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Permit D07-424 - SILVA RESIDENCE - IMPROVEMENT
SILVA RESIDENCE 14840 51 AV S D07 -424 Parcel No.: 7661600092 Address: 14940 51 AV S TUKW Suite No: Tenant: Name: SILVA RESIDENCE Address: 14940 51 AV S , TUKWILA WA Cit.f Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Owner: Name: SILVA FERMIN C +MONICA Address: 25112 11TH AVE S , DES MOINES WA 98198 Phone: Contact Person: Name: FERMIN SILVA Address: 25112 11TH AVE S , DES MOINES WA 98198 Phone: 206 - 941 -9533 Contractor: Name: OWNER AFFIDAVIT - FERMIN C. SILVA Address: Phone: Contractor License No: doc: IBC-10/06 DEVELOPMENT PERMIT * *continued on next page ** Expiration Date: Permit Number: D07 -424 Issue Date: 12/03/2008 Permit Expires On: 06/01/2009 DESCRIPTION OF WORK: REPAIR AND REFURBISH FOUNDATION AND STRUCTURE TO BRING UP TO CURRENT STANDARDS. ADD 16 SQ FT OF BASEMENT, CONSTRUCT 2ND FLOOR OF 960 SQ FT, NEW TRUSSED ROOF AND 576 SQ FT OF WRAP AROUND DECK. 6 -4 -08 BECAUSE OF ORIGINAL SUBMITTAL BEING DENIED, THE SCOPE OF WORK HAS CHANGED TO THE FOLLOWING: REPLACE TRUSSES AND REPAIR ROOF, INSTALL NEW SIDING, ADD AUGER CAST PILES TO FOUNDATION AT REAR OF HOUSE, REPLACE ANY ROTTED WOOD AND APPLY FOR NON - CONFORMING SEPTIC SYSTEM WITH KING COUNTY. Value of Construction: $113,970.40 Fees Collected: $2,197.58 Type of Fire Protection: International Building Code Edition: 2006 Type of Construction: V -B Occupancy per IBC: 22 D07 - 424 Printed: 12 -03 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City 0, Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Permit Number: D07 -424 Issue Date: 12/03/2008 Permit Expires On: 06/01/2009 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N The granting of this permit does not pl to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the erformance of work. I am authorized to sign and obtain this development permit. Signature: Date: / 2. _3 - Q Print Name: �e 7-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 suspended or abandoned for a period of 180 days from the last inspection. Permit Center Authorized Signature: 1 1 � . L . � ( Date: l21 C) 93 I hereby certify that I have read and ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie hether specified herein or not. doc: IBC -10/06 D07 -424 Printed: 12 -03 -2008 Parcel No.: 7661600092 Address: 14940 51 AV S TUKW Suite No: Tenant: SILVA RESIDENCE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS Permit Number: D07 - 424 Status: ISSUED Applied Date: 11/15/2007 Issue Date: 12/03/2008 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 8: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 9: 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. 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: All wood to remain in placed concrete shall be treated wood. 12: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 13: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 14: 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. doc: Cond -10/06 007 -424 Printed: 12 -03 -2008 22: ** *FIRE DEPARTMENT COND1TiONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 15: 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. 16: 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. 17: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 18: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 19: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 20: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 21: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 23: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 24: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 25: Maximum grade for all projects is 15 %. 26: An emergency escape and rescue openings with a finished sill height below the adjacent ground level shall be provided with a window well in accordance with IBC/IFC Sections 1025.5.1 and 1025.5.2. 27: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 28: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 29: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 30: FINAL INSPECTION NOT TO BE APPROVED UNTIL ICING COUNTY ENVIRONMENTAL HEALTH HAS APPROVED SEPTIC SYSTEM INSTALLATION. doc: Cond -10/06 D07 -424 Printed: 12 -03 -2008 Print Name: I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us C07 -424 Printed: 12 -03 -2008 Site Address: / fi / ` l - 0 Tenant Name: Mailing Address: E -Mail Address: CITY OF TUKWI Community DeyelopmeniTepartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us Name 777717 5 /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 ** ✓?-- // /- A, Property Owners Name: re ,,,, ; i/ of Mailing Address: 2 f7/.2 /( v 4 /lea Contact Person: E -Mail Address: Contractor Registration Number: Building Pe. Mechanical Permit Plumbing/Gas Permit No Public Works Permit No. Project No. ce use only King Co Assessor's Tax No.: 7 (7 O — O O Suite Number: IJ6 -j City Day Telephone . A) ■f I City Fax Number: New Tenant: 0 .... Yes 0 ..No State CONTACT PERSON — who do we contact when your permit is ready to be issued f' 3 GENERAL CONTRACTOR INFORMATION - (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Mailing Address: City Day Telephone: Fax Number: Expiration Date: State Floor: Zip Zip ARCHITECT OF RECORD -- All plans must be wet stamped by Architect of Record Company Name: er - r W F Mailing Address: .- / Contact Person: E -Mail Address: //j Ifa_ c g G,_ .� � ENGINEER OF.RECO -All plans must be wet stamped by Engineer of Record Company Name: / I k v / � - X We v —'— Mailing Address: 2f7- C- u- / 1/ t/ G 4 Contact Person: 64/4/1 W rl .7 '0 E -Mail Address: Q:\Appliation \Forms- Applications On Line\3- Revised: 9 -2006 bb - Permit Appliation.doc I- 1''1//' c/74 vj0at- , iea7 Z City State Zip Day Telephone: 2 O L -, G ` / ' Y 7Z Fax Number: J wife- / /A/I 1;5 City Stat Zip Day Telephone: 24' 6 Z, ' 3 72_1' Fax Number: Page 1 of 6 BUILDING PERMIT INFORMATION -- 206- 431 -3670 Valuation of Project (contractor's bid price): $ 9 ode Existing Building Valuation: $ 20 o0 Scope of Work (please provide delailed information): I /' l .- 011.-,01 laK ,-4' 7 � � i �, f / r ; —7 F L, / t+z j �i " GGt�/ � S'l Gtet- ricer` Will there be new rack storage? ❑.... Yes rovlde All Building Areas in S quar e Footage Belo f.Y 0 �6Y fE Y 0 erior Remodel 'e- 6 `r fief R (pn PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of 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: Will there be a change in use? FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q: \ Applications On Linel3 -2006 - Pennit Application.doc Revised: 9 -2006 bh rg.. No If yes, a separate permit and plan submittal will be required. Compact: Handicap: ❑ Yes ❑ No If "yes ", explain: Page 2 of 6 PERMIT APPLICATION NOT - Applicable to all permits in this aiication 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. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). 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 OW THORIZED AGENT: Signature i Print ame �JTi � , t — Mailing Address/ /A 1/ / 4 e L S�J Date Application Accepted: 1 (- 15'-07 Q:\ Applications\Fonns- Applications On Lineu -2006 -Permit Appliostion.doc Revised: 9 -2006 bh Day Telephone: (Peg / City Date: /1-1V—C7 Date Application Expires: S' - a7 Staff Initials: Page 6 of 6 bt4 Fixture TI'pe Qty ; Fixture Type., . , Qty ° , Future Type:'- Fixture T ypC Bathtub or combination bath/shower 2 Drinking fountain or wat cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic ( Floor drain Sinks Dental unit, cuspidor Shower, single ead trap Urinals Dishwasher, domestic, with independent drain 1 Lavatory ater Closet Building sewer or trailer park sewer Rain wa system — per drain ' side building) Wa heater and/or vent Additional medical gas inlets/outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Rep. or alteration of water pi g and/or water treating ipment Repair o • teration of drainage vent piping Medical gas piping system serving one to five inlets/outlets for specific gas UMBING AND GAS PIPIN ERMIT IINFOR IATION 206 4370 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (pleiprovide detailed information): Building Use (per Intl Building Code Occupancy (per Intl Building Code): Utility Purveyor: Water: Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Sewer: Indicate type of plumbing fixtures and/or gas pipin utlets b - g installed and the quantity below: Page 5 of 6 Parcel No.: 7661600092 Address: 14940 51 AV S TUKW Suite No: Applicant: SILVA RESIDENCE Receipt No.: R09 -00885 Payee: FERMIN C. SILVA ACCOUNT ITEM LIST: Description PLAN CHECK - RES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Payment Check 1810 58.00 Authorization No. TRANSACTION LIST: Type Method Descriptio Amount RECEIPT Initials: JEM Payment Date: 06/12/2009 04:19 PM User ID: 1165 Balance: $0.00 Account Code Current Pmts 000/345.830 58.00 Total: $58.00 Permit Number: D07 -424 Status: ISSUED Applied Date: 11/15 /2007 Issue Date: 12/03/2008 Payment Amount: $58.00 PAYMENT RECEIVED doc: Receiot -06 Printed: 06 -12 -2009 Payee: FERMIN C. SILVA ACCOUNT ITEM LIST: Description City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /wwwci.tukwila.wa.us TRANSACTION LIST: Type Method Descriptio Amount RECEIPT Parcel No.: 7661600092 Permit Number: D07 -424 Address: 14940 51 AV S TUKW Status: APPROVED Suite No: Applied Date: 11/15/2007 Applicant: SILVA RESIDENCE Issue Date: Receipt No.: R08 -03865 Payment Amount: $1,333.64 Initials: JEM Payment Date: 12/03/2008 02:58 PM User ID: 1165 Balance: $0.00 Payment Check 1149 1,333.64 BUILDING - RES 000/322.100 STATE BUILDING SURCHARGE 000/386.904 Account Code Current Pmts 1,329.14 4.50 Total: $1,333.64 0138 12/03 9707 TOTAL 1333.64 doc: Receiot -06 Printed: 12 -03 -2008 Parcel No.: 7661600090 Address: Suite No: Applicant: SILVA RESIDENCE Receipt No.: R07 -02526 Payee: FERMIN SILVA ACCOUNT ITEM LIST: Description PLAN CHECK - RES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Initials: WER Payment Date: 11/15/2007 03:43 PM User ID: 1655 Balance: $1,333.64 TRANSACTION LIST: Type Method Description Amount Payment Check 1766 863.94 Account Code Current Pmts 000/345.830 863.94 Total: $863.94 Permit Number: D07 -424 Status: PENDING Applied Date: 11/15/2007 Issue Date: Payment Amount: $863.94 5070 11/16 9710 TOTAL 863.94 doc: Receiot -06 Printed: 11 -15 -2007 Projgci;. i t O I Type ofjnspection: t I JJwAI Afidrrg:SO 5' I vl J S Date Called: Special Instructions: Date Wanted Z IZS /0 / �.>m �pm. Requester: Phone No: INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ® Approved per applicable codes. COMMENTS: 0 l Pv7/1/416y — �� e tor: I Date _ z /O 60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. eceipt No.: INSPECTION RECORD Retain a copy with permit El Corrections required prior to approval. 'Date: COMMENTS: Type of Inspection: Type F At- - PL./10Q r M -A(. ', t ivc• 0,1-et 3.1 4, 54 -1 ki k vo7 nib- ret.(.( 4 410 h( VIAL c rvi)LitA i1 c c fl '( c- 1 , .(--11 b ‘)� 4' 11 0" •- IoM') � �� i t u w-ri be c 4 f /SliItr). Special Instructions: Date Wanted: O � 12.- 2. 8- a.m. P• Requester: Pro Pr ct: Type of Inspection: Type F At- - PL./10Q r M I fires �=II t' ) d 5 1 A 0 S Date Called: Special Instructions: Date Wanted: O � 12.- 2. 8- a.m. P• Requester: Phone No: 20 6 -L/SO - / 79 " 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 Approved per applicable codes. Inspector: — to inspection, fee must be Date:��� Za �7� ri $60.00 E FEE REQUIRED. P rior paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Corrections required prior to approval. COMMENTS: ii ,...) / / - 7 : 7 7 . A.49 / if4 C 7" 7j /,' mk,e rim /- Aliet16) D r 44,ilth , /dfs( •e " iA 4 / X57/4 / — NTFJ` J 0 / ?6rfSk4f(wy _ 4/, ;/ /J4 /(,.S#4,41-Y,),/,- Ap J F /J) ) .i_,V5 , / —. /4 -hweI/ Phone No: /� ) S0- & -4 ,� ' ' 9 q Project: Type of inspection: Adds : St- 1 D 31 'Ati C, Date Called: Special Instructions: , 0 o - 5epTie. , r•C r Date Wanted: a.m. / 2 - 'Lir __ m Requester: Phone No: /� ) S0- & -4 ,� ' ' 9 q �y INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMITO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 El Approved per applicable codes. DDl-g24 Corrections required prior to approval. 60.00 REINSPECT ON FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: COMMENTS: (1 itelg ilti) t.." - fl v►4 on pr(ht - Will 4 ify:Ark ,( ti ,31 ill L i c f k,A ( Votticlo, t itr n<r)c tU tic SLr.,101.71 S 1ti►'r)td)1 Sr F %( e9 t it) IA( 1, '''.. Uc, rcfri n(-V& IA et,1 , Special Instructions: Date Wanted: V ,1171_i Protect: 11— V IA PS. Type of Inspection: r ti &1 AL PL A:J" + J 6 Address: y o 5r AV ly Cj S Date Called: Special Instructions: Date Wanted: Requester: Phone No: a Oto -Li 0 — 11 C ) INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. r (inspector: El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: (Date: �►..i: Yom` =.c. ^- +'`s : `': t" i •.:.mac. -� -. - --" ':c ..., ,-: .y..- -: . • :C. "". INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: R4 F ' ,,,yew _„fa,egft / .,,/ ://1).- r,ye -/ 7 --11 �2_ - /gip /c4 //,,-/ / i1 ' 4), /1 : -S% fled -5 j ,) _. r� �i A -,✓ti, S� j / �•/ -.v���,0 �3 /� / .S /mac <A4,,--/1 /� / � 61)v f�r✓G( / 77,4 4 _,,,,;,,, 7 //VAS C /,¢r//Il� (-4-244 ,,,),z �4S . /!/%(iP /S r- 51/- _) FL, t'; /- n/.I6 #/ Requester: Phone No ,tea 4 - 4/5v / /7c Project: /V/1 Type of Inspection: Address: / s /,7 c s Date Called: Special Instructions: Date Wanted: a.m. // /e — 0 / p.m. Requester: Phone No ,tea 4 - 4/5v / /7c /3 INSPECTION NO. Approved per applicable codes. spect INSPECTION RECORD Retain a copy with permit 449 CITY OF TUKWILA BUILDING DIVISION ' r- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. 0.00 REINSPECTION FE REQUIRED rior to inspection, fee must be aid at 6300 Southcenter Bl d., Suit 00. Call to schedule reinspection. 'Receipt No.: 1Date: COMMENTS: .- /)PC+C. % 2 ,m //J a 4t 1-'1 A- 35 Te) ,13/ t' -'7d icc 066VIVR , S11i Rd / 4 .S; ft C Cf-t l'7 -- /v 64?_4-77 V C 1 /'DYt' �1 /- /I/ Fad /;■ e ✓nn 1 - /v 7637 49 ,q, 7OO' k /9 /) J(' .r JCe ,i 7/.0 -"to Cz./jP /-e S17dv`/ GIvl7u5e C,(/ -✓' ' 2tS F 9 5 J'1(' 7 74- s#,IV6 - ,D Requester: Pfz - Projec Type of- Inspection: Address; / 4/4 s esti/ S) Date Called: ` Special Instructions: Date anted: 7 - Requester: Pfz - /56..... /1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Pr- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. .00 REINSPECTION EE REQUI D. Prior to inspection, fee must be aid at 6300 Southcent Blvd., S ite 100. Call to schedule reinspection. 'Date: Pro'ect� l N - iC P Ct 2e Type of Inspection: Coo - c Address: - 14 gLko s I et j Date Called: J Special Instructions: Date Wad: Requester: Phone No: ao6 -E70 -e..'77v bo7y2y INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1 {'u 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 I1 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: p A .S�°C tG �00� ,,.1r c - ScnLiLS•j e — d pp✓ct,l4 Inspecto 'Receipt o.: 'Date: Date* e!2 Z ri $60. 0 REINSPECTION F : REQUIRE ' . Prior to inspection, fee must be paid =t 6300 Southcenter . lvd., Suite 00. Call to schedule reinspection. Project:, i 1 Vet \\c- Ty of Inspectior t� t c.)01. aJ5 -1Jf r■■,K)S `t O � s( AL) !peda Co Date Called: Instructions: Date Wanted: cci Requester: Phone No: 1 oG - S7 0 - -677C) 12 Po'7 -42 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 144= " 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit pproved per applicable codes. Corrections required prior to approval. COMMENTS: co r oc}\ Inspe L r: Date g- z 7 -d7 .00 REINSPECTION E REQUIRED / Prior to inspection, fee must be id at 6300 Southcenter : lvd., Suite 100. Call to schedule reinspection. ipt No.: Date: COMMENTS: — � f\ M i f C M J ve &-.1- /) , t I /-17, r 1,) 1 U l lit v u /1 (7x,' / i a n S - rN I "4 L.. /1-f «_A . 4-0 . 1. -e_,7� I eJt -.e_ r in x&'; lam- e (1 A7 , t A 7'` Z f e) n A (o N( A r> ■ t'N M( e,- L (7 -i' I ( o _ io ,, A( Li dam. /. ( >1i np i t) - 0 f C t) (; .) A ) r./ I A P 1 . o I ✓ 14-) ) A , 2, '' t^ rat ____> "r IC 4 ^/ 0 A tJ I j L f r Project: ►1 v4 R s . Type of Inspection: �5� .�, _`„ J ` ,�, Address: Date Called: Special Instructions: Date Wanted: Cant''_ 8 3-0 Cl p.m. Requester: Phone No: 2_0G ` -1 l - 7 S I lnspec ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit 007-u 2 y INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- Approved per applicable codes. I Date:�� ) _ A rre required prior to approval. g COMMENTS: Type of Inspection: R;cm.,rr" CA)va- I{ Address: iqc Lib S ( Ai so TP i cAl1 ( � i--, ^f� I f'A P_t- of Special Instructions: Date Wanted: 1:- v / n, I F ( 4 r. 7 ., n,�- ✓}-f� i 0, S . Requester: A- / c [,x OF n'r /IL /! P e„.