/STHD1 4RJ-6" wall 01.5* f. outside comer 440 391 540 640 -lb 0 1.33 SHEAR WA SCHED. 5THDI THD1 4/S - f. outside comer 454 404 554 654 1�_7`bG 1.33 STHID14 OR P AN(NOTE CALL-OUT _11b 1. i3 S'lliDi 4 '9.E ANCI NAI TO BOARD FOR -4 STHD1 4/STHDI 4RJ-6 wall 01 4" from corner 493 438 1 BEND UP AF I R CONCRETE CUR )14/STHD14R -8* wall 014" from corner 593 527 693 793 I lb 0 1.33 1 593 693 4905 ES % EDGE NAIL PLYWOOD INSTALL PER MANF. RECOMMENDATI 1HTT22 HTT22 w/5Z8 X 12 M.B. or SSTS24 538 478 638 738 5175 -lb A.B. SHEAR W Top PL4 TO DBL. STUD 1TYP) 1 -718 SSTS28 830 930 1 6295 CON11NUOUS FOO11NG TO EA. PLATE - SEE NOTEE BELOW Continuous ANCHORAAG BOLT�. W. MIN 7" 2 2 x 6 (min. rim) or Conc. Slab Over Rim Joist ST24___FST 6224 to loist - MST37 w EMBEDMENT -1 /2 x12 AB MIN) r im 215 191 315 415 21 90 I lb 0 1. 6C % Note: Wtiere Panel is on a rirn joist the shee� rna lop the rim 1 ST36 jST 6236 to joist - MST 48 w/ rim 341 303 441 541 3505 �lb 0 1.60 which could take the place of the second plate. Lag bolts are to ST60 0 rim 511 455 -- g - 11 - 711 ��Ilb 0 1.60 replace anchor bolts into 4x 0 RIM. The STHD14's are to be _�772 'MST72 0 rim 595 528 695 795 6720 !lb 01.60 replaced with STHD14RJ's or added to with MST 60's at a pony NOTES: Based on 2003 IBC and Industry Standards assume HF for wood material u.n.o. wall. MST 60's are to replace S7'HD14s at a second floor KI-x wag is d sto an one We x2-x is tWed both sidw Hokl-dwa are bond an 2W4 Snpw GODIi ation. Ref: 2003IBC Section 2305.3.7.1 Design for Force Transfer I HwFir Values. Towod use 0 rn to toP PkKe requines 20% mom TRUSS DIAPHRAM EXTERIOR STRAP TIE Andmr boft for Hold dowis a* to be A307 bolts or Onaded rod wft 2 nuts (jpm � MirL Embe&wt WO to be I:r in ft footiri Smpsw bons co be LATERAL RESTRAINT PANEL "LRP" tH*\ BLOCKED WNDOW SHEAR afthrW W ft Catallog coil-wt& Rebw is to be oftin f ab" Wd to Vis " of ft heW of the bolt wod Simpea SbW Hold-omm TO PERPENDiCL;LAR ROOF T`Rt�'S";ES) (EXT. SHEAR WALL ACROSS UePER OOR) TLRP SIMILAR (REF: APA TT-074) WALL DETAIL W-68 & wd to be u*odied wdm rotW oft AN OSO/Ptyed waft to be NxI 1 74 4an WO fWd rosibg 0 12* o.c. R"_)OF SHEATHING, 10d N ILS AN wills wft siliew ow 336W/ft