„)/ it. A ,XL / _A . Al A / /rd /t- F i1 i P_ t �1),, r.� i/�� rv/\'' k�r f Fb �-P A /_L._ P /IT ,f r A 1 p Project: , S I 1 ✓4 R,P s. Type of Inspection: R;cm.,rr" CA)va- I{ Address: iqc Lib S ( Ai so Date Called: Special Instructions: Date Wanted: a. Requester: Phone No: 2.06 L ISU — I1 ? 7 i D 0 - 7—' 1 ( L ( INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. Inspec or: INSPECTION RECORD Retain a copy with permit (206)431 -36p0 orrections required prior to approval. (Date: 3 n $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: Date: COMMENTS: ! J r-n 37 ra- /1 S l _/h/t it r) ( tt 4 (q /=,11 big < _-ic t i ,s ;Aft p- it) r 0 N4 ^ r A 4 ,,, r - teitt.d - TZ) 'P)C vS -e e r f-e r,„ ^ T 1 P / _ _ ..-∎. A dr .6-e '�� r-0 3 ( 1 /\_/, <1/ i r /)',JP ( I At)j,G 5 IAZO — ,, ., 6 50 Tv. .- rt, ( AJ e .- ? ),1 � fe Date anted: AS , A 7 A 1cp 1k - • S e e (.i 133 f � fey n,,.. 1 7 7 -?N / re /1 V A SV� C. e ?S/ rrv: f-t° I r( ✓S, l / ‘L- e_,?rA-' I; Phone No: 2-0 &- 5 Pro' ct:. I t Vol- Re's Type of Inspection: r OO 4l JS �• ;� Address: I LI : 4 v S (h v S Date Called: Special Instructions: _ Date anted: a.m. Requester: Phone No: 2-0 &- 5 - 'l 75 7 i 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ❑ Approved per applicable codes. 1 mnspec r G+A Do7- Liz 4 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Corrections required prior to approval. 'Date: I j — a El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: COMMENTS: (-,1\-_-$ ,a-i — >J p:,,9 _j k ( 7 n ) P - l�- (9-A I ./• -S l) (- �t -- �{--I.�� � r\C)2 ;i\ S nor -i ic-,) --,L . IA r `C__A j e r – r -" ' I c i (2 I. '.1--r i .N-a C'G' .if _ter J ( A-1" b A. PSG 13 AS-e. Jam—& -( MA /v oil ' � - - i --- r LC- 1 t A c, ,.J-e Date Wanted: Project: ` • \�� Type of In pection: ( GA k, A ( J( /1 :)/ Address: 6 6 St �� c i Date Called: J �� f Special Instructions: / Date Wanted: / a.m. Requester: Phone No: "ea ci INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 9-- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 1 mnsptir: pall -1 Corrections required prior to approval. U /�- IDate:--7 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: • -. -•mss .r« a COMMENTS: Type of Inspection: . Od'7 7 pvxA ,\ TE (--ex : Fro i..' k.) Neu , JAS � . S t ' ' AP_ 1 ) ff 4 r 0 _i 7 tiA!..i / 'e N P L�L+JF_ Y t A..'' n a ( , .. d et,t f �l - ef , Jf x Date Wanted: - .Z Z v I '" a.m. p':rti. 1) 2,) df- .e.-i (,'itz, C ,ft k Phone No: - 1 vlic c-0 -dEf (.)kPls 3 zf 19 AJLEJ fl)) ? lca (A' , i it, &_ R vk Project: r Type of Inspection: Address: Date Called: � r aJ ( ; Special / Date Wanted: - .Z Z v I '" a.m. p':rti. Requester: Phone No: -4 07-9 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 -36 Approved per applicable codes. 'Corrections required prior to approval. 6 Inspect () S IDate: -LZ - $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Project: L !/A) ' , Type of Inspection: F--/?4/11 �v)�� �e Address* Datt -FtI _r 1. ,u t,,J S . A Special Instructions: 7 Date Wanted: "7- 7o -0Ic a.m. Requester: Phone No: - K- y -//- 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 -3 Approved per applicable codes. ❑ Corrections required prior to approval. 1= COMMENTS: 'Inspector 'Dater El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of Inspection: /= ao.viriA76. Ao`er r- Y4 --' {�D4`h4 Special Instructions: Date Wanted: 7 - / 7 - C» a.m. Cr.r3, Requester: 0 /1--I t U A-.)( k--f ( 2v U 1.t 774 Pro ect: / /!i ce /612,=-5. Type of Inspection: /= ao.viriA76. Address: / /9 /U 5 Date Called: Special Instructions: Date Wanted: 7 - / 7 - C» a.m. Cr.r3, Requester: Phone No: .2 y— 4 _ //7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION V-- b 7 PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 ❑ Approved per applicable codes. 'Inspect Corrections required prior to approval. 'Date: - ('7 vC ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: ���` ... ..r•�-> i .. J..�.`�, 4,�(4Gr. +....�._c_a._. -mod a.. li.'. ,,.. -. i�� . _ - .sue= +F•a�.3.r�,K.,:..�:.- ..�� -- ":+ins COMMENTS: ...___L— • S , iv 4 2 Ski Of" -- P 9 1� A A' i w V Mt rte .5 A-A-te cross ,3,4_, i hr c>' tAi k sS 1 (I S . Lf. ; A-4 f /e-A of 8 2. "t'( C.�/i ,)s; 1./ E.. A cf-o -t eA r v ,,_13- 1 Date Wanted: 2) N A L.)-\ TA Requester: J . ` s.5 r� 1-1) j "x- 1w.. _,--i--- i&-\ e --c..9\.' A- 'L1-6. -4 50 —filet alt( atA 2 , S P G&_ f r" - L e t A I\ I A t% Proje • S , iv 4 Type of nspection: , n , at' i 6 A Address: ,� 1414 5( At4,S. Date ailed: Special Instructions: Q34 (D 0 ‘C31 .41 Date Wanted: a. ' J Requester: Phone No: 20 -4 50 —filet El Approved per applicable codes. 'Inspector: Dog INSPECTION RECORD Retain a copy with permit INSPECTION O. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 orrections required prior to approval. ( Date:- J_ — DG El $60.00 REINSPECTION FEE REQUIRED. P rior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: 1)47 Pro' Type of Inspection: Add Address: / 5 s Date Date Called: Special Instructions: /� (9 06-- L/so-�/ 7 5 (14 /f T,rg 3OM4^ Date Wanted: G —.ZZ O 5 � feiS p.m. Requester: Phone No: 4.6�y5 - 0// yZ y INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION le- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: FM INSPECTION RECORD Retain a copy with permit - O/c 74 Zv? 1e, Inspector Date: 0 REINSPE ION FEE REQ at 6300 Southcenter Blvd., Sul pt No.: (Date: ED nor to inspection, fee m st be 00. Call to schedule reinspection. COMMENTS: A —n ? X. _CT v )j 0 L (U ' e kT L, ( S 7( Y tc 0k c e —T'7 , Addr ./ % 5--- / ila s Date Called: v r •. C_ — Y1 t � , - T F{_.rt., % ; G,7-'" 3 TA — 1 S f l.�. f � 7 -- H,,r; , ?__D,-\ rv1 n 1 c_.A1.. J4 Al (AS cJG.ef _ 2 S (._: / STP '< f (P V,44 ; ) /, € J 6U/ f j ri c ee_7 - - - ) ei-1 f +1A Z 1 .SW A- , - As f Y: 0 bi: (( 1 P 8 Ate QP\ /- , 1 p(A t; a71-- II ) eI. , n [ (� 6, (2. n(1 r Sct fl'i,rJS -'t ( �n.,1,1/4ci4 D n - !V //,X,? l A-1( , , -r (1-A T a A 0" IM Project: .x'/21/4 /2 Ps • Type of Inspection: leJity/ / --Ch F 77y/n/ Addr ./ % 5--- / ila s Date Called: Special Instructions: Date Wanted: a , Requester: Phone No: a o6 - yes - 7 5 107 4/1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1 ,3 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. El erections required prior to approval. J tnspec: t 'Date: LI $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: CO ,5: -1 m _ i , s . c-ii Fo 1 t o ( of i ,...4,44-- �� e ` ` A d I fi.\ .S, M J 04 (7 r dTt- e-r Arpfa ue< it4e LA . /1 e v: e e I (A-I' ekl 0 1 s .' t v t- F ,'Atcr A e t cm e / T o F'r f D r 3 S s - R,.� ste 0 f ev;l: an `T-j au, (eL.n QQ 9✓, . 1 ST Ay 2n wer . S`N xt p I: t) n I j 1 1 4-J -e / 1 lit) A 0r/ (TO o n 3 s :.(1-4 o F b4 21 re AM feu , .1. . e er /►-�1�1 r,i J.c, 1 Li I)>' iw'f . I uTAl . A� n f: J l • ( f t, A r ( �' /.(7r :3 t d-' i r p n; A J u n-�f M &e litt, f; r 0 Must Use X Xy ?Wit iuAr ere /1-e_r Gdooe , C; f1-(( S(n:.,.e_ji O,- So r -kfn-e Tor . tee ice' /vG : i t I n :`f Pke /`1�..eir A Ae ,ti `r-e Me/. U ' fur - 3X3 S11 f .o1'Te ,- 3x v-L,4 hr r 1-(-)( ,,Jnr` Project: S 1 L I/ A (2,-s Type of Inspection: L&),A L vA- 1.4iA„ i 41., Addr s ! � 1 Wv S Date Called: Special Instructions: ! a.a /VP ,, 4 ( S Au p a a r o,, ,J., �, . f�` U.1 / ge .� kd.` C r A ( ") Date Wanted: I-I -r z c l - 09 a.m: p.m. equester: Phone No: OG, -L IU - 11")Cj INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. (inspect: D0 7 -12 Ei Co� ions required prior to approval. 1 Date: _ 4 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: COMMENTS: v k 'TZ.) C----,9 JP f- Address 1 c u i co -cr 5lAr b../1-- u; �'1 2.) ( L!/d 0- �,-„- � n — 3 r p__ / 6 ` 4 8` '� r _k I Z �r P• Requester: � s ( -- L t .- 7:0 • Z( doh t 7.- (p_ j- pr 0 P p_!" TT L, S C S J e c s in s � e r (J -1 , "J I /\ ec ( ,'" J .P -r -Zi 4 - -. v4---tt c T k% J Project: , 5 I LIA ger Type of Inspection: ��,,f e�c � , Address y-1- Date Called: / Special Instructions: Date Wanted: I Z �r P• Requester: Phone No: / t6 n 7 /Q- 6 r l I0 O o'1 -421 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION IA-- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. I lnsIect ' or: I i IDate: 4 7 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: u�- COMMENTS: .1 0 I // � 7Q7`1/ �ePIAN J�// P /f �9P - Ndt; jeA .? < ✓,3 - / / /rte .64i-s y/e /63. 5f Rd Date Called: Special Instructions: -ae Date Wanted: _3_ o s a.m: Project: „5 / /!i �Z -°s'_ Type of Inspection: , 1 57/•j( // / , %J, /1 Address: /4 L/o / 9a S Date Called: Special Instructions: -ae Date Wanted: _3_ o s a.m: Requester: Phone No: —sell s3 SPECTION RECORD Retain a copy with permit 107- %z y PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. linsp INSPECTION NO. El $6 ' .00 REINSPECTION FEE,REQU ED. Prior to inspection, t e must be paid at 6300 Southcenter B{{vvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: \‘( Corrections required prior to approval. 'Date: COMMENTS: 74 A/e 7 -,I6f g-r Avu4/7 ✓ a ,D / -Sere - vim Al9//k/ir 7 //.9f -✓ - (_ 4f PnrS 4 s i'�7 I c9meter / ----40/:v y _ s i � %/y -e- APPS / !IY /7'Yti Z/ i»1 S -'7‘t7 f.Y, S -/ elvY7 (1i4/ .- i/C fr7relh /id-- lAf�r A /,v /41(1/5 S be //7 / /tom -fS 4 b e1/, Gv / f 9 New. /P /f1' / c - / 1 / 4,4 1 1 i 1/ e ' -, / Requester: `�� ?no (4( Gad /efih _I er/�a / 1 4)/ - t / es ,4-,ve ( -'(/ ?' A ) /..-.7-0 /n, el. cll./ Project: S / /t'4 IFS • Type of Inspection: r ),wd4 //J 101 7 1 Addre : / L /L7 L / 0 5140 o S Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: a4 -W // -S s3 3 I INSPECTION RECORD — J Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. VCorrections required prior to approval. Insp _ ' I /2y / 1077 — /� PERMIT N (206)431 -3670 $ • $ S 0 REINSPECTION FEE RE UIRED . rior to inspection, fee must be pa d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: Project: Silt /N QeCi. Type gf-lr�spectio l Nom' ��JJU�� Address: 14q'0 Sf ,li.e. 5 Date Called: 1 7 X1 Special Instructions: Date Wanted: 12 1 215 1 0 n a.m. p.m. Requester: Phone No: 2-aG - 4-5 - 0. - II - 7 4 k Doi - 42-4- INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: F i✓wIflk fieleJeot 'Inspector: D5 I /© 1-1 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Project: 5 ilik Q -eSfd64cc- Type of Inspection: St) Address: IH S I Pvc- 5 Date Called: 11 19 /01 Special Instructions: Date Wanted: a, Requester: Phone No: 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 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: - f +rb..4-1G n f reel s k 01,4 4-0 s pet- C n *rac. +or pIatn -(.o Week -.e d4 . L I( -f1,1 Inspector: 17 Date: Il /x(/0 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of Ins ection: . Address: plyo 5 - I A ic .s Date Called: 0 8/6210 2 Special Instructions: Date Wanted: C61 / Reqiiester: t 4 5 i Ige.t Phone No: sV4G Y.50-/rn — . LP'n spo c.-+ eArc,;ns 1115-r air(' 0 c;4( s-1--c,-wia rot s . OK 40 ba c - le - 4- V0+12._ .. PO Is Pof 0 4 p-e r vilif _ Project:. 5 i V 7CeSl(le4 C -e... Type of Ins ection: . Address: plyo 5 - I A ic .s Date Called: 0 8/6210 2 Special Instructions: Date Wanted: C61 / Reqiiester: t 4 5 i Ige.t Phone No: sV4G Y.50-/rn INSPECTION RECORD Retain a copy with permit 7;07" Y'? Y INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 ID Approved per applicable codes. EJ Corrections required prior to approval. 'Inspector: 9 'Date: g f izi t o El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be '—' paid at 6300 Southcenter Blvd., Suite 100. Call,to schedule reinspection. Receipt No.: 'Date: ..'!:411/1014e>f. COMMENTS: "(le> id-61 <C- Type of Inspection: Alc 5, d ,- 1 t,4.,:z_ f Address: / y F YO 51 u 4 s . J r, , -r— 1 ). r e4) GII , Occupancy Type: Suite #: F? :-5 0 iec.y) v4 Phone No.: / ri c 10 � ASCU !.�/. /, _. x, y a ate 1ji I I- 4 - ; K S ii s c 1i v6 ,,u5 r. 1) (kit(6 nh 14 f ) Ct < . Project: 5 ; ) y ,}- "(le> id-61 <C- Type of Inspection: Alc 5, d ,- 1 t,4.,:z_ f Address: / y F YO 51 u 4 s . Contact Person: Occupancy Type: Suite #: F? :-5 Special Instructions: Phone No.: / ,tam - 9`1/ - >5 - 33 Needs Shift Inspection: - , Sprinklers: Fire Alarm: Hood &Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT L 0 7- Y2`I PERMIT NUMBERS 206 - 575 -4407 Approved per applicable codes. I I Corrections required prior to approval. Inspector: s L) r45 S3 Date: / 2 /7 01 Hrs.: v i v y $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from he City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Public Health It&I Seattle & King County SYSTEM TYPE WHITEWATER ATU -DRIP ON -SITE SEWAGE SYSTEMS (OSS) RECORD DRAWING CERTIFICATION OF COMPLETION (Submit in Triplicate) OPERATIONAL CAPACITY 180 (gals/day) PERMIT NO. TUKWILA (City) I OIN I of 01 81 61 91 11 61 1 No. of Bedrooms designed for TWO LEGAL DISCRIPTION ATTACHED Owner FERMIN SILVA Designer JEFF AMMAN / AMMAN SEPTIC DESIGNS INC Address 14525 246TH DR SE, MONROE, WA, 98272 Master Installer BILL STUTH JR. / STUTH COMPANY Address PO BOX 950, MAPLE VALLEY, WA, 98038 -0950 APPROVED GNATURE OF LICENSED DES1 R OR P.E. /.2//6/01 BY: (Date) U(Health q.r' cial) DISAPPROVED BY: (Date) (Health Official) ❑ NEW CONSTRUCTION: UNLAWFUL TO OCCUPY PREMISES WITHOUT HEALTH DEPARTMENT APPROVAL OF THE OSS /SEPTIC SYSTEM RECORD DRAWING CERTIFICATION INSTi UCTIONS TO THE OSS OWNER/SYSTEM USER: Address 25112 11TH AVE SOUTH,DES MOINES,WA,98198 DATE TO BE FILLED IN BY HEALTH DEPARTMENT ONLY Comments: ADDRESS OF PROPERTY 14940 51ST AVE SOUTH APN (PARCEL #) (Street) Phone 206 -941 -9533 Phone 360- 794 -7809 Phone 425- 255 -3546 INSTRUCTIONS TO (OSS) DESIGNED ATTACH SEPARATE SHEET FOR THE RECORD DRAWING PLAN(S). USE A SCALE OF 1 " =20' OR 1" = 30' (max. paper size 11x17 "). ALSO: INCLUDE THE INSTALLATION PERMIT, DOCUMENTATION OF FINAL COVER, PERFORMANCE DEMONSTRATION REPORT FORM, AND OTHER DOCUMENTS APPLICABLE TO STATUS OF DRAWING THE SYSTEM (See Title 13 - Sections 13/56/050/13.56.054) ❑ This record Drawing is UNSATISFACTORY for the following reason(s): ❑ See attached comments/explaination FF8 n 4 2010 PERMITCENTER I hereby certify that the accompanying drawing and suport documents accurately represent the system installed at the address/parcel indicated above, and that all requirements and conditions (concerning plumbing stub elevations; maintenance of grades; fills; surface drains; etc.) indicated on the approved site design (or latest approved revision thereof) dated 12/03/08 , have been complied with. I further certify that this system meets all requirements of the King County On - Site Sewage Code, Title 13, Code of the King County Board of Health. 5100100 I 7 1 6 1 1 1 6 1 6 1 01 01 01 9 1 2 1 CERTIFICATION NUMBER 98168 (Zp) crty� NlJi���N �TL� RECEIVED I O/Is2 ilf N Tgip � Please refer to your OSS owner's operating maintenance and technical specifications manual and Notice on title pertaining to the OSS. Your OSS has limitations! Refer to the O nei ¢ga! Capacity t; the System established by the OSS designer. Overloading it or distrubing the soil absorption system (SAS) or treatment device (e.g. drainleld, mound, sand filter, ATU, etc.) may cause tb syste tini tr,are.:taturely fall. For further information, contact your Health Department Service Center (2061296 -4932 bpi 4/ 9 OSS Performance Demonstration Report All s■ stems are to he tested a ith pet manent icing and permanent Loner. I his loth is to he included n ith the final As -built submission. 1 System Type: (ira%it∎ PI) Mound Sand Filter = SF NI. SF 2 Permit Address f',yG 5 511 ,0411_, Installation Permit No. H FeS,/d. Parcel No.4<ld000, 3 Septic Tank: Size I Ye/ / 2 Manufacturer A✓2 Approval No. Screened Outlet Baffle I t Yes 1)C No Make and Model No. Water tight Test Satisfactory )( Yes I I No 4 Pump Tank: Size f,.4 C Manufacturer �f ✓ Approval No. /S"4 Pump Chamber gals /inch 33 F Pump make /model /HP e_52 p,,na.s' // 62,evoltage i/D Water tight Test Satisfactory 1'Yes rl No 5 Pump System Performance• Dose Volume (gallons) Doses per Day / 2 Pump run time per cycle (min) Draw down per cycle (inches) Method: Residual Head Squirt Height GPM discharge 3� 6 Timer: _ Timed Dosing Yes I I No Control Panel make /model A ?i' � f 25 Time pump ON R min. Q sec. Time pump OFF P.C M& specify time increments Timed dosing to (circle one) PD. Mound. S 7 Lateral Diameter Orifice Size Orifice Spacing Orifice Orientation: Manifold Diam. / " 8 System drains between cycles I I Yes H No Variation in orifice discharge rate over entire system < 15% Yes No System meets performance standards on the d esign I I Yes L I N the site; Licensed Installers Signature 9 1 have inspected the installed OSS and conducted a performance test in accordance with the current DOH design standards and this system has passed the performance test and As -built inspection. All information accurate! resents what 1 obse he Site Desi r /Engineer Signature Date 1 /' I request final inspection from the Health Department Note: failure to supply adequate information to evaluate system performance is grounds for rejecting the performance test and disapproving the installation. All Sand Filters or Sand Filters to Mounds see page 2 Tracking Number Performance lest version 6/99 REV 12/23/99 Page 1 of 2 .Ql. Pt). SI (ira%it �� Check valves (manifold) I I Yes ty No Flow control valves I I Yes I)t No /2 " Anti - siphon device III Yes No Orifice shields I I Yes he No Manifold Length /r :eta. n.ix -• .. .:. 