roq*e 3x shift or bWchg at MW *ts. > M vidioi W qxm*q betumi 350#/ft w4 600#/ft ha bow re du cs III by 50Z to dow use of 2x pide. ff 3z picite is used bdt qmcing cm be dahW in these 'ALL ANCHOR BOLTS TO HAVE 2 WASHERS 2305.3.10. RECOMMENDED SHEAR (#/FT) FOR APA RATED SIDING 303 ROOF - RiSSES PLY40001 EDGE 2 X MIN. BLOCKING Minimurn Nail, Penetration Naik Size Panels Appliecl I;-Irect to F�-Qminq 0 XIE OR 2X8 BLOCK in Framing (in) (Gatvanized AT PLYWOOD Panei Thickness W -NAI-S 0 P L Y`*00D FI D UNSUPPQRTED C'n casing) Nail Spacing At Panel. Fcilges (in 4X' N;";LERSz 7 -) �_< 6 4 ROOF SHEATHING OR "RUSS TOP SCHEDULE NOTES) 2 % X WN. SObD— VI .2-2x OR 4x .0 ROOF SHEA IBLOCKNG A; PLYWODC TC 2X4 EDGE NAILING NAIQNG' A7 SHEAR STUDS OR H.D. NAILER OPENNGS IF grooved panel 2 x CE*L!NG JOIS"S Oi SCHt"ULE PER SCHEDULE M _Z: a 48 Use r-r)q-shcLik 21`14C PAC-E PER TYPICAL SHEAR WALL NAILING neap- tlo-e eages 0 or engineereci snear Li PANEL SIDING JOINT DETAILS 11 1W 7 C CZ A W a rSB r cc dow ZZ J'K HOO DOM TO BEAM CONNEC'910N L TYPIC4L SHEAR WALL NAIUNG WALL TO FLOOR (21111 C1 Ck / CIAL LA AL RESTRAINT P-Alia wSLW* ar - Ti I A I L 7'� pe APA Draft 156 lb 41L *w ww N� q � ..o %00 `,. ...� E tit s � a - '•-' �^'�'R.:.`' �R S«».;�L 'NS='EC' 'r"E Si - E :.N ' 501_ 5. =OO''ING DRAIN SY5`Er-". CC\ D T `NS YER c'y 5' TE AND B D'NG %' RIGID. .^.N5 SEFC'RE C:JT'''ME!�•iC NCs WORK. d. J+@ ro D %= RIGID. PEWOQ:ATED =VC DRAINPIPE. COVER WITH �'RCY DE ''E'" R* BRACING AS REQu;RED OJR;NGs I"'iNI'"1i,�M OP = WASHED ROC< ON ALL SIDES USINCs 3, P"o*-;NI*7oVw ROC< GC'VER ROCK WIT+, A==RCVED SILT BAIRRIER. BO " OF . ,R,;.IN PIPE " BE AT OR BE LOW BOTTct -1 OF FOO'INC3. VER'F` 5:�E _OCAT ON OF •r_ OPENINGS :N F�OOR ROOF MECHANICAL o4N6r"W ELECTRICAL WORK S. "OUSE / G QAC%E SEPARA "'ON: '~'RE�ABR'CA' TE"A6 S+�*Il BE +4 AND !N STALLED AL4.-5 BE',JEEN I -10USE AND GARAGE 51 -+4LL BE 5/8" TYRE "X' cc rK RECOMMEND• =•T;JN GWB ON G,4RAGE SIDE WIT�4 ? 3,8' SOLD GORE DOCK UJIT+ - 5E�>= C�C5E2 UX4ERE A LiV1'vG AREA 18 GARACzE, �. r~ ; . 4ND ALL 5UPPC7RT ING MEMBERS AND POSTS MUST ..�..1 -�-► `O: BE FIRE PROTECTED WIT; 1 -40UR A5SE1" '. EX__=ND A-L =C)':NGS DOWN TO ; ;N [S'Uf; ED SOIL 18 -? EGRESS 'NDOW: INC•-+ES BE:_ AD, ACENT GRADE. EVER`►' S ROOt" S+4AL, BE PROvID ED WiT1 4 A DOOR OR 2 CE NTER F0'''!NGS ON CO"'; -INS AND WALLS EXCE='r W.-IEN E'"IERGENC`' EGRESS WItiDO�..J t.J1'%4 MINIMUM CLEAR OPENINCs D " - ENS; ONED O SE. D I' - IENSI ON5 OF 44" SILL -4E Icy+ -T, 5.7 SQ. FT. OPENASLE AREA, 24" 3. .Jr` EN FOUNDATION AND =OOTINGS 4 ' NCi4 ES TO SUPPORT HE!Cs+ - +T 'm WIDTH I`''45ONRY V ENEER W�4ERE APPL ICABLE. VE RIFY LOCo4Ti0N 8. S'"IOGE DETECTORS: PROVIDE ;N'ERCONNECTED SMOKE DETECTORS, CENTRALLY CONVREtE : LOCA *ED 'N CORRIDORS AND IN E AC+4 SLEEPING AREA. WIRE DIRECT TO POWER SUPPL`' ,jitN BATTERY BACK -UP. 1. CON::RE'E SHALL BE 5 SACK MIX, 2502` PS; A�' 28 DA`'S. 2. S-AB ON GRADE (HEATED SPACES) 4" CONCRETE SLAB WIT�4 10. ATTIC VENTILATION: 1.4 bxb W. W. *'1ESH, "' SAND OVER b !w% VAPOR BARRIER OVER PROVIDE 1 SQ. FT. OF NET FREE GROSS VENTILATION FOR EACH 4 CO•:►RSE CsRADE CsRA�/EL >`ILL. R -!?> x 24" RIG D INSULATION 150 SQ. FT. OF ATTIC AREA OR 1/300 IF 50% OF VENTING: 15 3 FT. AT PERIMETER �.UHERE SLAB i5 i,.E$$ T+-+AN 2" BELOiL GRADE. A BO V E SAYE. USE A COMBINATION OF RIDGE, ROOF AND EAVE VENYS AS REQUIRED. COVER OPENINGS WITH 114" MESH. 6�� � � - 11. TUB / SHOW1ER AREAS: I. REINFORCING: STEEL 5�-+4LL BE 0 4, GRADE 40. 4ILL BARS 5i4ALL BE FINISHED WITH ASMOOTH, 1 FINISH TO A L4EIG44T OF iN. ABOVE DRAIN. St"A"L BE CLEAN, D R`' AND TIED IN !='LACE. _AP SPL'CES AT 15 '10 INC "ES % A N! w" Gy f osuM WALLBOARD: A.. ANCHOR BO_'S Si -TALL BE /2" C !A. x 10 ' WITS. SQUAIRE A E " A. 1/2" GU)B TYP AT WAL ,_5 AND CEILING, EXCEPT WHERE PL WASHERS. SPACE AT 12' t 4 o4XI", Ut" 1 FR01'' CORNERS. SPLICES AND IND;GATED OTHERWISE. PLATE ENDS. SPAC ANC: - FOR BOLTS AT b rEET O, C, FOR B. 5/8" TYPE "X° CsWB WI••(ERE 14 FIRE SEPARATION 15 SiNCsL STOR` AN 4 SET C_ C. =OR TWO STORY P.E QU I RED . . C. WATER RESISTANT TYPE GW6 AT TUB /SHOWER ENCLOSURES. L. FIRE -RATED WALLS IN GARAGE SHALL BE FIRE TAPED. 