4 .1 i fill out the IlIIo ing boxes according to scstent type: Cras it I 2. 3 II Pump to Cra:iq I. 2. 3.4, 1) I'D I.2. 3.4.5.6.7 Mound I. 2. 3. a c h. 7. S. 't Sand filter I .2,3.4.5.o.7.5.4 .1o.1 I.12 13 Sand filler to Mound I. 2. 3.4. 5. h. 7.5. 0 ). III. 11.12 .13 and 't accurately represents the w.rk Mate wet !\ 1.✓ 1 Designer - Ike'? ! *kt 014A./ Installer Date system tested /inspected Monitoring ports in place Lateral Clean -outs in place t/ Gravelless chambers I I Yes T 'No Alarm location Spe/T a/a ,61z--5/4 at was performed at Print Date 12.23.99 Laterals 1 2 3 4 5 6 7 8 Lateral Length Orifice Spacing No. of Orifices Residual Head Ac ,1,e t.......tt,._ _r _1 1 f .._ t OSS Performance Demonstration Report All s■ stems are to he tested a ith pet manent icing and permanent Loner. I his loth is to he included n ith the final As -built submission. 1 System Type: (ira%it∎ PI) Mound Sand Filter = SF NI. SF 2 Permit Address f',yG 5 511 ,0411_, Installation Permit No. H FeS,/d. Parcel No.4<ld000, 3 Septic Tank: Size I Ye/ / 2 Manufacturer A✓2 Approval No. Screened Outlet Baffle I t Yes 1)C No Make and Model No. Water tight Test Satisfactory )( Yes I I No 4 Pump Tank: Size f,.4 C Manufacturer �f ✓ Approval No. /S"4 Pump Chamber gals /inch 33 F Pump make /model /HP e_52 p,,na.s' // 62,evoltage i/D Water tight Test Satisfactory 1'Yes rl No 5 Pump System Performance• Dose Volume (gallons) Doses per Day / 2 Pump run time per cycle (min) Draw down per cycle (inches) Method: Residual Head Squirt Height GPM discharge 3� 6 Timer: _ Timed Dosing Yes I I No Control Panel make /model A ?i' � f 25 Time pump ON R min. Q sec. Time pump OFF P.C M& specify time increments Timed dosing to (circle one) PD. Mound. S 7 Lateral Diameter Orifice Size Orifice Spacing Orifice Orientation: Manifold Diam. / " 8 System drains between cycles I I Yes H No Variation in orifice discharge rate over entire system < 15% Yes No System meets performance standards on the d esign I I Yes L I N the site; Licensed Installers Signature 9 1 have inspected the installed OSS and conducted a performance test in accordance with the current DOH design standards and this system has passed the performance test and As -built inspection. All information accurate! resents what 1 obse he Site Desi r /Engineer Signature Date 1 /' I request final inspection from the Health Department Note: failure to supply adequate information to evaluate system performance is grounds for rejecting the performance test and disapproving the installation. All Sand Filters or Sand Filters to Mounds see page 2 Tracking Number Performance lest version 6/99 REV 12/23/99 Page 1 of 2 .Ql. Pt). SI (ira%it �� Check valves (manifold) I I Yes ty No Flow control valves I I Yes I)t No /2 " Anti - siphon device III Yes No Orifice shields I I Yes he No Manifold Length /r :eta. n.ix -• .. .:. 4 .1 i fill out the IlIIo ing boxes according to scstent type: Cras it I 2. 3 II Pump to Cra:iq I. 2. 3.4, 1) I'D I.2. 3.4.5.6.7 Mound I. 2. 3. a c h. 7. S. 't Sand filter I .2,3.4.5.o.7.5.4 .1o.1 I.12 13 Sand filler to Mound I. 2. 3.4. 5. h. 7.5. 0 ). III. 11.12 .13 and 't accurately represents the w.rk Mate wet !\ 1.✓ 1 Designer - Ike'? ! *kt 014A./ Installer Date system tested /inspected Monitoring ports in place Lateral Clean -outs in place t/ Gravelless chambers I I Yes T 'No Alarm location Spe/T a/a ,61z--5/4 at was performed at Print Date 12.23.99 Performance Demonstration Report Form Page 3 for Subsurface Drip Systems Pack bed/ drip _ Sandtilter/ drip PRODUCT TY E Geoflow Netafim Other All dripline components are from ame manufacturer and , e co i , a' ' le w jth the product line Used. Verified hr Designer/PE Master Installer INSTALLATION Number of Driplines is Dripline Spacing (2 -fl min) is - Z Dripline Depth (inches) is (over Depth (inches) is A'I'L` /drip Other COMPONENTS !! Total lineal feet is _ ,3g y Orifice Spacing is — /2. Number of zones [WA Air/ Vacuum Relief Valv�.s: # 2 Diameter / Flow Meter: 1 V" ..es: Valves: Automated • I Manual : or Continuous • I ✓ Chemical Injector Port I ./ Pressure gauge I t/ Filter: I ✓ Type /size 114 i)e .441W 2 " DOSING Number of doses/ day /.2- Time pump ON Time pump OFF ' Pump Make and Model " /L Control Panel Make/ Model » � � dads y �y TESTING/ INSPECTION Initial operating pressure of system (PSI) �/ Flush line pressure (PSI) 4' Initial measured system flow rate (GPM) 3. / Total Flow for system (GPM) 3, System Water Tight: YES _ V NO As the installer of record I have verified all data in above and it accurately represents the work that was performed at the site. f Licensed Installers Signature ate I have performance tested this system in accordance with the current Guideline for use of SSDS and this system has passed the performance test and As -built • .ections. All information supplied accurately represent] hatjs • : erved Designer Signature Date 4/272F-7 Septic System Operating Capacity Versus Design Capacity Tax Parcel #: 7661600092 The attached septic design was designed for a maximum daily load of 300 gallons per day. Exceeding this amount may result in pre- mature system failure. Daily operation of this system at approximately 90 gallons per bedroom (180 gallons per day) should help extend its effective lifespan with proper maintenance. The attached septic design was designed to process and dispose of "residential grade" sewage as defined by the King County Title 13 which falls within the following ranges: BOD5 130 -230 mg/1 CBOD5 108 -191 mg/1 Total Suspended Solids 49 -150 mg/1 Oil & Grease 10 -25 mg/1 Exceeding the above values or consistent use at or near the maximums may result in pre- mature system failure. Please note that Amman Septic Designs Inc and Jeff Amman have only designed the above referenced septic system and approved the installation of said design. Due to factors beyond our control such as abuse, neglect, failure to maintain an Operation and Maintenance contract with a licensed maintainer as required by Title 13, effluent strengths, water use, additive use (not recommended), etc.... Amman Septic Designs Inc and Jeff Amman do not warrant and /or guarantee the lifespan of this septic system. Proper sewage habits and maintenance are crucial to the longevity of this septic system. 5100100 '. JEFFREY L AMMAN ••. LICENSED DESIGNER ;= (:,::,;-lEs:Lvz3 L l Introduction: Operation and Maintenance Instructions for Whitewater Aerobic Unit Pre - Treated Drip Irrigation On -Site Sewage Disposal System For: Fermin Silva At: 14940 51 Ave South, Tukwila The Whitewater Aerobic Unit Pre - Treated Drip Irrigation System is a specialized drainfield system consisting of 5 basic parts: • The "Combo" Trash/ Whitewater ATU Tank • The Salcor 3G UV Light • The Pump Tank and Effluent Pump • The Hydraulic Control Box • The Sub - Surface Drip Dispersal System Each of these parts has some basic functions, maintenance requirements and things to avoid which are detailed in the following operating procedure. The "Combo" Trash / Whitewater ATU Tank: This tank is the first component of the septic system which your raw sewage encounters on its way towards the drainfield. This tank is composed of two compartments; The first compartment is known as the "trash" tank compartment whose purpose is solids storage and effluent clarification and fine solids settling. The trash tank compartment's function is to collect the solid and liquid waste from the house sewer and further break it down by anaerobic bacterial action. The tank's main purpose is storage of these breakdown products (sludge), thus it must be pumped out periodically to prevent too much build up. The average pumping period should be between 3-4 years depending on the house occupancy and water usage. However, annual inspection of the tank is recommended. To facilitate annual inspection of the tank, the manhole access lids are at final grade and locked or secured by bolts. Access to the tank lids should not be obstructed in any way. During annual inspections, or at the time of pumping, the septic tank baffles (the inlet and outlet points located inside the tank) should be thoroughly cleaned and checked for possible replacement. Periodic inspection and maintenance of the baffles is very important. Things to avoid: *Do not put greases and other fats down the house drains. * Limit the use of the garbage grinder. *Limit the use of heavy bleaching. *Limit the use of large amounts of caustic cleaning solutions in the drains. *Limit the use of Anti - Bacterial Products These things can lead to clogging of the tank and may kill the bacterial action. The second compartment houses what is known as the Whitewater (Brand Name) Aerobic Treatment unit which basically amounts to a second chamber into which air is blown into the effluent which "feeds" and promotes the aerobic bacteria that breakdown the raw sewage. Once the effluent has been thoroughly aerated and treated it passes out of the compartment towards the second tank which is known as the pump tank. The Salcor 3G UV Light When effluent exits the ATU chamber it flows through a four inch pipe into the pump tank. Before the effluent exits the four inch pipe it passes by a Salcor (Brand Name) 3G (Model #) UV Disinfection light which does just that, it disinfects the treated effluent. The UV Light needs to be regularly serviced by a qualified individual, hence the Operation & Maintenance Contract requirement signed by you prior to installation. The pump Tank and Effluent Pump: The purpose of this part of the system is to deliver the effluent (liquid waste) to the Drip Dispersal system for treatment and disposal. This part of the system has a 1500 gallon pump tank and an Orenco V2 HP Turbine Effluent pump. The pump is controlled by the Delta CP2594 Control Panel mounted on the side of the house. When there is enough effluent stored in the pump tank, the panel activates a timer which waits one hour and fifty two minutes and then turns the pump on for eight minutes which produces a dose volume of 25 gallons once every two hours for a maximum flow of 300 gallons per day. If this limit is exceeded an audio and visual alarm will sound on the side of the house. The system will eventually pump down the level of effluent which will silence the alarm unless more effluent is produced from the house. If the alarm goes off regularly then the house should be checked for plumbing leaks; if no leaks are found in the house and the water bills do not indicate water use over 300 gallons per day, then the tanks need to be checked by a qualified individual to make sure they are not leaking in ground water. During the system pressure test performed on 11- 02 -09, the system pressurized to 40 psi. 384 Lineal Feet of Geoflow Wasteflow PC Drip tubing was installed; with this lineal feet and pressure the system will flow at 3.1 gallons per minute. The total number of emitters: 384. The total dynamic head was 82'. If the pump tank pump is ever serviced or replaced it should meet these minimum performance standards. There is a high level alarm float in the pump tank. The alarm consists of a warning light and buzzer. The alarm box is equipped with a test switch, which when depressed should cause the alarm to be tested. The Pump Tank should be inspected with the same frequency as the septic tank and pumped whenever the septic tank is pumped to remove any accumulated sludge. To facilitate annual inspection of the pump tank, the manhole access lid is at final grade and locked or secured by bolts. Access to the pump tank lid should not be obstructed in any way. If the alarm ever comes on it is generally indicating one of four things: l )that the pump failed to turn on, 2) that the maximum daily effluent volume is being exceeded, 3) that a restriction in the pipe network is not allowing the designed dose volume to be delivered within the parameters (such as plugged emitters) . The alarm actually indicates that the pump tank has filled beyond the designed daily dose volume. When the alarm sounds seek service immediately to determine the cause and begin to conserve water. There is approximately one day's storage volume built into the system before it will begin to back up into the house or surface on the ground. Things to avoid: *The drip system has been designed for a specific dose volume. If the pump ever fails a large volume of effluent may be collected in the pump tank. After the failed pump has been replaced, it is recommended that the pump tank be pumped out by a licensed sewage pumper (as per State of Washington On -Site Sewage System Guidelines). • A power outage of more than 24 hours may also cause the volume of effluent in the pump tank to build up to beyond the designed dose volume. If this should occur the instructions listed above may be followed. If there are any questions contact the Licensed Installer, Designer or Health Department. The Hydraulic Control Box The Hydraulic Control Box sits on top of the pump tank and controls the outflow of effluent to the drip system. There are no user serviceable parts in this box and should not be touched by anyone other than a qualified service technician. The box has a pressure gauge which indicates the total pressure in the system when the pump is activated. The box has a screened filter which prevents small particles from entering and potentially clogging the drip system. There are two ball valves in the box which control the flow of effluent. One valve allows the system to flush the entire drip system. This valve is left partially open to allow a continuous flushing of the system; This self flushing feature helps to prevent clogging of the drip lines. There is another valve in the box which allows back flushing of the spin filter. These valves are critical to the proper operation of the septic system and need to be serviced regularly by a qualified service technician. After the hydraulic control box there is a flow meter which monitors the system flowrate. The Drip Dispersal System: This part of the system provides the absorption, filtering and bacterial reduction of the effluent. The Drip System is composed of 384 lineal feet of Geoflow WFPC 16 -2 -12 drip tubing. This tubing is known as "Pressure Compensating" in that it will only allow a pre - described amount of effluent to exit the emitters under a given pressure range. This ensures a consistent dosing and distribution of the treated effluent throughout the drainfield area. The drip tubing is only installed six inches deep in the ground. Extreme care should be taken in the area of the drip tubing to avoid damage. Grass lawn is the best recommendation for cover. Six inches of a good sandy loam cover soil is recommended over the drip area before planting of the lawn. If any of the drip tubing becomes damaged it will cripple the rest of the system. The drip system should only be serviced by a qualified service technician. Things to avoid: * Do not plant deep rooted shrubs or trees on the trenches. • Make no cuts, ruts, or excavations below the trench system or 100% reserve area. • Keep all heavy traffic off the trench system to prevent compaction and exposure of the gravel trench system. If any seepage is detected around the area of the drip system (this can denote system failure) please notify the Health Department Environmental Heahh Division and/or designer for further investigation. 