13. ST A I RWAYS: I. LLI"BER GRo4DES: STAIRS 5�4ALL BE CONSTRUCTED PER PLANS AND BUILDING: OF 'L "� fox SEAI"�5, r- ►FADERS, POSTS CODE. HANDRAILS SHALL 8E 34 " -38" ABOVE TREAD NOSING: ' "" EXTERIOR AND BEARING STUDS, PLATES, JOISTS, WITf4 ENDS RETURNED TO WA_L5. NANDGRIP SHALL BE 1 V4" -2" OF ` DiA. RAFTERS AND LICs -{T FRAMING-s. DF /L STD_ NON - BEARING, INTERIOR STUDS, PLATES. STAIR C0 STRUCTION: 2. ,;GISTS AND RAFTERS 5+4ALL. HAVE 2" T+41CK SOLID BLOCKING • 2x12 STRINGERS lb" O. G. ", AX, AT SUPPORTS. DCJBLE JOISTS UNDER BEARING: PARTITIONS. • 5 /4xi2 TREAD PROVIDE BRIDGING OR BLOCKING AT t OF SPANS • 1x8 RISERS • EXCEED 8 ='I'. BEAMS AND H L H 2x4 1=1RESTOP S HEADERS SHALL AVE SO -ID . 5/8" TYPE " Cs1L$ END BEARING STARS 1 HANr)RAIL PER !RC 311 -5 /6 3. S�RUC'URAL WOOD '" �E''?BERS EXPOSED TO �- EAT -4ER, OR iti RAIL (NC: PER 'MOTE 15 Oni'AGT L J'T+ CONCRETE OR MAS R". Si.-ALL BE SSUR£ 14 DER 5TA R SPACE: "REA''ED OR :.i00D OF NATURAL DEC RESfS'ANCE. E•NC&.OSED :.SABLE SPACE LNDER STAIRS SHALL HAVE 5/8" . _!G+»T GACsE `'E''A:r 1=RAf"'1NG CONNECTORS A�'�1D =A5 EN=RS T•► "X" CsWB FINISH. s+•»ALL BE Si"1 ;05ON "sTRONG -T +E' OR EQUAL. ALA NAfLING SHALL CO^"P' '' W!T- Bi.:LD ING CODE NA4_ 1NG SC4"ED6;L.E. 15. GUARDR',AILS: ; � o4 T EE M M � E R%50 : 5*44 LL NOT BE LESS `4_4AN 3(o t••� IG+4 LUI Tr+ M AX IMUr'' OPEN INGs OF 4 It DIA. G. ; - Al" `♦''E"' 5ERS Si••IA .-, BE A T.C. CER r IP ED. OF-D =- 24F -�/d OR 51'"tALE SPAti 3E,41''S. Ib. MAWNRY FIREPLACES: D='D� 24;:­/8 =OR C•:.1' °�EVER£D SEAMS AND COri'INJOUS MA50NRY FIREPLACES AivD C+- 1 MNEYS 5+- 4LL BE CONS AtiD RE INFORGED PER Bl.l LD !N+Cs CODE. 5=...NS. �:.�' ONE CGA� EN% SE4._ER ""I'"1ED A""EL" �= •r'"T =R _R �'`� 1 - . FACT'OR`' -BUILT FIREPLACES: 5+-ALL BE r 'STED AND !N5 "4i_LED 1N ANCE L JITW THE j-•» ` •••-. �•- „ �C" : ? •'4'�JFAG �RERS 11v5TR1�G'' O'�5. 5 BE 'b .G��.. R .'~D I8 _' ";�R 5 - • Er•' -� �,:�. �,.:. _ '.:' ?sp b ^. _"'� -� ! c IE�D . `J' -- BE _'STED AND 'NS'ALLED IV AGr..ORDANGE .:JI♦i Tl•..E r../s�♦.. . .,..... r-: ,'r.,r�Z.: "..RER'S iN5TR1�G'�C�vS. �J�tv ...ON EAL�D �' F_.�CR 5"_E�.'. -» N6 �-M, BE 3 , 4 ' 4 : r..L R, ; � C " v w I +•-N "H- -- "E.� S-+� -. =RA ogEw� OF ,, f4E By 9"AL�_ BE ENCLOSED 1\1 A L40,:R Cs_..'E: 4'� \-; _ED -• 8c 0 b C. ED G 5 2 C. C. •:.� c- -•Y �` �. .� G«»A.SE. 5. 8� °E ''X � C :u�) 1C► Cam. ��` �J' . = r.�J: ._ ` .... fi �" '� '_ e-. ... c_ ... a- � --- _ =4 �.