100% Reserve Area: As the name implies, this space in your yard has been designated for the potential future replacement of the drip system. This area should not be needed for many years. The 100% reserve area needs to be protected to keep the soils in their original condition. Normally reserve areas are planted with grass, ornamental shrubs, gardens or left in their natural condition. Things to Avoid: • Make no cuts, ruts, or excavations below the reserve area without consulting the designer or the health department. • Do not remove any soil from the reserve area • Keep vehicles and heavy equipment off the reserve area, especially during the wet portions of the year. • Do not remove any large trees or stumps (greater than 18" diameter) with bulldozers. Stumps may be removed by grinding them up in place or burning them out. • Do not place any large concrete or asphalt slabs over the reserve area. The As -Built Drawing: Attached is the AS -Built Drawing of the system as it was installed. This document should be filed with this information for future reference. The As -Built drawing shows the on -site sewage disposal system as it was actually installed. It will assist you in locating the septic and pump tanks when it is time to have them pumped. The drawing also shows the location of the trench system. This should help you avoid damaging any part of the system or 100% reserve area during landscaping activities. Operation & Maintenance As a minimum, the following items must be inspected at 45 days and then every three months, after the system is put into use. The local health department should require that the permit clearly delineates who must perform the inspections. Refer to the system as -built for initial readings and settings. The owner of pressure distribution systems must be notified that their system must be inspected and serviced on a quarterly basis. A. Evaluate dripfield for: 1. Indications of surfacing effluent. 2. Appropriate vegetation. 3. Absence of heavy traffic. 4. Inappropriate building. 5. Impervious materials or surfaces. 6. Abnormal settling or erosion. B. Evaluate Hydraulic Control Box for: 1. Proper pressure; Confirm that it is the same as those recorded on as -built 2. Proper function of solenoids. 3. Condition of spin filter; clean if needed. C. Test Alarms for proper functioning (high and low liquid level). D. Evaluate trash tank and pump chamber for: 1. Sludge and scum accumulations; pump as necessary. 2. Clogging, damage, and proper placement of outlet baffle screen. Clean each time it is inspected. 3. Signs of leaking in tanks and risers. Repair or replace if necessary. 4. Risers and lids being above grade and having lids that are secure. 5. Proper functioning of floats. Movement should not be restricted. Floats should be positioned correctly and provide positive instrumentation signals. Adjust and repair as necessary. E. All findings and repairs are to be recorded according to the schedule and frequency listed above, records filed for ready access, and reports sent to local health department when indicated. The space below may be used to record regular observations: F. The Salcor 3G UV Light should be inspected and cleaned when needed. G. The Whitewater system should be inspected for proper operation. Effluent should be clear on exit, if effluent problems exist effluent testing will be required to investigate the source of the problem. The air inlet screen for the blower shall be inspected and cleaned. Date Observations Corrections Required Completed Additional Comments: 1. All Warranty information should be kept with these documents. Designer: Amman Septic Designs Inc, 14525 246 DR SE. Monroe, WA 98272 360- 794 -7809 Installer: Stuth Company PO Box 950, Maple Valley, WA 98038 425- 255 -3546 Health: King County Environmental Health Center, Renton, Wa. 98007, 206 - 296 -4932 J'UL 22,2009 22:05 FERMIN SILVA 2068706770 Page 1 RETURN ADDRESS ,4ti /f // /4 / /lie S,. Reference Number(s) of related documents Grantors) (Last, Fir st. and Middle Initial) SILVA. FERMIN Grantees(s) (List. Fir at. Middle Initial) THE PUBLIC Assessor 's Property Tai ParceUAccount Number 7661600092 11I II III NI�I�I B Ill�lf 20090722001064 SILVA OSS 44.00 PAGE -001 OF 003 07/22/2009 12:30 KING COUNTY, LIA Please print neatly or type information Document Title(s) NOTICE OF OPERATION AND MAINTENANCE REQUIREMENTS FOR A NON- CONFORMING ONS /TE SEWAGE DISPOSAL SYSTEM. Additional Reference It's on page Additional grantors on page Additional grantees on page Legal Description (abbreviated form: i.e. lot. block. plat or section, township. range. guar ter /guar ter ) SEATTLE LAND COS 5 ACRE TRS W 283 FT OF S 1/2 EX N 30 FT OF W 100 FT THOF SEC 23 TWP 23 RNG 04 Additional legal is on page Additional parcel It's on page i JUL 22,2009 22:07 FERMIN SILVA 2068706770 Page 1 Revised 9.18.03 NOTICE OF OPERATION AND MAINTENANCE REQUIREMENTS FOR NON - CONFORMING ON -SITE SEWAGE SYSTEM Assessor 's Tax Parcel ID #: 7661600092 1. I FERMIN SILVA am the owner of real property within King County. which is legally described as follows: SEATTLE LAND COS 5 ACRE TRS W 283 FT OF S 112 EX N 30 FT OF W 100 FT THOF SEC 23TWP23RNG04 Tax Parcel 8: 7661600092 2. Thc above- described real property is served by an on -site sewage system ( "OSS ") 3. The property owner(s)/OSS owner(s) acknowledge that a conforming OSS repair was not feasible on the property due to site and/or soil limitations and that the repair /replacement conducted on the OSS does not meet requirements of a new system and/or represent an OSS upgrade to accommodate structural expansion, remodeling, additions or enlargements on the property. The property owner(s) undcrstand(s) the limits of the nonconforming OSS and fiuthermore that failure to adhere to the limits may cause premature failure of the system. 4. The property owner(s)/OSS owner(s) acknowledge that the number of bedrooms in the building shall not exceed TWO (2) unless at the time of application for a building permit, the building is served by either an OSS meeting all King County Board of Health requirements or public sewer system S. The Code of the King County Board of Health, Section 13.60.005 establishes certain responsibilities of the OSS owner with respect to the operation and maintenance of an OSS, as follows: A. The OSS owner(s), is/are responsible for the continuous proper operation and maintenance of the OSS. and shall: I . Not install or use a garbage grinder in any buildings /structures on the property until such time as the property is served by a public sewer system.; 2. Determine the level of solids and scum in the septic tank on an annual basis: 3. Employ a liquid waste pumper holding a certificate of competency issued by the King County Health Officer, to remove the scptage from the tank when the level of solids and scum indicates that removal is necessary; 4. Operate and maintain all OSS in accordance with applicable portions of BOH Title 13 and the approved OSS owner's operating and maintenance instruction manual; 5. Protect the OSS area including the nerve area from: a. Cover by structures or impervious material; b. Surface drainage; c. Soil compaction, for example, by vehicular traffic or livestock; d. Damage by soil removal and/or grade alteration 6. Maintain the flow of sewage to the OSS at or below the approved design both in quantity /volume and waste strength 7. Direct drains, such as footing or roof drains away from the area(s) where the OSS is located; 8. In order to reduce hydraulic and organic loading on the Ohs, tit install or encourage the use of a garbage grinder in the residence until such time as public the property is served by public sewer; 9. Restrict all future plumbing fixtures installed in the residence, to low volume use models/units. k JUL 22,2009 22 :08 FERMIN SILVA 2068706770 Page 1 NOTICE OF OPERATION AND MAINTENANCE REQUIREMENTS FOR NONCONFORMING ON -SITE SEWAGE SYSTEM Page 2 ner s signature) Revised 9.18.03 10. Maintain the flow of sewage to the OSS at or below the approved design both in quantity and quality. I I . Not allow the following a. Use or introduction of strong bases. strong acids or organic solvents into an OSS for the purpose of system cleaning: b. Use of a sewage system additive unless the additive is specifically approved by the Washington State Department of Health (DOH); or; c. Use of the OSS to dispose of waste components atypical of residential wastewater, for example, but not limited to. petroleum products, paints, solvents, or pesticides. 6. The property owner(s)/OSS owner(s)acknowledge(s) that (provided the subject property is still served by an OSS) the buyer or transferee of the subject property will at the time of sale or transfer of property ownership and in accordance with Rules and Regulations 02 -01, amendment to the Code of the King County Board of Health, forward to the health officer the following: A. A document/statement signed by the new property owner(s) acknowledging receipt of a copy of the recorded notice on title. B. A filing fee as set forth in the Rules and Regulations referenced above (i.e. item c); or a fee required by superseding regulations. Under the above referenced rules and regulations, the filing fee effective June 17, 2002 is $40.00. STATE OF WASHINGTON ) ) ss COUNTY OF KING On this 2- I day of JULY 2009, before me FERMIN SILVA Personally. appeared before me and whom is personalty known to be the individual(s) described herein and who executed the foregoing instrument as his/her/their free and voluntary act and deed for the uses and purposes herein stated. FILING: King County Office of Records and Elections 3' Floor County Administration Building 500 4 Ave., Seattle, WA cial seal this ' day of s r,1j 7009 (month) Notary Public in and for the State of Washington Residing at .es1-k My Commission Expires V C I E` 1o1 I (war) 07/24/2009 10:38 FAX 425 432 4461 STUTH CO INC /24/2006 08:48 FAX 42$ 432 4461 STVTE CO INC MTH Company !no. P 0 Box 950. Maple Valley, WA 96036 -0950 (425) 255 -3546 Fax (425) 432 -4461 Signed, Bill Stuth E d 6LSE 'ON Acknowledgement of Contracted Services This commitment form Is to serve as Fermin Silva written authorization for Stuth Company to perform septic monitoring services on the client's behalf at the location of 14940 51 ' A S. Tukwila, _ WA 98168. The parcel number is #766J60-0092. This contract is intended to satisfy King County Title 13, Chapter 13,60 requirements. The client's signature also indicates understanding of estimates, prices, terms to Stuth Company for services as sat forth In the Terms of Contract document. Alterations or revisions involving extra costs will be executed only upon additional written bid proposal and client's authorized approval. Either party may cancel this contract with 30 day written notice. Date luls""Jd cooi"S 1 IQ 002 • /NIBBLER INV;Z:01 6001 •tit ' ;fnr 384 LINFT GEOFLOW WFPC16 -2 -12 DRIP DISPERSAL SYSTEM PRIMARY AREA, 12' EMITTER SPACING 24' DRIPLINE SPACING GEOFLOW APVBK -1 AIR VACUUM BREAKER VALVES DRIP PRIMARY DRAINFIELD AREA COVERED WITH 6' OF SANDY LOAM COVER SOIL TO PROMOTE A LAWN EXISTING WATER METER DESIGN CONTROL POINT TOP OF WATER METER BOX EL =100.0 WATER METER 0001.20 ON 11/3/2009 NEW LINE // i, / 7:: 4.44:; !:._.. • S 5100100 .. '�' Fr J r EF � a F AMMAN r i L'IttfatbbE 'I'V`Nfrri EXPIRES 12/23/2010 i 88' OF 1' FEEDER I. RETURN TINE PORCH 0 / / GEOFLOW WNW -75 -MANUA HEADWORKS CONTROL UNIT WITH VORTEX AP4E -.75F WATER FILTER L ❑CATION / NOTE' SYSTEM SIZED FOR A MAXIMUM OF 300 GALLONS OF SEWAGE PER DAY. C) EXCEEDING THIS AMOUNT MAY RESULT IN PREMATURE SYSTEM FAILURE. 100' t / / 96.0 / 94.0 I I 75 LINFT GEOFLOW WFPC16 -2 -12 DRIP DISPERSAL SYSTEM RESERVE AREA, 12' EMITTER SPACING 24' DRIPLINE SPACING / / EXISTING TWO BEDROOM SINGLE FAMILY RESIDENCE STUBOUT EL =94.0 RAISED DECK TANKS BACKFILLED / FLOW W METER R & LIGHT / AND COVERED WITH/ 12' SAND LOAM SOIL EVERGREEN PRECAST EP1500 1500 GALLON PUMP TANK WITH ❑SIP200511 1 /2HP TURBINE EFFLUENT PUMP SET TO DOSE 25 GALLONS ONCE EVERY TWO HOURS VIA CONTROL BY THE TIMER PANEL. SALCOR 3G UV LIGHT INSTALLED IN TANK. / / SEWAGE TANKS INSTALLED / AND BEDDED ACCORDING TO THE MANUFACTURER'S DIRECTI ❑NS AND UPON A LEVEL, STABLE BASE THAT WILL NOT SETTLE. TANKS WATER TIGHT TESTED TO THE BOTTOM OF THE RISERS. n 92.0 I I I I I I I I I I I I I I i t DELTA CP2594 CONTROL FOR ATU, UV, AND PUMP 8 MIN ON, 1'52HR OFF 100' CREEK SETBACK Co / / / NOTE' THIS ASBUILT REPRESENTS A NON - CONFORMING REPAIR MEASURE SINCE IT IS ONLY FOR A TWO BEDROOM SINGLE FAMILY RESIDENCE, DOES NOT MEET THE 30' MIN SETBACK TO THE BUILDING FOUNDATION, AND THE PRIMARY 8. RESERVE DRIP SYSTEMS ARE NOT SEPARATED BY THE MIN OF SIX FEET. 90.0 / / 88.0 I I PANEL 1447 GALLON EVERGREEN PRECAST DF50 -2 WHITEWATER AEROBIC TREATMENT UNIT / TRASH TANK COMBO BLOWER AND ATU VENT 1 I / I / / 0' / 283' / 82.0 / / ) I / / / / / / / / I / / / I ' / / / / / / / / / 80.0 / / / / 1 x 00 183' Amman Septic Designs, Inc. 14525 246th Dr. SE Monroe, WA 98272 AS -BUILT WWW.GOTPERK.COM SWAMP N SCALE 1 " =20' Tax Parcel # (360) 794 -7809 Office (425) 501 -5195 Cell (360) 794 -5408 Fax N • • e • .. , ..:� • • • • • • di/ JE FF AM 7 EXPIRES 12/23/2010 384 LINFT GEOFLOV WFPC16 -2 -12 DRIP DISPERSAL SYSTEM PRIMARY AREA, 12' EMITTER SPACING 24' DRIPLINE SPACING =FLOW APVBK -1 AIR VACUUM BREAKER VALVES DRIP PRIMARY DRAINFIELD AREA COVERED WITH 6' OF SANDY LOAM COVER SOIL TO PROMOTE A LAWN EXISTING WATER METER DESIGN CONTROL. POINT TIP OF WATER METER BOX EL -100. WATER METER 000120 ON 11/3/2009 NEV WATER LINE LOCATION GECFLDV WHV- HEADVOWCS coma_ UNIT WITH VORTEX AP4E - .75F FILTER SEWAGE TANKS INSTALLED / AND BEDDED ACCORDING TO THE MANUFACTURER'S DIRECTIONS AND UPON A LEVEL, STABLE BASE THAT WILL NOT SETTLE. TANKS WATER TIGHT TESTED TO THE BOTTOM OF THE RISERS. ` B t r rr pER 100 L RETlB81 /96.0 /94. NOTE SYSTEM SIZED FOR A MAXIMUM OF 300 GALLONS OF SEWAGE PER DAY. C) EXCEEDING THIS AMOUNT MAY RESULT IN PREMATURE SYSTEM FAILURE. 75 LINFT GEOFLOV VFPC16 -2 -12 DRIP DISPERSAL SYSTEM RESERVE AREA, 12' EMITTER SPACING 24' DRIPLINE SPACING EXISTING TWO BEDROOM SINGLE FAMILY RESIDENCE STUBOUT =94.0 r GO, co NOTE. THIS ASBUILT REPRESENTS A NON - CONFORMING REPAIR MEASURE SINCE IT IS ONLY FOR A TWO BEDROOM SINGLE FAMILY RESIDENCE. DOES NOT MEET THE 30' MIN SETBACK TO THE BUILDING FOUNDATION, AND THE PRIMARY L RESERVE DRIP SYSTEMS ARE NOT SEPARATED BY THE MIN IF SIX FEET. 92.0 90.0 88.0 I I I �s Ii II I I I I DELTA CP2394 CONTROL PANEL FOR ATU, UV, AND PUMP 8 MIN ON, 1'52HR OFF 100 CREEK SETBACK 1447 GALLON EVERGREEN PRECAST DF50 -2 WHITEWATER AEROBIC TREATMENT UNIT / TRASH TANK COMBO 1LOVER AND ATU VENT LOW L TANKS BACKFILLED / LIGHT/ SALCOR LIV AND COVERED WITH/ 12' SANDY LOAM SOIL EVERGREEN PRECAST EP1500 1500 GALLON PUMP TANK WITH OSIP200511 1 /2HP TURBINE EFFLUENT PUMP SET TO DOSE 25 GALLONS ONCE EVERY TWO HOURS VIA CONTROL BY THE TANK. PANEL. SALCOR 3G UV LIGHT INSTALLED IN / CREEK / 86.0 84.0 / J l I I/ / / / / / 283' 810 80.0 I / / / / / ,1 183' SWAMP Amman Septic Designs, Inc. 14525 246th Dr. SE Monroe, WA 98272 AS - BUILT WWW.GOTPERK.COM SCALE 1 " =30' Tax Parcel #:7661600092 (360) 794 -7809 Office (425) 501 -5195 Cell (360) 794 -5408 Fax Installer Mound Sys'iPrep Mcsjnd Pressure 'P.tit Do Not L , OK To PaC/C11 SiPe OK TO Ertic>¢ , rf Fatal Cover, Corr Rigtitied Homo of ?otter : , cr (plslas.e r .ire of Ils trimmer supemam tuns of faint ever. I hove co/opted la fi the ti!stricionipid installer emp1 was rttsen Public Health Seattle & King :County Environmental Health Division Unlawfulf0 Alter or Deface this Perrni1t;- POST ON JOB SITE PERMIT 1$NON- TRANSFERABLE PP:P.ZvflT '. tEPAIR Ol~1 irri aai *'Y. TEM Syatero. Type Otter t7-x Ni' . FE1 MIN IL/ Fe. Type ' ! 31 ns 1txlf'atti l • Purr el No 7. 1X :, Locanar, 1494CP,SIStitti PIut Uano • DoEiguer, x : l0.M1�I T „t f�'l 'i' 5100100 + + i« 4% . - a rn�: ♦r ' om .'... N Corm. Typ Valid By Lot Number R EE0100094 (425)255-3546 1. Tie ionf kr !oust pericriti oil *os3c iu acce .- . ` e with 13 (Board: of Hag/ Rules and Re uhaboas i�J) J Issts tr;bl tl pont* r30e not o'stklte • royal Odle eitk or work cash od or performed, rZ OCt" UUPAJ1CV OF THE PUILD> WO,,A. D SE OF THE ;1 1AO DISPOSAL SYSTEM ARE PROHIBITED UNTIL RN 811 rT PLAN IS 01,1014ITTED O. +,ND APPRQ1V Y THE HEALTRI DEPARTkMErn • • rr �, ear Date Cover) sgsteua w it #BOTH ie iguer 8nd Hca De paruneot (E .H.S.) have Egypt (OK'd) to BACKFtLL. ia .+. ' 3! oppi -oved Disapproved Date r_ Date Date Date can 9t1009 07/25,2011 Jz —d . Date - ee 'relieve* side forums corrections) (ll3 Associate) Install/Er wen purer t of the shoos property -.Date �v� as heed bythe system desk, and certify that tither 1, or A Certified tic it g the irastt5on: . Date q.—=-1.7. '- 09 INSTALLERS BACKFILL NOTIFICATION REQUEST FOR FINAL INSPECTION TO: Name of owner Site address 41 t{ O 5 j kT *•[k1 s / TL+trk w L ( (as appears on Installation permit) - Installation Permit •()Aaster /Assoclate Installer) (signature of Installer) - was present at this site placing Dor supervising placement Uof final cover on the date indicated (please check appropriate box). Date Backfllied (placement of final cover) Instructions: Certified Installer: /wnf /forms /serrfonn35 /4 -9-91 .+ a van Tic (Designer) F I e.,o vt.'1 j�t�1c4, s~l (tr, / C . Ij 002 Seattle -King County Department of Public Health Erwlrvnnental Health Division x (1) You must place or be physically present on the site to supervise placement of final cover material on the sewage disposal system; (2) This form may be used to certify that you have placed or supervised final cover placement (or you may use the designated space at the bottom of the Installation permit) and to notify the designer that system Is ready for final Inspection; (3) Routing Instructions: upon completion, this form is to be forwarded to the designer. Certified Designer_ (1) Following your final cover Inspection, please attach this form to the permit and as -built certification form and forward to the district office. /04/2009 09:16 FAX 426 432 4461 STUTH CO INC .1OEPQ1TQF WASTE WATER TANK PUBLIC HEALTH AANOONMENT SEATTLE & KING COUNTY . , Instructions for completing form: This form is to be completed by any persons permanently removing a septic tank, seepage pit, cesspool, or other on -site sewage system wastewater tanks from - service. Complete and submit this report to the health officer within thirty (30) days of the abandonment Authority: Chapter 13.04.054 the Code of King County Board of Health, Title 13. Return Completed Form to the Following Address: Date Received: Eastgate Public Health Center 14350 SE Eastgate Way Bellevue, WA 98007 Phone (206) 296 -4932 General Information (Please print): Name of Owner /Occupant of Properly' G{Mr 4 S i Lra. Address: 1 L 0 6 e. Telephone: . • .. ti g d -- i1"7 Date of Report: ( (I ,,,- Wastewater Tank Data: 'ROSS Pumper Name: King County Certification Number_ Comments: 199 ON L A. Type of Sewage Tank: i/ Septic Tank Pump Tank Holding Tank Other_ Number of Compartments Pumped: Number of Gallops Pumped: Checklist Item Yes Septage removed by an approved p Tank lid removed or destroyed? !/ Tank void filled with compacted soil? 1/' No Not Applicable Comments Reason for wastewater tank abandonment: Property being served by public sewers Property being served by replacement tank 6(T1 .4_ v iaC /so( uuks puyiir re v pco7tel Forms /sewage/form_9 Report or Wastewater Tank Abandonment. Print Data 5/12/99 2001 utssnoJ pcolp3C 1:3Atuiict1 M441)! Al 4607 .4, non :HKS /S17PS/ HST /LSTA/LSTUMST /MSTA/MSTC /MSTI Strap Ties to bc • �p • • • • • i • • •r-• •r• • • •- T NI MSTC28 HRS fie roll over images below to see larger image ST2115 HRS416Z HTP37Z Typical MSTI Installation (MIT hanger shown) LSTI similar Page 2 of 10 CORRECTION REVISION NO I REVIEWED FOR CODE COMPLIANCE ST APPROVED JUN 12 2009 City of Tukwila BUILDING DIVI InN RECEIVED JUN 10 2009 PERMIT CENTER http: / /www.strongtie.com /products /connectors/HRS- ST -PS- HST - LSTA.asp 6/2/2009 HRS/ ST/ PS/ HST/LSTA/LSTUMST/MSTA/MSTC/MSTI Strap Ties Page 3 of 10 23V End Distance Nails are not required in the rim board area. When nailing the strap over oSBlplyxrood, use a 2w long nail minimum. Floor -to -Floor Clear Span Table: Typical LSTI Typical HRS Installation Installation PS roll over images below to see larger image Typical LSTA Installation (hanger not shown) Bend strap one time only Model No. PS218 PS418 7 ga PS720 Material Thickness Gauge Typical Detail with Strap Installed Over Sheathing Typical PS720 Installation Di m. W 2 4 63', L 18 18 20 Bolts mY 4 4 8 Dia 3 Ya 44 fz PS strap design loads must be determined by he Designer for each installation. Bolts are installed both perpendicular and parallel -to- grain. Hole diameter in the part may be oversized to accommodate the HDG. Designer must determine if the oversize creates an unacceptable installation. roll over images below to see larger image Floor -to -Floor Tie Installation showing a Clear Span a top http: / /www.strongtie.com /products /connectors/HRS- ST -PS- HST- LSTA.asp 6/2/2009 Made! No. Da Dimensions Fasteners (Total) Allowable Tension Loads Allowable Tension Loads (SPF/HF) W t Nails Bolts Nails Bolts Nails Bolts Qty Dia (160) (160) (160) (160) MST27 2146 27 30 -16d 4 Y 3700 2165 3200 2000 ravw. 4080 _ -- 30 MST48 2%e 48 50 -16d 8 Y 5310 3675 5110 3410 MST60 10 2146 60 68 -16d 10 1 6730 4485 6475 4175 MST72 23/46 72 68 -16d 10 Y 6730 4485 6475 4175 HST2 7 21 211/2 — 6 % — 5220 — 4835 HST5 5 211/2 — 12 % — 10650 — 9870 HST3 3 3 251/2 — 6 % — 7680 — 6660 HST6 6 251 — 12 % — 15470 — 13320 rues/ s 1 /Ys/rig 1 /Ls 1 A/Lb 1 1/M S 1 /MS 1 A/MS 1 C; /MS 11 Strap "l les 1. Loads include a 60% load duration increase on the fasteners for wind or earthquake loading 2. 10dx1 1/2" nails may be substituted where 16d sinkers or 10d are specified at 100% of the table loads except where straps are installed over sheathing. 3. 10d commons may be substituted where 16d sinkers are specified at 100% of table loads. 4. 16d sinkers (0.148" dia x 3 1/4" long) or 10d commons may be substituted where 16d commons are specified at 0.84 of the table loads. 5. Use half of the nails in each member being connected to achieve the listed loads. 6. Tension loads apply for uplift when installed vertically. 7. NAILS: 16d = 0.162" dia. x 3 1/2" long, 16d Sinker = 0.148" dia. x 3 1/4" long, 10d = 0.148" dia. x 3" long, 10dx1 1/2 = 0.148" dia. x 1 1/2" long. See other nail sizes and information. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. • Page 6 of 10 1. Loads include a 60% load duration increase on the fasteners for wind or earthquake loading 2. 10d commons may be substituted where 16d sinkers are specified at 100% of the table loads. 3. 16d sinkers (0.148" dia. x 3 1/4" long) or 10d commons may be substituted where 16d commons are specified at 0.84 of the table loads. 4. Allowable bolt loads are based on parallel -to -grain loading and these minimum member thicknesses: MST -2 1/2 "; HST2 and HST5 -4 "; HST3 and HST6 -4 1/2 ". 5. Use half of the required nails in each member being connected to achieve the listed loads. 6. Straps not installed over sheathing with 10d (0.148 dia. x 3) nails specified may be substituted with 10dx1 1/2 (0.148 dia. x 1 1/2) with no reduction in load. 7. Tension loads apply for uplift as well when installed vertically. 8. NAILS: 16d = 0.162" dia. x 3 1/2" long, 16d Sinker = 0.148" dia. x 3 1/4" long, 10dx1 1/2 = 0.148" dia. x 1 1/2" long. See other nail sizes and information. Code Reports (PDFs): . top LEGACY REPORTS IAPMO ES ICC -ES ESR CITY OF LOS ANGELES STATE OF ICC -ES ICC -ES ER FLORIDA NER ICC -ES ER ES FIRS See specific model numbers for code listings. HRS12 FL11470 HRS416Z No code listing: Please Qon� for test data. HRS6 FL11470 HRS8 FL11470 HST See specific model numbers for code listings. FIST See specific model numbers for code listings. HST2 ESR -2105 / ESR -2523 * RR25119 / RR25713 F110852 HST3 ESR -2105 / ESR -2523 * RR25119 / RR25713 FL10852 HST5 ESR -2105 / ESR -2523 * RR25119 / RR25713 FL10852 http: / /www.strongtie.com /products /connectors/HRS- ST -PS- HST- LSTA.asp 6/2/2009 r ■ A ti CORRECTION LTR # .��. REVISION N�L 1)0 LI2 City of Tukwila BUILDING DIvIeinto RECEIVED JUN 102019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 2 2009 1)unn - Item Detail ,Products " - :Account Services Customer Services Locations ;- ontact tit esources ; ,Company _-The Green Team 'Jobs at Dunn Olson Lumber Dunn Lumber Access Account Login Categories Home 3M Abrasives 3M Miscellaneous 3M Personal Safety Products 3M Tapes/Masking Paper Bio -Wash Buckets /etc. Daly's DAP Deck Care Promo 2009 Deft Duckback Masonry Products EnviroCare/ForSite Fixall Etc GACO Generic Paints & Stains Goof Off I1 i ax Ja sco Leaktite McCloskey Minwax Minwax Expanded Set Miscellaneous Abrasives Miscellaneous Applicator/Tool Miscellaneous Cleaner /Solvent Miscellaneous Sundries Olympic Deck Stain c Oly Prim Miscellaneous ecoat Olympic Semi -Trans. Oil Stain Olympic Wood Sealers Penofm Penofin Special Order Recochem Seymour Shurlinp Spantex Deck Coating System $pantex Special Order Superdeck/Duckback Products TWP TWP Special Order Varathane/WATCO Wolman Products Wood Care Systems Woodlife Wooster Zehrung Primer - Sealers Zinsser Z -PRO Zynolyte Shopping Cart Your cart is empty - Paints/Stains/Accessories ONE Details STIR WELL! See 1- gallon for more information price per gallon is 22% less than single gallon price Prices subject to change without notice. Building green? This sticker shows your support or sustainable forests Search Our Products � - Spantex Deck Coating System Promotions Deck Stain & Cleaner Promotion Product Code: TEX2045 Description: Roll Tex Coating - Gray - 5gal Stir well; ask about "Hardel plywood" Retail Price: $418.75/EACH Quantity: I Add to Cart PLEASE NOTE: We distribute inventory between our stores according to local demand for any given item. If you are planning to purchase a product at your local Dunn Lumber store, please call to verify that it is in stock and available for immediate pick -up. a it ..,1naL,51P2 W P in9di=9M. —a-I m Great Stuff I a; 1 Dynaflex 230 White 4PACK 0 Page 1 of 2 C a�atotoo t pfliaa MISMACII "Arx rv.. •.wt..ioi,. n."rew Spring/Summer 2009 Y.O w..MaSodlMelSIX� Promotions All Deck Stain & Cleaner Promotion Great Stuff Dynaflex 230 White 4PACK Spring/Summer 2009 GO http: / /store. dunnlum.com/builderwire20/ common / store /itemdetails.aspx ?categoryid =3 86 &it... 6/8/2009 HUCQ Heavy Duty Joist Hangers t - M • HUCQ Heavy Duty Joist Hangers The HUCO series are heavy duty joist hangers that incorporate Simpson Strong -Tie® Strong -Drive® wood screws (SDS). Designed and tested for installation at the end of a beam or on a post, they provide a strong connection with fewer fasteners than nailed hangers. See structural composite lumber hangers. Material: 14 gauge. Finish: Galvanized. Some products available in ZMAX® coating. Installation • Use all specified fasteners. See General Notes. • Install Simpson Strong -Tie SDS 1/4"x2 1/2" wood screws, which are provided, in all round holes. (Lag screws will not achieve the same load. • For use on solid -sawn wood members. Options: These hangers cannot be modified. Gallery: Load Table: See code report listings below HUCQ410 roll over images below to see larger image Typical HUCQ Installation on a Post CQRRECION LTR# REVISION N0:! Li 2.24 http: / /www.strongtie.com /products /connectors/HUCQ.asp www.strongtie.com �► installation video Load Table Gallery of images Code Reports Drawings Catalog Page Related Categories Help for downloads Typical HUCQ Installation on . top .top rage i or 3 SIMPSON strungerie • EVIEWED FOR CODE COMPLIANCE APPROVED JUN 12 2009 City of Tukwila BUILDING D1VISI N RECEIVED JUN 10 2009 PERMIT CENT& 6/8/2009 Model No. HUCO310 - SDS Dimensions Fasteners Allowable Loads W 2 i H a 8 i,_ .__ 9 3 Face ...__�_ . _s ___.. 8 - SOS Y4 'x2'h' Joist ...__. - .- _ .._ 4- SOS'hx2' /i OF/SP SPF /HF Uplift Floor Snow ._ (too) (too) (tls) 4. 13;'0 3 ; i .59 =' I Roof (125) 39(,'`J Uplift ! Floor (160) (too) n5 2 24E, - Snow (its) :; -� Roof (125) HUCO210 -2 -SOS 3% 9 `. 3 Y 12 -SOS x2 ' Y: 6 -SOS x2' /: a r :. 4885 4955 4955 1805 :!3,') 3570 3570 HUC0410•SOS 3' /s 9 1 3 12•SDS Wx2W 6•SDS Wx2'h' 2510 158c 4955 4955 Ian 33 II 3570 3570 HUC04124DS • 3 /�s 11 I 3 14 -SOS Wx2Y+' 6 -SOS Y: x2'W 2510 5a0C1 5560 5560 18(1:5 r 39.. n i 4005 4005 HUCO210 -3•SOS 4% 9 l 3 12 - SOS Wx2Yi 6 Y: x2'h' 251n •V.ac 4955 ; 4955 13(15 33 3570 3570 TQV05 Y S . 7::. " "3'"" " .. 12-SOS'10214 : , )IPSDS 4`x2% '`2520"` # 4c6 I :715 'a 1815 I 0 327:1 15 HUC0612 -SDS 5 11 3 14 -SOS Wx23W' 6 -SOS Wx21h' 252( 1 5315 I 5315 1315 1815 °. 3855 5825 3325 HIJCQ Heavy Duty Joist Hangers ■ top 1. Uplift loads have been increased 60% for wind or earthquake loading, with no further increase allowed. 2. See additional engineered wood product sizes. 3. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands /veneers. Values in the tables reflect installation into the wide face. See technical bulletin T- SCLCOLUMN for values on the narrow face (edge). Code Reports (PDFs): LEGACY REPORTS rage z of IAPMO ES CITY OF LOS STATE OF ICC -ES NER ICC -ES ER ICC -ES ES ER ICC -ES ESR ANGELES FLORIDA HUCQ See specific model numbers for code listings. HUCQ210- 2SDS2.5 No code listing. Please contact us for test data. HUCQ210- 3- SDS2.5 No code listing. Please contact us for test data HUCQ310SDS2.5 No code listing. Please contact us for test data. HUCQ410- SDS2.5 No code listing. Please contact us for test data. HUCQ412SDS2.5 No code listing. Please contact us for test data. HUCQ5.25111 SDS2.5 No code listing. Please contact us for test data. HUCQ5.25 /9SDS2.5 No code listing. Please contact us for test data. HUCQ610SDS2.5 No code listing. Please contact us for test data. HUCQ612- SDS2.5 No code listing. Please contact us for test data. • ESR -2523 is an Index of many of Simpson Strong -Tie Stamped and Welded Cold - formed Steel Products for Wood or Cold- formed Steel Construction Drawings: To download drawings, right or Ctrl on the link, then choose "Save Target As..." .top DWG Download the Simpson Orthographic HUCQ310 HUCQ310 front view HUCQ310 left view AutoCad Menu HUCQ310 right view HUCQ310 top view HUCQ410 HUCQ410 front view HUCQ410 left view HUCQ410 right view HUCQ410 top view HUCQ210 -2 HUCQ210 -2 front view HUCQ210 -2 left view HUCQ210 -2 right view HUCQ210 -2 to view HUCQ210 -3 HUCQ210 -3 front view HUCQ210 -3 left view HUCQ210 -3 right view HUCQ210 -3 top view HUCQ5.25 -9 HUCQ5.25 -9 front view HUCQ5.25 -9 right view HUCQ5.25 -9 top view HUCQ5.25 -11 HUCQ5.25 -11 front view HUCQ5.25 -11 left view HUCQ5.25 -11 right view HUCQ5.25 -11 top view HUCQ610 HUCQ610 front view HUCQ610 left view DXF HUCQ610 right view HUCQ610 top view HUCQ612 right view HUCQ612 top view HUCQ612 front view HUCQ612 left view http: / /www.strongtie.com /products /connectors/HUCQ.asp 6/8/2009 , HUCQ Heavy Duty Joist Hangers Orthographic HUCQ310 HUCQ310 front view HUCQ310 left view HUCQ310 right view HUCQ310 top view HUCQ410 HUCQ410 front view HUCQ410 left view HUCQ410 right view HUCQ410 top view HUCQ210 -2 HUCQ210 -2 front view HUCQ210 -2 left view HUCQ210 -2 right view HUCQ210 -2 top view HUCQ210 -3 HUCQ210 -3 front view HUCQ210 -3 left view HUCQ210 -3 right view HUCQ210 -3 top view HUCQ5.25 -9 HUCQ5.25 -9 front view HUCQ5.25 -9 right view HUCQ5.25 -9 top view HUCQ5.25 -11 HUCQ5.25 -11 front view HUCO5.25 -11 left view HUCQ5.25 -11 right view HUCQ5.25 -11 top view HUCQ610 HUCQ610 front view HUCQ610 left view HUCQ610 right view HUCQ610 top view HUCQ612 front view HUCQ612 left view HUCQ612 right view HUCQ612 top view Catalog Pages (PDFs): C -2009 (Wood Construction Connectors). page 60 Related Categories: Face Mount Hangers for Solid Sawn Lumber (Wood Construction) Face Mount Hangers for Engineered Wood Products (Wood Construction) Technical Bulletins (PDFs): Connectors Installed on SCL Columns Need help with downloads? rage .3 01 .3 A top Order free catalogs by mail . top . top . top Printed June 8, 2009 from http:// www. strongtie. com/products/connectors/HUCQ.asp ® 2009 Simpson Strong-71e® http: / /www.strongtie.com /products /connectors/HLJCQ.asp 6/8/2009 V fig � ;i , F esvl ,► 13&W P,'1 J2at - .G t o s ig " 8 4 C) -1 m < OFn < ® >O 0 m /p'jxI P" - Ve 7 i V P al 0 ists4Jit/1 cc (//,9e/ , 3r QTY UNIT ITEM # ITEM DESCRIPTION PRICE EXTENSION 1.00 1.00 EACH EACH GOLD15 GOLD45 Poly -iso Foil Faced 1 -1/2" R-9.6 %) Poly -iso Foil Faced 4.3" R -30 31.5300 91.1400 Quote Expires �0 72 8 91.14 06/08/09 QUOTE ONLY LOADED BY Sales total $122.67 Sales tax 11.65 SHIP VIA WILL CALL COMPLETE AND IN GOOD CONDITION Taxable 122.67 Non- taxable 0.00 Tax # RECEIVED X Weight: 26 lbs. r'l 10TIIAACC ill Ir1TC Qnr tin t/n rri DI, VARI1 TOTAL $134.32 Normandy Park Renton Shoreline Seattle (206) 242 -1010 (425) 255 -3429 (206)542 -2164 (206) 632 -2129 Page 1 Bellevue (425)643 Greenlake (206) 523 -7777 SOLD TO: *CASH *TAXABLE *WILL -CALL* CUSTOMER #: SS1 DUNS L-„,„ LUMBE'• BUILDING FRIENDS SINCE 1907 Boulevard Park Everett (206)241 - 0409 (425) 353 Kirkland Lynnwood Marysville (425) 823 (425) 742 - 4646 (360)659 - 6253 CUSTOMER PO: «< QUOTE »> We supplied the cabinets for some of the area's finest kitchens For details, call Jim at Normandy Park. Dennis at Greenlake, or Julie at Bellevue T 503 f:popdunn4 SHIP TO: ORDER BY: TIME: SHIP DATE: INVOICE DATE: SOLD BY: *CASH *TAXABLE *WILL -CALL* Quote # 00030720 15:51:47 06/01/09 06/01/09 07111 Ellen Terwillegar SHIP VIA: WILL CALL This is a material QUOTE only. No materials will be loaded from this form. ' ax8- TDi'S f Trea &/ Pe;G : i 8 fee Pe % %'( at,et Pt' (I 1 P 3 S ;au/ c -tair 51 jvq I L L p e Ia: REVIEWED FOR CODE COMPLIANCE APPROVED JUN 12 2009 City of Tukwila BUILDING DIVISION j /G/ Std /' of v oy (;01,4,,,/ )( ✓e4.0 �� � aG geoini 9 ° "4" REVISION N0:1 Doi - LI 21 i a/ CORRECTION LTR # o/ RECEIVED JUN :10. 