�•,N'"" 2 F`. ABOVE AN`' =0R" ; J�% Or- ROOF fir. �.ri v./ 15 v /'-' �./ r '�•✓�./V.r..v -� �"♦.._... 5 E -/ 5 .3 Er 5� _ - E ENS NE-ERE E -- D R:...'tiCs5 -.\: .' 5 S r _✓ ~...R - •+COR.. �.•._ t . rC »._, 5 � 5 /� _ '' - u a/ , '�I << � Oc , /+ •y ♦ `�._. G' ". • � ._► ✓V� __�� h••��\ ' 8 �Y../ti/ ✓ . ~ rVV . " / _ y/' '-•.R ~^��, ^� V•N Lr.,,,i" \ .- v V v -••" n"�_... ✓� ✓ . v tii� �� ✓ '•"' t✓ ✓ d. ... r •r r ~ +••' „ 1 lF v� .` •.�I ~ �„� t� ���• V`' -- • B '•'� �. !'V `•. `^vim r` � � .. NJ- •C'..R;R Cs •:' `4 5»4.:..:. 3E `"'�•..'rR" _ L ED ==ER �• r.D sqG :CDC. %wool d4. �r. •�v fi r._ w "•"'• ��' ✓ �IF_ ✓ M ��� n � v r F V \ ~ � .. � ! ~ � � .~.. r Yr �' ^ ~ • _ /"• ..r �� =F*- ~ `-' rte` /- cwi /�� V y� •/ _ . �• r.• �.� - vv r. ' •"" • r �I \ �� r,. ` \ �S 1'✓ • 'L /1./ •r rr �r / ~ •r \ ri _"• • - �r �` : �r •w «. w .r .. lo- 0010Erc BE AM ��, `A ' 1 � � i� �� �� ��. .� yr. =M � ..I •�V�/� t •/ � ► ` / /� �•+ w ' `: rte C � r/ r � ✓� \ c " ►� ��. 5� �� ti l � = I -W - S= 4C ". CRT :OGRE r - C " BE °_ - +.GcD «r` ti .;.\ � "' \�v.i .r I/Vr �.� v/G►� _ ^ +.► • �" ter/ �/ - �'�'••. ► �'w.�v� �r�� . <V- ' I.T NCEC= .EN :.'' c�RrJ" =CC''�Cs ""'� EC'R C•�► .:.'�► .� _ cQ,;y ��.` A..�.. r. �.. �_:., �!:.r• 'mss Ol..s "r .. Cs"'�s 5�. • :�5 'Y E"C. •O4 •� ..'Q..i .. .. _ �pIQ '^. •NS •�...1' �► '� _ _. G•r.� �� � `Cr'�Cs �N SW.OIJh a 1° ..A&&i S SuGICsES Ck`' 40 - "4. o; 4 - by, iw�►. "o w''i. `. �iJ IIr�1r 7✓ 0 d ra i! K>r" Afii ap Ito* IN iwll►..e .21" �� toNG .'�► ' N�. V�K*t�J 'Tor. ./ ram V11up 11,11w •ti•�t, 6 t Wta6 40" tiHMy►i1�oN ��N�•L�rtr SNAp�ro 14.1 404PMIC GLOP �LouraN� 4 ----- 4 4AW. 40?c ts' 1x(o f*40c" CS+nR. s ev ) �. Gpjd • ��j�ll/`. WT mopqrqkkb WA 11 a 4- 1 1�qiow CD � *N" WAW "111L at 4+64 (:) 0 440 400T. 'M 5 ?HIGKNF�S SI.I+R+ e) I 101 0 it Io #,& M w 0 0. c. 'raw,► w 41411111" WA66 W. 2 � MuII P� � 7 it �,L'i'� IrtIN . GLi�►� r�l/''�1Ni If MiW . 4N6. �+1lr rw 4" MvG, rgclu o r aF&N 1MA - z IVn TABLE'6 -1 PRESCRIPTIVE REQUIREMENTS - FOR GROUP R OCCUPANCY CLIMATE ZONE 1 v az .1' Qom - - ? --lv! ! I 'A 1 ••.^. •� •tG �l iii. ..-..:. • -.: - - - •, - -, • ' - ?- " 0- Art A --_2:ac a :.:cx3:•-x; =it -,:mac . : Y : \�. ,'.L. 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