2009 PERMIT CENTER J P iet AB /ABA /ABE /ABU Adjustable and Standoff Post Bases Also see additional standoff bases. The AB is an adjustable post base which offers moisture protection and finished hardware appearance. These post bases feature 1" standoff height above concrete floors, code- required when supporting permanent structures that are exposed to the weather or water splash, or in basements. They reduce the potential for decay at post and column ends. Material: AB - 12 gauge plates; 16 gauge base cover; all others - see table. Finish: Galvanized. Some products available in ZMAX® coating; see Corrosion Information. Installation: • Use all specified fasteners. See General Notes. • Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not recommended for non top- supported installations (such as fences or unbraced carports). • AB supplied as shown; position the post, secure the easyaccess nut over the supplied washer, place the standoff base, then bend up the fourth side and nail all sides. • AB, ABA, ABE and ABU - for pre -pour installed anchors. For epoxy or mechanical anchors, select and install according to anchor manufacturer's recommendations; anchor diameter shown in table. • Products require washers between the nut and the base. Washers are supplied with all products except ABA's which require a standard cut washer. • Refer to Anchor Designer Software"' for ACI 318 for anchoring solutions. Gallery: roll over images below to see larger image ABU44 ABE44 (other sizes ABE46,46R.66 similar) and 66R supplied with washer AB www.strongtie.com Load Tables Gallery cf images Code Reports Drawings Catalog Page Anchoring Solutions Related Categories Technical Bulletins Fliers Featured Literature Help for downloads . top ABU88 2 Load Transfer Plates Supplied ABA44 Typical AB Installation Typical ABE46R (other sizes Anchor Boit per Desginer cr Installation for similar) consult Anchor Designer Rough Lumber U S. Patent Software*" for ACI 318 (ABE similar) 5.333 435 SIMPSON http: / /www.strongtie.com/ products /connectors /ab- aba- abe- abu.asp 6/2/2009 AB /ABA /ABE /ABU Adjustable and Standoff Post Bases Also see additional standoff bases. The AB is an adjustable post base which offers moisture protection and finished hardware appearance. These post bases feature 1" standoff height above concrete floors, code- required when supporting permanent structures that are exposed to the weather or water splash, or in basements. They reduce the potential for decay at post and column ends. Material: AB - 12 gauge plates; 16 gauge base cover; all others - see table. Finish: Galvanized. Some products available in ZMAX ®coatiny; see Corrosion Information. Installation: • Use all specified fasteners. See General Notes. • Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not recommended for non top- supported installations (such as fences or unbraced carports). • AB supplied as shown; position the post, secure the easyaccess nut over the supplied washer, place the standoff base, then bend up the fourth side and nail all sides. • AB, ABA, ABE and ABU - for pre -pour installed anchors. For epoxy or mechanical anchors, select and install according to anchor manufacturer's recommendations; anchor diameter shown in table. • Products require washers between the nut and the base. Washers are supplied with all products except ABA's which require a standard cut washer. • Refer to Anchor Designer Software TM for ACI 318 for anchoring solutions. Gallery: Washer Supplied J ABU44 ABE44 (other sizes ABE46.46R.66 similar) and 66R supplied with washer. ABA44 ;other sizes similar) U S Patent 5 333 4 35 roll over images below to see larger image AB Typical AB Installation. Anchor Bolt per Desginer or consult Anchor Designer Software"' for ACI 318. www.strongtie.com Load Tables Gallery of images Code Reports Drawings Catalog Page Anchoring Solutions Related Categories Technical Bulletins Fliers Featured Literature Help for downloads a. top ABU88 2 Load Transfer Plates Supplied Typical ABE46R Installation for Rough Lumber (ABE similar) 1 C16%.. 1 Vl J SIMPSON http: / /www.strongtie.com/ products /connectors /ab- aba- abe- abu.asn 612/7009 • ALA/ Al7L/ AL V A\iJ uaxlaVz . wn . V uaaluvaa 1 vJa a.iwavv 1 - Load Tables: See code report listings below These products rue a,'a0'ib!e with additional Corrosion protection Add'lional products on tinS page may also be available with this option. chec>i with Simpson Stronq-Tie for details. Model Dimensions Anchor No. W L H Dia. :Fasteners AB4 -1 3" ,.. 3" ,.: 2'.:: AB44R 4 4 :,,, AB46 3 5 3 AB46R 4 6 2 "':6 A6654 5 974 ; 1- 3 A866R 6 6 2' =' Code Reports (PDFs): 8 -10d 8.10d 8.10d 8 -10d 1 8 - 10d 8.10d 1. Loads may not be increased for short-term loading. Material Dimensions Fasteners Model Nominal Post M No. odel Base Strap W L H HB' Anch. Machine Size (Ca) (Ga) Dia. Nails Bolts Qty. Dia. ABA44 4x1 16 16 3' 3 3 ;.. — 6-10d — — Et ABE -11 .lx -1 16 16 3' 3 2' t 6-101 A81i44 4x4 16 12 3 3 5'. 1'.. 12-16d 2 ABA44R RGH4x4 16 16 4 . 3 2'... — ' 6.10d -- — ABE44R RGH 4.44 16 16 4 3 : 2'.. — '. 6.10d — — Ing 6 . .� 8 -16d HBE;F 4x6 12 16 3 5.,.. -- -- -- a ABA' 6 4x6 . 14 14 34.. 5' 3 — 8 -16d _ - ABU46 4x6 12 12 3 5 7 7`. 12-16d 2 ABE46R RG H 4x6 12 16 4''... i 5 3' . — . 8.16d , — — ABA461? RGH 4.6 14 14 4' ..: 5'..5., 2!:. — 8 -16d — - ABA66 5x6 1.1 14 5 , 5'. 3'. - 8-16d . a A8E66 6x6 12 14 5': 57i.. 3': — 8-16d — - ABU'66 6x6 12 10 5'.. 5 6"... 1'1 - 17 -16d . 2 ABA66R RGH 6x6 14 14 6 5'; lc 2?,-. — ',. 8 — — ABE66R RGH 6x6 12 14 6''... 5'. ,.. 2'b — 8-16d — — - , ABU88' 8x8 14 12 t': 7 7 — 2 -.. 18 -16d AE1188R` RGH8x8 14 12 8 i 7 7 — 2 - 18-16d — — IAPMO ES ICC -ES ESR ER Allowable Download (100) 4065 4065 4165 4165 5335 5335 CITY OF LOS STATE OF ANGELES FLORIDA AB See specific model numbers for code listings. 555 - 6000 520 6665 2200 2160 6665 555 -- 8000 400 — 6665 810 -- 7335 700 — 9435 2300 2300 10335 a top Allowable Loads (OF /SP) Uplift (160) Down Nails Bolls (100) 810 — 7335 700 — 12000 720, 10665 900 — 12300 7300 7300 12700 720 — 12665 900 12000 2320 24335 2320 — 24335 1. Uplift and lateral loads have been increased for wind or earthquake load durations; no further increase allowed; reduce where other load durations govern. 2. Downloads may not be increased for short-term loading. 3. Specifier to design concrete for shear capacity. 4. ABU products may be installed with either bolts OR nails (not both) to achieve table loads. ABU88 and ABU88R may be installed with 8 -SDS 1/4 "x3" wood screws (sold separately) for the same table load. 5. For AB bases, higher download can be achieved by solidly packing grout under 1" standoff plate before installation. Base download on column, grout, or concrete according to the code. 6. FIB dimension is the distance from the bottom of the post up to the first bolt hole. 7. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands /veneers. For SCL columns, the fasteners for these products should always be installed in the wide face. 8. NAILS: 16d = 0.162" dia. x 3 1/2" long, 10d = 0.148" dia. x 3" long. See other nail sizes and information. A top ICC -ES NER ICC -ES ER ICC -ES ES httD : / /www.stronatie.com/nroducts /connectors /ab- aba- abe- abu.asp 6/2/2009 9046 h 13c�wc�� coRR tTRk1.. lEVISIQN NO 1 1)07- Z 0 et 1 , /,/ ig PxG J/Y Sr+`i / G�DX Civc,. 13 i »1 /�/ �''� 44v6 11 � ' 64 / v t H zed 6rode 5) cb 5 Gµ ✓ , — . - - - - - 4 , i __p•s f F 1,366 Post ", Ci / 01 ;0 3 ice/ ()q'' F-14 /e r.,„ist g 7 as stie�� pi 0G G F o 4t 4 ad Aft 'f 6 n r� iNt !�0 /1001 °/ p A 40-aa c e REVIEWED FOR CODE COMPLIANCE APPROVED JUN 12 2009 ' b ,�,e G 6 City of Tukwila V grr/ 1 P1R ""'�" ` >< 130fLVNG DIVISION r � � (� �c I1 oc k C L vdiZECEIVED ,,kei do f 87'"1 JUN :10 2009 fi 3sm- 11" gc t _ 3 4 �� f PERMIT CENTEr • I /-0 A7 4'1991 ig/s 7r2mV 4 4 J,' x8 C5. w Et* o 01, 0 Lll CC • 4 0 BC /BCS Post Caps The BCS allows for the connection of 2 -2x's to a 4x post or 3-2x's to a 6x post Double -shear nailing between beam and post gives added strength! The BC series offers dual purpose post cap/base for light cap or base connections. Material: 18 gauge Finish: Galvanized. Some products available in ZMAX® coating and stainless steel; see Corrosion Information. Installation: • Use all specified fasteners. See General Notes. • Do not install bolts into pilot holes. • BCS: install dome nails on beam; drive nails at an angle through the beam into the post below to achieve the table loads • BC: install with 16d commons or 16dx2 1/2" joist hanger nails. • Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not recommended for non top - supported installations (such as fences or unbraced carports). • To tie multiple 2x members together, the Designer must determine the fasteners act as one unit without splitting the wood. Gallery: Load Table: See code report listings below http://www.strongtie.com/productsiconnectors/BC.asp P ce„,/a , (1 BC4 Cap / Base BC8 Cap/ Base BC60 Half Base (BC6 similar) (other similar) BCS2 -2'4 U S Patent 5 603 580 Load Table Gallery of images Code Reports Drawings Catalog Page Related Categories Technical Bulletins Fliers Help for downloads required to join members to roll over images below to see larger image www.strongtie.com Typical BCS Installation . top . top SIMPSON 6/2/2009 T • at these products ale available ;:rift additional col rosier; protection Additional products on t /u.s Ave may also be al, ;aU, this option clieck l,ith Simpson Shorty -Tie tot details. Model Dimensions Fasteners Allowable Loads (160) Ho WI W2 L1 L2 H1 H2 Beam Post Base Flange Flange Bottom Uplift Lateral CAPS 8C4 3'. /,e: 3 2'.'F 2'.a i 3 3 6.16d 6 -16d — 8C46 3.7;,e 5'.2 C 'g 27.a i 31/2 2 '' . 12164 6-16d — BC4R 4 4 4 4 t 3 3 12-16d . 12-16d , a 11106 4 3/4 3/4' 4 33 33/4 112 -16d ' 12 -16d — BC6R . 6 6 6 6 3 3 1? -161 12.161 BC8 7', 71; 7': 7 4 4 12 -164 12.16d .. - BCS2 -2/4; 3'.a .3 . 2'F 21 ;2 2'bi5 8.10d 6.10d . — at . BCS2 -3/6 4? 5 Pa 2'fa 1 3'+6 2'''i6 12 -16d 6-16d — BASES BC 3 — 3':a — i 2!:: — — 6 -16d 4 -16d BC4OR 4 . — 4 - 3 --- --- . 6.16d 4.16d BC460 51/2 , — IN — 3 - - 6 -16d , 4 -16d fie BC60 5'. — 5';. — 3 • 6.16d : 4.16d BC60R 6 — _ 6 — 3 — — 6.16d 4-16d BC80 7'::, — : 4 - - 6 -16d : 4 -16d BC8OR 8 -- 8 — ; 4 --- - -- 6.16d 4.16d Code Reports (PDFs): IAPMO ES ICC -ES ESR ER 980 1000 980 1000 980 1000 1050 2000 1050 2000 1800 2000 780 1025 800 1495 510 735 510 735 450 735 450 735 450 735 450 735 450 735 a6a. vl •t 1. Allowable loads have been increased 60% for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 2. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands /veneers. Values in the tables reflect installation into the wide face. See technical bulletin T- SCLCOLUMN for values on the narrow face (edge). 3. Base allowable loads assumes nails have full penetration into supporting member. Loads do not apply to end grain post installations. 4. NAILS: 16d = 0.162" dia. x 3 1/2" long, 10d = 0.148" dia. x 3" long. See other nail sizes and information. CITY OF LOS STATE OF ANGELES FLORIDA BC See specific model numbers for code listings. BC4 ESR -2604 / ESR -2523 * RR25076 / RR25714 FL10860 BC40 No code listing: Please contact us for test data. BC4OR No code listing: Please contact us for test data. BC4OSS No code listing. Please contact us for test data. BC4OZ No code listing: Please contact us for test data. BC46 ESR -2604 / ESR -2523 * RR25076 / RR25714 F110860 BC460 No code listing: Please contact us for test data. BC4R ESR -2604 / ESR -2523 * RR25076 / RR25714 FL10860 BC4SS No code listing. Please contact us for test data. BC4Z ESR -2604 / ESR -2523 * RR25076 / RR25714 FL10860 BC6 ESR -2604 / ESR -2523 * RR25076 / RR25714 FL10860 BC60 No code listing: Please contact us for test data. BC6OR No code listing: Please contact us for test data. BC6OZ No code listing. Please contact us for test data. BC6R ESR -2604 / ESR -2523 * RR25076 / RR25714 FL10860 BC6Z ESR -2604 / ESR -2523 * RR25076 / RR25714 FL10860 A. top LEGAC' REPORTS ICC -ES NER ICC -ES ER ICC -ES ES http : / /www.strongtie.com/products /connectors /BC.asp 6/2/2009 Mr. Allen Johannessen Tukwila Building Division May 23, 2009 The stairway has been dimensioned. F Desi 3333 228 Street SE Bothell, WA 98021 425 - 486 -6704 Ref: Tukwila Building Division letter of May 12, 2009; Subject: Permit # D08 -424, Silvia Residence Exhaust fans have been indicted for the full and half bath on the first floor as well as smoke alarms. bOT REVISION NO..L REVIEWED FOR CODE COMPLIANCE APPROVED JUN 12 2009 City of Tukwila BUILDING DIVISW)'I This is an attempt to clarify changes to the drawings prepared by us for Mr. Silva. Mr. Silva has received conflicting but well intentioned guidance from Tukwila City staff regarding the renovation of the structure in question. In the beginning of the renovation process and before we drew the first line on paper, we met with City of Tukwila staff to insure the project was viable. We have since designed the project three times based on continuously evolving criteria provided by the City. Given the complexity of the above, we will strive to answer your concerns regarding the current state of the renovation. As we predicted at the onset of design, little is left of the original structure. The decisions to be made now are actually addressing the issue of what is to be permitted as the final product. The foundation connections, those requiring a Simpson HST37 Steel strap, were shown on the drawings on the west side of the structure. They were intended for and were installed on the East side. No addition openings were added to the building. My design decreased the number of openings to better accommodate the revised floor plan. Someone, and I am uncertain as to the identity of the individual, demanded the replacement of the windows in as close to the original as possible. We have calculated the available exterior wall on each side that can be braced to create shear walls. Please see the Excel printout attached. It appears the structure will meet the prescriptive requirements for shear walls: however, given the old materials in the west and south walls, the OSB bracing must be attached to the inside of these walls. In addition a Simpson HD5A should be installed at 6 feet on center and connected to the anchor bolts which we have required at 6 feet on center. We have advised Mr. Silva that he attic should be used for storage only until a city sewer line is installed in 51st Avenue. The walls have been framed; however, only two doors will be installed at the top of the stairway. , RECEIVED MAY 2 6 2009 PERMIT GENT& Length of Wall Width OF Openings Width OF Openings Width OF Openings Width OF Openings Length Available to Resist Shear Length Available, % of Total Wall NORTH EAST SOUTH WEST 44.00 24.00 44.00 24.00 2.50 5.00 5.00 5.83 4.00 3.00 6.00 5.83 5.00 3.00 5.00 37.50 16.00 23.00 9.33 85.23% 66.67% 52.27% 38.89% o 1 1;: 'fir • l^ I ExP' =_.3 The deck has been detailed as requested. The elevations have been updated. Notes on the epoxy grouting have been added to the drawings. If here is a need for clarification please contact us at 425 - 486 -6704, or email to hfleeger @msn.com. Howard W. Fleeger, P.E. of 1 4 0 ? 4 , I • • 0 Uniformly Loaded Floor Beam( 2006 International Building Code (05 NDS) 1 Ver: 7.01.14 By: Howard W. Fleeger , H F Designers on: 04 -01 -2009: 2:37:07 PM Project: basement beam - Location: east and west of basement Summary: 5.5 IN x 9.5 IN x 8.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 12.3% Controlling Factor: Section Modulus / Depth Required 8.96 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): REVIEWED FOR Area (Shear): CODE COMPLIANCE Moment of Inertia (Deflection): APPROVED JUN 12 2009 REVISION N0:1 City of Tukwila BUILDING DIviRintiECEIVED MAY 119 PERMIT CENTER b O7 LjjLJ M= Sreq= S= Areq= A= keg= I= 0.03 IN 0.09 IN = U1109 0.12 IN = U793 1920 LB 765 LB 2685 LB 0.78 IN 8.0 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 6.0 FT 40.0 PSF 15.0 PSF 6.0 FT 1.00 0 PLF 480 PLF 11 PLF 191 PLF 671 PLF 875 PS 170 PS 1300000 PS 470000 PS 625 PS 875 PS 73.65 82.73 19.43 52.25 127.59 392.96 170 PS 5371 FT -LB 2202 LB EX i'ir�c, N3 N3 N2 N2 N4 N4 fit) j oN` l /__ • c • , / ti • Project: - Location: Summary: 5.5 IN x 11.5 IN x 6.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 12793.5% Controlling Factor: Section Modulus / Depth Required 1.31 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =0.90 CF =1.00 Fv': Adjustment Factors: Cd =0.90 Design Requirements: Controlling Moment: 3.0 ft from left support Critical moment created by dead loads only on all span(s). Controlling Shear: V= At a distance d from support. Critical shear created by dead loads only on all span(s). Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Uniformly Loaded Floor Beamf 2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: Howard W. Fleeger , H F Designers on: 04 -01 -2009 : 3:16:42 PM Fv'= M= Sreq= S= Areq= A= I req= I= 0.00 IN 0.00 IN = U1118930001 0.00 IN = U163184 0 LB 41 LB 41 LB 0.01 IN 6.0 FT 0.0 FT 360 240 100.0 PSF 50.0 PSF 0.0 FT 100.0 PSF 50.0 PSF 0.0 FT 1.00 0 PLF 0 PLF 14 PLF 14 PLF 14 PLF 875 PS 170 PS 1300000 PS 470000 PS 625 PS 788 PS 153 PS 0.94 121.23 0.28 63.25 1.03 697.07 62 FT -LB 29 LB N3 N3 N2 N2 N4 N4 Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live, psf Dead, psf Width, ft Load, plf Load, pi. Load, plf. Roof Loads (not including snow) I - - - Roof Snow (only) 0.00 ft - - Floor 3 Loads - - - - - - 78.0 lb/ft 78.0 lb/ft 19.5 lb/ft - _ - - Floor 2 Loads Floor Loads 60 psf 15 psf 1.30 ft Wall Dead Load Other 'pst load and trib. width Additional 'pit Unif. Live Loads. Additional 'plf Unit Dead Loads. Desa•mpt'l: 1 Descrip'n,.opt'I: I I Load Subtotals 78.0 lb/ft 78.0 lb/ft 19.5 lb/ft Total Adjusted Uniform Loads w 78.0 lb/ft wo = 19.5 lb/ft Combined Total Uniform Load wu = 97.5 Ib/ft 4x And Smaller (Lumber) 5x And Laraer (Timbers) Lumber Material 1 Douglas Fir -Lardy I v I Timber Material I Douglas Fir - tardy 1.1 Lumber Grade I No. 2 I w I Timber Grade I wale - No. 2 1.1 Repetitive Acceptable Solutions Acceptable Solutions Member Use? 2 x 12 (4) 2 x 6 - - - Slf Wt =O IYes 1 71 (2)2x8 3x8 - Ust properties for what (3) 2 x 6 4 x 8 - - size lumber! 1 (2) 2 x 10 I V I An asterisk • - - Indicates a non - Fb =911 Fv=144 Fcp =625 E =1520000 Sit Wt =O acceptable sol'n List properties for) what size? 16 x 12 I w Fb=700 Fv =136 F cp =625 E= 1235000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade 124F - v4 (DF/DF) 1.1 List properties for what size? - 5 -114" x 9 -114" Acceptable Solutions 2- 11/16" x 9 -1/4" 7" x 9 -114" List glu lam properties for what size glulam? 2.5" x 7.5" 5.125" x 6" 3 -1/2" x 9 -114" Slf Wt= 0 E =0 3" z 8" 6.75" x 7. 8 5" x la• I I Fb=0 Fv=0 Fcp=0 3.125" x 6" 8.75" x 9" I Level. TJI 15" x 10.5" 1 v 1 5" x 6" Web 11 -718" TJt / L65 9-1/2" TJI 110 Fb=2400 Fv =240 Fcp =650 E= 1800000 Fbt =1850 Self Wt=0 Stiffeners? 16" T.11/ L65 9 -112" TJI 210 1.9E Microllam LVL I N o 1 I 16" TJI I L90 9 -1/2" TJI 230 List properties for what 1-3/4" x 7 -1/4" (3)14/4" x 5 -112" I 14" TJI H90 11 -718" TJI 360 size LVL? (2)14/4" x 5 112" I - 1 x 14" 4'1 Fb=0 Fv=0 Fcp =0 E =0 Sir Wt=O 1.55E Timberstrand LSL 1.3E Timberstrand LSL An asterisk • List properties for what I 3 -1/2" x 7 -1/4" ' indicates a non- 1-3/4" x 9 -1/4" List properties fo� (3)13/4" x 8 -1f4" what sae? (2)14/4" x 9 -1/4" Slf Wt= 0 size LSL? acceptable sorn. 1 3-1/2 x 5-1/2" • I V I Fb =0 Fv=0 Fcp =0 E =0 Slf Wt =O 1 -3/4" x 11 -1/4" I r 1 Fb=0 Fv =0 Fcp =0 E =0 (your company] Ccl ii RUCTION ProBeam �L v4.0 Assumodons: Top and bottom must be laterally supported at 4-ft max irdervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong ads only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. pisclalmer. All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam I.D.: Other info.: Sava Residents deck joist Main Span, L = Cantilever (Overhang) Exists? Load Duration Loads From Continuous Member? I'0 Add Self WI? Loads Other Than Uniform Loads? 12.00 ft Main Span Max Allowed Live Deft L / 360 Main Span Max. Allowed Total Deft: L / 240 I I -I Right Cantilever, CR =1 2.00 ft 1 Cantilever Max Allowed Live Deft: CR /: 360 = 0.07 in Cantilever Max Allowed Total Defl: CR /1 240 i = 0.10 in Pitch if Sloped: 1 0.0 :12 1 Live: 1.00 I Ores 0 No I No r - 0.40 in - 0.60 in w ProBeam_v4_0 For Wood and Press Treated? GluLams Only I PreSS Treated I Wet Cond? IDrY 1 -1 Temp Cond. 100 deg F & less W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - Structural Steel Tubes ' HSS5x2x1/8 HSS4x3x1/8 HSS4x4x1/8 HSS5x5x1/8 HSS6x6x1/8 Welded End Plate Caps? I Ya H HSS4x2x1 /4 HSS4x3x1 /4 HSS4x4x1 /4 HSS5xbx1 /4 HSS6x6x1 /4 HSS3x3x3/8 HSS4x4x3/8 HSS5x5x3/8 HSS7x7x3/8 HSS8x8x3/8 Final Member Material Library Final Size: Min. Bearing Lengths : = 1.50 In. (Left) Vert OW (approx): 0.00 It Actual Member Size: 1.50" x 1125" I Sawn Wood I Choose From All Sim Of Beam Type I • I I2x12 -I : = 1.50 in. (Right) True Len (approx): 14.00 ft Reactions Maximums R. - Left Live Load: 468 lb Dead Load: 114 lb Total Load: 582 lb Live Case Causing Max Main Span Minimums R, - Left Live Load: 13 lb 0.6 or 1.0 Dead : 671b Net Reaction 80 lb Live Case Causing Min On Cant. Riaht 637 lb 159 lb 796 lb Both R7- Riaht 169 lb 85 lb 254 lb On Cant. HSSSx3x1/2 HSS4x4x1/2 HSS5x5x1/2 HSS6x6x1/2 HSS7x7x1/2 Final Member: 2 x 12, Douglas Fir - Larch, No. 2 Use Conditions Selected: Rept'v Mem. Press Trtd. Bracing / Blocking Req'd For Stability Final Member Additional nformatlon Max. Positive Moment: 1,736 ft-lb Max. Negative Moment -195 ft-lb Max Design Shear. 510 lb Main Span Max. Do wards 0.135" / 0.166" Deflection (Live / Total} Main Span Max. Upward Deflection. (Live / Total 0 / 0.000" Cant. gown. Dell. (Live / Tot): 0.009" / 0.000" Cant. 112, Deft. (Live / Tot): 0.072" / 0.087" Req'd El, Not Ind. Self Wt.: 9.098E+07 Approx. Self Weight N/A Min. Cased Bearing Lengths: = 0.62 in (Left) Location Live Case 6.00 ft Main Span 12.00 ft On Cant 12.00 ft Both 6.00' / 6.00' Main / Main 6.96' / 0.00' Cant. / Main 14.00' / 14.00' Cant. / Cant 14.00' / 14.00' Main / Main Actual El: 2.71E+08 Approx. Tot. Wt.: N/A = 0.85 in (Right) Web Stiffeners? Structural Steel W-Shapes (1- Beamsl Steel Type? A36 - Fy=36 ksl (Default) Ivi Final Member Results Bending Overdesign: 25.8% Shear Overdesign: 217.7% Deflection Overdesign: 197.4% Bearing / Buckling Overdsgn: N/A Final member okay by: 25.8% ,9 Controlling criteria is: Bending ProBeam_v4_0 Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live, psf Dead, psf Width, ft Load, Of Load, pit. Load, plf. Roof Loads (not including snow) I _ _ - Roof Snow (only) 0.00 ft - - Floor 3 Loads - - - - _ - 380.0 lb/ft 360.0 lb/ft 90.0 Ib/ft - - Floor 2 Loads Floor Loads 60 psf 15 psf 6.00 ft Wall Dead Load Other 'psf load and trib. width Additional 'plf Unif. Live Loads. Additional 'plf Unit Dead Loads. Descrip'n, opri: I Desaip'n, oprl: ( I Load Subtotals 360.0 lb/ft 360.0 lb/ft 90.0 lb/ft Total Adjusted Uniform Loads wt. = 360.0 lb/ft w = 90.0 tb/ft Combined Total Uniform Load `NU = 450.0 Ib/ft 4x And Smaller (Lumber' 5x And Larger (Timbers) Lumber Material I Douglas Fir-Larch 1-1 Timber Material I Douglas Rr - larch I v I Lumber Grade I No. 2 1 Timber Grade I ware - No. 2 I v I Repetitive Acceptable Solutions Acceptable Solutions Member Use? - (4) 2 x 8 - - - Sit Wt =O IYes I•I (2)2x12 3x12 6x10 - - List properties for what l3) 2 x 10 4 z 10 _ - - size lumber? 1 x 10 I • I An asterisk • List properties foil what size? - - Fb=994 Fv=144 F indicates a non- cp�25 E =1520000 Slf Wt=O acceptable sorn 1 6x12 I • I Fb=700 Fv=136 Fcp =625 E= 1235000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade 124F - V4 (DF/OF) I • I - 54/4" x 94/4" Acceptable Solutions 2- 11/16" x 9 -1/4" 7" x 9 -1/4" List glu lam properties for what size glulam? 2.5" x 7.5" 5.125" x 6" 3 -1/2" x 9 -1/4" Slf Wt= 0 E =0 3 " x 7.5" 6.75" x 7.5" List properties for what size? 1 3-1/2" x 14" I • Fb=0 Fv=0 Fcp=0 3.126" x 7.5" 8.75" z 9" I -Level TJI Irx 10.r I 5" x6" Web Stiffeners? - Fb=2400 Fv= -240 Fcp =650 E =1800000 Fbt=1850 Self Wt =0 - - 1.9E Microllam LVL - - I No Iv' list properties for what 13/4" x 9 -1/4" I (3)13/4" x 5112" J aize LVL? (2)1.3/4" x 7 -1/4" - 1 - /4" x 14 I.I Fb =0 Fv=0 Fcp=0 E =0 Slf Wt=0 1.3E Timberstrand LSL An asterisk • 1.55E Timberstrand LSL 7-1/4" I indicates List properties for what 3 -1/2" x 7 -1/4" indicates a non- 1-3/4" x 9 -1/4" x 9 -1/4" SI( Wt= 0 size sofn. size LSL? last properties ft) what size? J (2)13/4" x 94/4" 1 3-1/2" x s-1/2- " Iv I Fb=0 Fv=0 Fcp =0 E =0 Slf Wt=0 1 - 3/4" x 11 - 1/4" I I Fb=0 Fv=0 Fcp=0 E =0 a_ �s- 'Lvour company) CafgifuucTioNCALC ProBeam v4.0 Assumptions: Top and bottom must be laterally supported at 4-ft max. intervals. Full-deplh blocking req'd at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. Disclaimer: All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam 1.D.: Other Info.: Silva Residents deck beam Main Span, L = Main Span Max Allowed Live Deft: L / 360 l - 027 in Main Span Max. Allowed Total Deli: L / Cantilever (Overhang) Exists? Right Cantilever, CR = Cantilever Max Allowed Live Deft: CR / Cantilever Max Allowed Total Deft: CR / Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self Wt? Loads Other Than Uniform Loads? 8.00 ft 240 Yes I•I 2.00 ft 360 240 0.0 :12 Live: 1.00 IN° Ivi I O ves OO No J No I =0.40in = 0.07 in = 0.10 in ProBeam_v4_0 For Wood and Press Treated? GluLams Only: Cress Treated I . I Wet Cond? I Dry I - Temp Cond. 100 deg F & less W4x13 W14x22 - - W16x26 • W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - �t HSS5x2x1/8 HSS5x3x1/8 HSS4x4x1/8 HSSSxSx1/8 HSS6x6x1/8 Welded End Plate Caps? 1Yes 1 v Structural Steel Tubes HSS4x2x1 /4 HSS4x3x1 /4 HSS4x4x1 /4 HSS5x5x1/4 HSS6x6x114 HSS4x3x3i8 HSS4x4x318 HSSSx5x3/8 HSS7x7x318 HSS8x8x3/8 Final Member Material Library Final Size: Min. Bearing Lengths : 1.50 In. (Left) Vert Ditf ( approx): 0.00 ft Actual Member Size: 3.50" x 15.25" I Sawn Wood I Choose From All Sizes Of Beam Type I - 4 x 16 I -1 : = 1.50 in. (Right) True Len (approx): 10.00 ft Live Load: 1,440 lb 2,250 lb Dead Load: 338 lb 563 lb Total Load: 1,778 lb 2,813 lb Live Case Causing Max Main Span Both Minimums Live Load: 0.6 or 1.0 Dead: Net Reaction Live Case Causing Min Reactions Maximums R, - Left R, - Left 90 lb 194 lb 284 lb On Cant. R� - Right - Right 810 lb X89 lb 1,099 lb On Cant. HSS5x3x112 HSS4x4x1/2 HSSSx5x1/2 HSS6x6x1/2 HSS7x7x1/2 Main Span Max. Upward Deflection Cant. Down Deft. (Live I Tot): Web Stiffeners? IYes l -1 Structural Steel W -Shaaes (I- Beams1 Steel Type? I A36 - Fy =36 ksi (Default) Final Member: 4 x 16, Douglas Fir - Larch, No. 2 Use Conditions Selected: Rept'v Mem. Press Trtd. Bracing / Blocking Req'd For Stability Max Design Shear. 1,341 lb Main Span Max pownward 0.021" / 0.026" Deflection (Live / Total) (Live / Total) 0.003" / 0.000" 0.005" / 0.007' Final Member Results Bending Overdesign: 166.7% Shear Overdesign: 282.2% Deflection Overdesign: 1163.8% Bearing / Buckling Overdsgn: N/A Final member okay by: 166.7% Controlling criteria is: Bending Final Member Additional nformation Max Positive Moment: 3,510 ft-lb Max Negative Moment -900 ft-lb Location Live Case 3.92 ft Main Span 8.00 ft On Cant. 8.00 ft Both 4.00' / 4.00' Main / Main 4.64' / 7.36' Cant. / Cant. 10.00' / 10.00' Cant. / Cant. Cant. yg, Defl. (live / Tot): 0.017" / 0.020" 10.00' / 10.00' Main / Main Req'd El, Not Ind. Self Wt.: 1.244E+08 Actual El: 1.57E +09 Approx. Self Weight WA Approx. Tot. Wt.: N/A Min. Calc'd Bearing Lengths: = 0.81 In (Left) = 1.29 in (Right) • jyour company] Assumptions: Top and bottom must be laterally supported at 4-ft max intervals. Full-depth blocking read at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. pisclalmer. All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. IN. H Job Name: Beam I.D.: Other Info.: List glu lam properties for what size glulam? I 5" x 10.5" 1 ■I Silva Residents d2 kitchen door Main Span, L = Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self Wt? Loads Other Than Uniform Loads? Uniform Loads Over Full Length of Member Repetitive Member Use? 13.1/2" x 5-1/2" H i Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf load and trib. width Additional 'off Unif. Live Loads. Additional 'plf Unif. Dead Loads. Lumber Material Lumber Grade List properties for what size lumber? 4x And Smaller (Lumber) Glulam Grade 1(2)2x8 l -1 Fb=1080 Fv=180 Fcp 625 E =1600000 Slf Wt=0 1.9E Microllam LVL 1.3E Timberstrand LSL List properties for what ' 3 -112" x43/8" size LSL? Structural Steel Tubes HSS3x2x1/8 HSS2x2x1 /4 ( 6.00 It Main Span Max Allowed Live Deft: L / Main Span Max. Allowed Total Deft: L / 240 ; - 0.30 in 360 IN. 1 -1 0.0 :12 No I - I I Ores OO No I No Live, Douglas Fir-Larch Zv No.2 Acceptable Solutions 2x 8 (2)2x (3) 2 x 4 (4)2x4 3x6 4x5 Glued Laminated Members 124F-V4 (DF/DF) l-i Acceptable Solutions I = 0.20 in Uve: 1.00 psf 2.5 "x6" 3" x 6" 3.125" x 6" 5 "x8" 6.125" x 6" 6.76" x 7.5" 8.75" x9" Fb=2400 Fv=240 Fcp =650 E =1800000 Fbt=1850 Sei Wt =O List properties for what 1-3/4" x 5 -1/2" (3)13/4" x 5 -1/2" I size LVL? (2)1314" x 5-1/r 1 -3/4" x 14" 1 - 1 Fb =2600 Fv=285 Fcp =750 E= 1900000 Slf Wt =0 Fb=1900 Fv =150 Fcp =435 E= 1300000 SIt Wt =0 HSS3x3x1/8 HSS3x3x1 /4 HSS3x3x3/8 Dead, psf 0.00 ft 40 psf 40 psf Descrip'n, oprl: Descrip'n, oprl: 15 psf 15 psf 2.00 ft 1.40 ft Load Subtotals Total Adjusted Uniform Loads Combined Total Uniform Load An asterisk indicates a non- acceptable sofn. An asterisk • indicates a non- acceptable sorn. HSS5x31i112 ProBeam_v4_0 For Wood and Press Treated? GluLams Only: Tributary Width, ft Timber Material Timber Grade List properties for what size? 16x12 List properties what size? Web Stiffeners? No l - I 1 -3/4" x 11 -1/4" w = wu = List properties fo what size? 1 -1 CdJSTRUCTIONCALC ProBearin v4.0 I "a press treated 1 -i Uniform Live Load, plf 80.0Ib/ft 80.0 lb/ft 56.0 lb/ft 56.0 lb/ft 136.0 Ib/ft 136.0 lb/ft 187.0Ib/ft 5x And Lamer (Timbers) Douglas Fir - larch IWOIB - No. 2 Acceptable Solutions -I Fb=875 Fv=170 Fcp =625 E= ZOE Parallam PSL 2 -11/16" x 9 - 1/4" 3-1/2" x 9 -114" 3.1/2" x14" Iv i Fb =2900 Fv=290 Fcp =750 E= 2000000 11 -718" TJI I L65 16" TJI / L65 18 " TJI IL90 14" TJI 1190 Wet Cond? IDry -1 Reduced Live Uniform Dead Load, plf. Load, plf. 136.0 lb/ft 51.0 lb/ft wo = 51.0 lb/ft I- Level, TJI 1 55E Timberstrand LSL 13/4" x 9 -114" (2)13/4" x 9 -114" Temp Cond. 100 deg F & less 30.0 lb/ft 21.0 lb/ft Fb=2325 Fv=310 Fcp =800 E= 1550000 Structural Steel W-Shapes (I- Beams) Steel Type? Sit Wt= 0 Slf Wt= 0 Sit Wt =O 1300000 5 -1/4" x 8 -1/4" 7" x 9 -114" 9 -1/2" TJI 110 9 -1/2" TJI 210 9 -1/2" TJI 230 11 -7/8" TJI 360 (3) 1-3/4" x 9 -1/4" W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - • v � HSS4x4x1/8 HSSbx5x1/8 HSS6x6x1/8 Welded End Plate Caps? I yes H HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x3/8 HSS5x5x3/8 HSS7x7x3/8 HSS8x8x3/8 Final Member Material Library Final Size: Min. Bearing Lengths : • 1.60 In. (Left) Vert OW ( approx): 0.00 ft Actual Member Size: 5.50" x 11.25" Sawn Wood l I Choose From All Sixes Or Beam Type I v I I6x12 ") : = 1.50 In. (Right) True Len (approx): 6.00 ft Reactions Maximums R + - Left Live Load: 408 lb Dead Load: 153 Ib Total Load: 561 lb Live Case Causing Max N/A inimums R, - Left Live Load: 0 lb 0.6 or 1.O Dead : 92 lb Net Reaction 92 lb Live Case Causing Min N/A R - Right 408 lb 153 lb 561 lb N/A R, - Rich 0 lb $• 92 lb N/A HSS4x4x1/2 HSS5x5x1/2 HSS6x6x1/2 HSS7x7x112 Web Stiffeners? Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. A36 - Fy =36 ksi (Default) Final Member Results Bending Overdesign: 905.3% Shear Overdesign: 1718.2% Deflection Overdesign: 4178.4% Bearing / Buckling Overdsgn: N/A Final member okay by: 905.3% Controlling criteria is: Bending Final Member Additional nformation Max. Positive Moment: 842 ft-lb Max. Negative Moment 0 ft-lb Max Design Shear. 386 lb Main Span Max. Downward 0.005" / 0.006" Deflection (Live / Total) Main Span Max. Upward Deflection 0 / 0.000" (Live / Total) Cant. Q. Deft. (Live / Tot): N/A Cant. Il p, Deft. (Live / Tot): N/A Req'd El, Not Ind. Self Wt.: 1.983E+07 Approx. Self Weight N/A Min. Calc'd Bearing Lengths: = 0.16 in (Left) Location Live Case 3.00 ft Main Span 0.00 ft Main Span 0.00 ft Main Span 3.00' / 3.00' Main / Main 0.00' / 0.00' Main / Main N/A N/A N/A N/A Actual El: 8.48E+08 Approx. Tot. Wt.: N/A = 0.16 in (Right) Uniform Loads Over Full Length of Member Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf load and fib. width Additional 'Of Unif. Live Loads. Additional 'plf Unif. Dead Loads. Tributary Uniform Live Live, psf Dead, psf Width, ft Load, pif Reduced Live Load, plf. - - - 56.0 lb/ft - I 56.0 lb/ft w = Uniform Dead Load, plf. - - - 21.0 lb/ft - - - I - 0.00 ft - - - 40 psf 15 psf 1.40 ft 56.0 lb/ft - Descrip'n, oprl: Descrip'n, oprl: I Load Subtotals 56.0 lb/ft Total Adjusted Uniform Loads wl. = 56.0 lb/ft Combined Total Uniform Load `Nu = 77.0 l /ft 21.0 lb/ft 21.0 IINft Lumber Material Lumber Grade Repetitive Member Use? 4x And Smaller (Lumber) Timber Material Timber Grade List properties for) what size? 5x And Laraer (Timbers) Slf wt =0 1300000 I Douglas fir-Larch I v I I Douglas Flr - larch I No. 2 I • I I laws - No. 2 I . I Acceptable Solutions An asterisk • indicates a non- acceptable sofa. Acceptable Solutions 2 x 4 (4) 2 x 3 - - INO IV' (2j2z3 3x4 List properties for what size Iumbeil Fb=1080 Fv =180 Fcp425 13) 2 z 3 4 z 4 • I (2) 2 x a I vr I Wt=0 - Fcp =625 E= E= 1600000 Slf 16x12 v I Fb=875 Fv=170 Glulam Grade List glu lam properties for what size glulam? Glued Laminated Members List what �? fort 2.0E Parallam PSL 124F -V4 (DF/DF) I v I • 5-114" x 9.114" Acceptable Solutions 2 -11/16" x 9.1/4" 7" x 9 -1/4" 2.5" x 6" 6.125" x 6" 3 -1/2" x 9 -1/4" SIf Wt= 0 Fcp=750 E= 2000000 3" x 6" 6.75" x 7.5" 3-1/2' x 14' I el Fb =2900 Fv=290 3.125" z 6" 8.75" x 9" Web Stiffeners? ) Level, TJI I s x 10.5" I v I 6" x 6" =1850 Self Wt=0 11-7/8" TJI I L65 9- 112" TJI 110 Fb=2400 Fv=240 Fcp =650 E= 1800000 Fbt 16" TJI / L65 9 -1/2" TJI 210 Ust properties for what size LVL? 1.9E Microllam LVL Wt=0 Ira Iv' 16" TJI / L90 9 - 1/2" TJI 230 1-3/4" z 6-1/2" (3)13/4" x 6 -1/2" 14" TJI H90 11 -7/8" TJI 360 (2)1314 "x6112" =750 E= 1900000 Si( - 1 - 3/4• x 14' V I Fb=2600 Fv=285 Fcp 1.33E Timberstrand LSL An asterisk • indicates a non- acceptable corn. 1.55E Timberstrand LSL List properties for what f 3 - 112 x 4 I =435 E= 1300000 Slf List ro rties fo what size? 1-3/4" x 9 -1/4" (3)1314" x 9 -114" size LSL? Fb =1900 Fv =150 Fcp (2)14/4" z 9 -1/4" I Slf Wt= 0 E= 1550000 1 3-1/2• x 5-1a- I v I Wt =0 1 - 3/4' x 11 - 1/4 - I'l I Fb=2325 Fv=310 Fcp =800 Structural Steel Tubes Structural Steel W Shapes (I Beams) HSS2x2x1/8 HSS2x2x1 /4 - Steel Type? HSS3x3x1/8 HSS3x3z1 /4 HSS3x3x3/8 HSS5x3x1/2 jyour company] CC ISi RUCTIONCALC ProBeam v4.0 Assumptions: Top and bottom must be laterally supported at 4-ft max. intervals. Full-depth blocking read at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. Disclaimer: All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam I.D.: Other Info.: Silva Residents d1 basemertdoot Main Span, L = Main Span Max. Allowed Live Defl: L / r Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self WL? Loads Other Than Uniform Loads? 4.60 ft 360 I = 0.15 in Main Span Max. Allowed Total Defl: L / I 240 i - 0.23 in 1N0 Ivi 0.0 :12 live: 1.00 No I - Over OO No No ProBeam_v4_0 For Wood and Press Treated? GluLams Only: ImPresstreated I•I Wet Cond? IDrY M Temp Cond. J100 deg F & less Iv! W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - vl HSS4x4X1/8 HSS5x5x1/8 HSS6x6x1/8 Welded End Plate Caps? HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x3/8 HSS5x5x3/8 HSS7x7x3/8 HSS8x8x3/8 Final Member Material Library Final Size: Min. Bearing Lengths :. 1.50 In. (Left) Vert Mif (approx): 0.00 ft Actual Member Size: 5.50" x 11.25" I Sawn Wood I Choose From All Sizes Of Beam Type M 16x12 vI : e 1.50 In. (Right) True Len (approx): 4.60 ft Reactions Maximums R, - Left Live Load: 129 lb Dead Load: 48 lb Total Load: 177 lb Live Case Causing Max N/A Minimums R, - Left Live Load: 0 lb 0.6 or 1.0 Dead : g9 lb Net Reaction 29 lb Live Case Causing Min N/A R2- Right 129 lb 48 p 177 lb N/A - Right 0 lb 29 lb N/A HSS4x4x1/2 HSSSx5x1/2 HSS6x6x1/2 HSS7x7x1/2 Web Stiffeners? Yes Ivi Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. Final Member Additional Information Max Positive Moment: 204 ft-lb Max. Negative Moment 0 ft-lb Max Design Shear. 105 lb L ocation Live Case 2.30 ft Main Span 0.00 ft Main Span 0.00 ft Main Span Main Span Max pownward 0.001" / 0.001" Deflection (Live / Total), Main Span Max. Upward Deflection 0.000" / 0.000" (Live / Total) Cant m. Defl. (Live / Tot): iN/A N/A 3.679E+06 N/A = 0.05 in (Left) Cant. ll p Deft. (Live / Tot): Req'd El, Not Ind. Self Wt.: Approx. Self Weight: Min. Calc'd Bearing Lengths: MS - Fy =36 ksi (Default) Final Member Results Bending Overdesign: 4053.6% Shear Overdesign: 6584.1% Deflection Overdesign: 22957.8% Bearing / Buckling Overdsgn: N/A Final member okay by: 4053.6% Controlling criteria is: Bending 2.30' /2.30' MainIMain 0.00/0.00' Main / Main N/A N/A N/A N/A Actual El: 8.48E +08 Approx. Tot. Wt.: N/A = 0.05 in (Right) Uniform Loads Over Full Length of Member Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf load and trib. width Additional 'plf Unif. Live Loads. Additional 'pit' Unt. Dead Loads. Tributary Live, psf Dead, psf Width, ft Uniform Live Load, plf - - - 80.0 lb/ft 56.0 lb/ft - Reduced Live Load, plf. - - - 80.0 Ib/ft 56.0 lb/ft - 136.0 lb/ft wo = Uniform Dead Load, pif. - - 30.0 lb/ft 21.0 lb/ft - - - I 0.00 ft 40 psf 15 psf 2.00 ft 40 psf 15 psf 1.40 ft Descrip'n, oprl: J 136.0 Ib/ft 136.0 lb/ft 187.0 lb/ft Descrip'n, opts: I Load Subtotals Total Adjusted Uniform Loads w = Combined Total Uniform Load wu = 51.0 lb/ft 51.0 Ib/t Lumber Material Lumber Grade Repetitive Member Use? 4x And Smaller (Lumber) Timber Material Timber Grade 5x And Larger (Timbers' Slf wt =0 1300000 I Douglas Fir -Larch lv I I Douglas stir - Larch I • I I No. 2 I v I I wars - No. 2 171 Acceptable Solutions An asterisk • indicates a non- acceptable sorn. Acceptable Solutions 2 x 4 (432x3 - - - Im I - I (2)2x3 3x4 - - - List properties for what (3) 2 z 3 4 x 4 - - - size lumber? Fb=1080 Fv=180 Fcp 1( x 8 l i I Wt =O - - Fcp=625 E= =625 E =1600000 Sit List properties for what size? I6x 12 I Fb=875 Fv =170 Glulam Grade List glu lam properties for what size glulam? Glued Laminated Members List properties for what sae? 2.0E Parallam PSL 124F -v4 (DF/DF) I.1 - 5 -114" x 9 -1/4" Acceptable Solutions 2- 11/16" x 9 -114" 7" x 9 -114" 2.5" x 6" 5.125" x 8" 3 -112" x 9 -1/4" SIf Wt= 0 Fcp =750 E= 2000000 3" x 6" 6.75" x 7.5" 3 x 14• ' I Fb=2900 Fv=290 3.125" x 8" 8.75" x 9" Web Stiffeners? I Level, TJI 15" x 10.6 I v I 5" x 6" =1850 Self Wt=0 11 -718" TJI I L65 94/2" TJI 110 Fb=2400 Fv=240 Fcp=650 E= 1800000 Fbt 16" TJI / L65 9 -1/2" TJI 210 List properties for what size LVL? 1.9E Microllam LVL Wt=0 I I I 16" TJI I L90 9 -1/2" TJI 230 13 14" x 5-1/2" (3)1 -314" x 5-1/2" I 14" TJI H90 11 -7 /8" TJI 360 I (2)13/4" x 5-1/2" I E= 1900000 SIf - 1 - 3/4• x 14• 1 v I Fb=2600 Fv=285 Fcp=750 1.3E Timberstrand LSL An asterisk • indicates a non- 400eptable sorn. Wt =0 list properties fo what sae? 1.55E Timberstrand LSL List properties for what I size LSL? 3 -1n" x 4-3/8" I =435 E =1300000 Sir 1-3/4" x 9-1/4" (3)1314" x 9-1/4" Fb =1900 Fv=150 Fcp (2) 14/4" x 9 -114" Sif Wt= 0 E= 1550000 1 3-1/2" x 5-1/2• I w I 1 -3/4• x 11 -1/4• I w 1 Fb=2325 Fv=310 Fcp =800 Structural Steel Tubes_ Structural Steel W Shapes (I Beams) HSS2x2z1/8 1 HSS2x2x1 /4 I - Steel Type? HSS3x3x1B HSS3z3x114 HSS3x3x3/8 HSS5z3x112 [your company] Assumptions: Top and bottom must be laterally supported at 4-ft max intervals. Full-depth blocking read at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. Disclaimer: All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam I.D.: Other Info.: SING Residents f1 fireplace Main Span, L = Main Span Max Allowed Live Deft: L / Main Span Max Allowed Total Deft: L / Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self WL? Loads Other Than Uniform Loads? 3.60 ft 360 240 IN° I -1 0.0 :12 ( I LNe: LW v I I No I I Over eft I No I - I = 0.12 in =0.1ain COCNS ?RUCTIONCALE ProBeam v4.0 ProBeam_v4_0 For Wood and Press Treated? GluLams Only: I Not press heated IwI Wet Cond? Iv I -1 Temp Cond. 1100 deg F & less W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - HSS5x5x1/8 HSS6x6x1/8 Welded End Plate Caps? HSS4x4x1/4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x3/8 HSSSx5x318 HSS7x7x3I8 HSS8x8x3l8 Final Member Material Library Final Size: Min. Bearing Lengths : - 1.60 in. (Left) Vert D1ff (approx): 0.00 ft Actual Member Size: 5.60" x 1125" Sawn Wood I Choose Fran IYI I6x12 ICI : ■ 1.50 in. (Right) True Len (approx): 3.60 ft Reactio R, - Left 245 lb Maximums Live Load: Dead Load: 92 lb Total Load: 337 lb Live Case Causing Max N/A inimums R, - Left Live Load: 0 lb 0.6 or 1.0 Dead : 55 lb Net Reaction 65 lb Live Case Causing Min N/A R - Right 245 lb 92 lb 337 lb N/A R� - Riaht 0 lb 55 lb 65 lb N/A HSS4x4x1/2 HSSSx5x1/2 HSS6x6x1/2 HSS7x7x1 /2 Web Stiffeners? Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. Final Member Additional Information Max. Positive Moment: 303 ft-lb Max. Negative Moment: 0 ft-lb Max Design Shear. 161 lb Main Span Max Downward 0.001" / 0.001" Deflection (Live! Total Main Span Max. Upward Deflection 0.000" / 0.000" (Live / Total) Cant. Down. Defl. (Live / Tot): N/A Cant. U ,, Defl. (Live ! Tot): N/A Req'd El, Not Ind. Self Wt.: 4.283E+06 Approx. Self Weight:IN/A Min. Calc'd Bearing Lengths:I = 0.10 in (Left) Final Member Results Bending Overdesign: 2692.5% Shear Overdesign: 4247.8% Deflection Overdesign: 19707.6% Bearing / Buckling Overdsgn: NIA Final member okay by: 2692.6% Controlling criteria is: Bending Location Live ase 1.80 ft Main Span 0.00 ft Main Span 0.00 ft Main Span 1.80' / 1.80' Main I Main 0.00' / 0.00' Main / Main WA N/A N/A N/A Actual El: 8.48E +08 Approx. Tot. Wt.: N/A = 0.10 in (Right) 'NSS4x4x1/8 A36 - Fy =36 ksl (Default) > your company] v4.0 Assumptions: Top and bottom must be laterally supported at 4-ft max intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. Disclaimer: All users of this software shall comply with State Engineering law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam I.D.: Other Info.: Silva Residents wt basement window Main Span, L = Main Span Max Allowed live Defl: L / I Main Span Max. Mowed Total Deft: L / Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self WL? Loads Other Than Uniform Loads? 4.00 ft 360 240 i N° I 0.0 :12 Live: 1.00 No . l I O yes OO No I No 'I • 0.13 in " 020 in ProBeam_v4_0 For Wood and Press Treated? GluLams Only: Cc4s IRUCTIONCALC ProBeam r a% Not press treated I v Wet Cond? IDry I -I Temp Cond. I 100 deg F & less Uniform Loads Over Full Length of Member Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf load and trib. width Additional 'plf Unif. live Loads. Additional 'plf Unit Dead Loads. Live, psf Dead, psf Load Subtotals Total Adjusted Uniform Loads Combined Total Uniform Load Tributary Width, ft w = wu = Uniform Live Load, pIt 40 psf Descrip'n, 92!L Destrp'n, opts: 15psf 0.00 ft 1.40 ft 56.0Ib/ft 56.0 lb/ft 56.0 lb/ft 56.0 lb/ft 77.0 lb/ft Reduced Live Uniform Dead Load, plf. Load, ptt. 21.0 Ib/ft 56.0 lb/ft 21.0 lb/ft No = 21.0 lb/ft Lumber Material Lumber Grade Repetitive Member Use? I Ivl List properties for what size lumber? 4x And Smaller (Lumber! I Douglas Fir -larch I No. 2 I(2)2 x8 l " l Acceptable Solutions 2x3 (2)2 x 3 (3)2x3 (4) 2 x 3 3x4 4x4 Fb =1080 Fv=180 Fcp =625 E= 1600000 SI/Wt =0 An asterisk • indicates a non- acceptable sorn. Glulam Grade List glu lam properties for what size glulam? IL x 10.5 - I -I Glued Laminated Members 124E -V4 (OF/OF) I -1 Acceptable Solutions 2.5" x 6" 3" x6" 3.125" x 6" 5" x 6" 6.125" x6" 6.76" x 7.5" 8.75" x 9" Fb =2400 Fv=240 Fcp =650 E= 1800000 Fbt =1850 Self Wt =0 1.9E Microllam LVL Ust properties for what 13/4" x 6 -1/2" (3) 1314" x 6-1/2" I size LVL? (2)13/4" x 5-1/2" I 1 - 3/4" x 14' I V I Fb =2600 Fv=285 Fcp =750 E= 1900000 Slf Wt =0 1.3E Timberstrand LSL List properties for what 1 3 -112" x 4-3/8" I size LSL? 1 3 x 5 I . Fb =1900 Fv=150 Fcp =435 E= 1300000 SlfWt =0 An asterisk indicates a non - acceptable soi'n. Structural Steel Tubes 1 HSS2x2x1/8 HSS2x2x1 /4 i HSS3x3x1/8 HSS3x3x1 /4 HSS3x3x3/8 HSS5x3x1/2 Timber Material Timber Grade I wars - No. 2 List properties 116x12 what 5x And Larger (Timbers? I Douglas Fir - Larch Acceptable Solutions ICI Fb =875 Fv=170 Fcp =625 E= SIf Wt =o 1300000 2.0E Parallam PSL List properties what size? Web Stiffeners? IN. I -I 2- 11/16" x 9 -1/4" 3-1/2" x 9 -1/4" 11 -7/8" TJI I L65 16" TJI / L65 16" TJI / L90 14" TJI 1190 Steel Type? 6 -1/4" x 9 -114" 7" x 9 -1/4" SIf Wt= 0 3 x 14' v l Fb =2900 Fv =290 Fcp =750 E= 2000000 I TJI 9 -1/2" TJI 110 9 -1/2" TJI 210 9 -1/2" TJI 230 11 -7/8" TJI 360 1.55E Timberstrand LSL (3) 14/4" x 9 -1/4" properties 1-3/4" x 9 -114" List what size? J (2)13/4" x 9 -1/4" Sif Wt= 0 1 - 3/4' x 11 - 1/4" hr] Fb =2325 Fv=310 Fcp =800 E= 1550000 Structural Steel W-Shapes (I- Beams2 W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - • 4I HSS4x4x1/8 HSS5x5x1/8 HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1/8 Welded End Plate Caps? 1y- 1 -1 HSS6x6x114 HSS4x4x318 HSSSx5x3/8 HSS7x7x3/8 HSS8x8x3/8 Final Member Material Library Final Size: Min. Bearing Lengths Vert DIM (approx): Actual Member Size: I Sawn Wood I Choose From All sizes Of Beam Type I -1 16x12 I -1 : - 1.50 In. (Left) 0.00 ft 5.50" x 1125" : = 1.50 In. (Right) True Len (approx): 4.00 ft Maximums Live Load: Dead Load: Total Load: Live Case Causing Max Minimums Live Load: 0.6 or 1.0 Dead: Net Reaction Live Case Causing Min Reactions R, - R, - Right 1121b 112Ib 42 lb 42Jb 154Ib 154Ib N/A N/A R, -Left R, - Right O lb O lb 25 Ib 2b 251b 25Ib N/A N/A HSS4x4x1/2 I HSS5x5x1/2 HSS6x6x1/2 HSS7x7x1/2 Web Stiffeners? Nees 1 -1 Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. Max Design Shear. Main Span Max pownward Deflection (Live / Total), Main Span Max. Uoward Deflection (Live / Total) Cant. gown. Defl. (Live / Tot): Cant. 11,1, Defl. (Live / Tot): Req'd El, Not Ind. Self WI.: 2.419E+06 Approx. Self Weight: N/A Min. Calc'd Bearing Lengths: = 0.04 in (Left) I A36 - Fy =36 ksl (Default) 82 lb N/A N/A 0.000" / 0.001" 0.000" / 0.000" Final Member Results Bending Overdesign: 5393.2% Shear Overdesign: 8471.4% Deflection Overdesign: 34968.0% Bearing / Buckling Overdsgn: N/A Final member okay by: 5393.2% Controlling criteria is: Bending Final Member Additional nformation Max. Positive Moment: 154 ft-lb Max. Negative Moment 0 ft-lb Location Live Case 2.00 ft Main Span 0.00 ft Main Span 0.00 ft Main Span 2.00' / 2.00' Main / Main 0.00 Main/Main N/A N/A N/A N/A Actual El: 8.48E +08 Approx. Tot. Wt.: N/A = 0.04 in (Right) ProBeam_v4_0 Uniform Loads Over Full Length of Member Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf load and trib. width Additional 'p1? Unif. Live Loads. Additional 'Of Unif. Dead Loads. Tributary Live, psf Dead, psf Width, ft Uniform Live Load, pit - - - - 56.0 lb/ft - Reduced Live Load, plf. - - - - 56.0 lb/ft - I 58.0 Ib/ft w = Uniform Dead Load, pif. - - - 21.0 lb/ft - - - I 0.00 ft 40 psf 15 psf 1.40 ft Descrip'n, opfl: Descrip'n, oprl: 56.0 Ib/ft 56.0 lb/It 77.01b/ft I Load Subtotals Total Adjusted Uniform Loads w = Combined Total Uniform Load wu = 21.0 lb/ft 21.0 lb/ft Lumber Material Lumber Grade Repetitive Member Use? 4x And Smaller (Lumber/ Timber Material Timber Grade List properties fo what size? 1 5x And Larger (Timbers/ Slf VVt =o 1300000 I Douglas Flr -larch I • I I Douglas Fir - lard, I. I Iwo. 2 I - I I warn - No. 2 I v 1 Acceptable Solutions An asterisk • indicates a non - acceptable sofn. Acceptable Solutions 2 x 3 (4) 2 x3 - - - I ' I•I (2)2x3 3x4 - - - List properties for what (3) 2 x 3 4 x 4 - - - size lumber? Fb =1080 Fv=180 Fcp I (2) 2 x s I . I Wt=0 - - Fcp =625 E= =625 E =1800000 Sit v I Fb=875 Fv=170 Glulam Grade List glu lam properties for what size glulam? Glued Laminated Members List properties fo what size? 13.1/r 2.0E Parallam PSL 124F (DF/DF) I w I - 6 -1/4" x 9.1/4" Acceptable Solutions 2- 11/16" x 94/4" 7" x 9-1/4" 2.5" x 6" 6.125" x 6" 3 -1/2" x 9-1/4" SIf Wt= 0 Fcp =750 E= 2000000 3" x 6" 6.75" x 7.5" x 14• I v I Fb =2900 Fv=290 3.125" x 6" 5.75" x 9" Web Stiffeners? I Level, TJI I r x 10.5" I • I 5" x 6" =1850 Self Wt=0 11 -7/8" TX I L65 9 -112" TJI 110 Fb = 2400 Fv=240 Fcp E= 1800000 Fbt 16" TJI / L65 9 -112" TJI 210 List properties for what size LVL? 1.9E Microllam LVL Wt=0 Iwo Iv' 16" TJI/ L90 9 - 1/2" TJI 230 I 13/4" x 6-1/2" (3)13/4" x 5-112" ( 14" TJI H90 11 -718" TJI 360 (2)1314" x 5112" I =750 E= 1900000 SIf - 1 - 3/4 - x 14 iv I Fb =2800 Fv=285 Fcp 1.3E Timberstrand LSL An asterisk • indicates a non- acceptable sot n. acceptable 1.55E Timberstrand LSL List properties for what size LSL? I 3 - 1/2" x 4318" I =435 E= 1300000 Slf List properties fo what size? r1 1 x 9.1/4" (3)1314" x 9 -114" Fb =1900 Fv =150 Fcp (2)13/4" x 9 -1/4" ( Sit Wt= 0 E= 1550000 3-1/2' x 5.1/2" I v I Wt=0 1 - 3/4• x 11 - 1/4 - v I Fb --2325 Fv 310 Fcp =800 Structural Steel Tubes Structural Steel W Shapes (l Beams/ HSS2x2x1/8 HSS2x2x1 //4 - Steel Type? HSS3x3x1/8 HSS3x3x1 /4 HSS3x3x318 HSS5x3x1/2 =t . Cd liTRUCTIONCALC ProBeam v4.0 Assumations: Top and bottom must be laterally supported at 4-ft max intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. Disclaimer. All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam I.D.: Other Info.: '[your company] Silva Residents w2 basement window Main Span, L = Main Span Max. Allowed Live Defl: L / Main Span Max. Allowed Total Deft: L / Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Setf WL? Loads Other Than Uniform Loads? 4.00 ft 360 240 I M 0.0 :12 the: 1.00 IN. I -I IOves OONo INo I -I = 0.13 in • 0.20 in ProBeam_v4_0 For Wood and Press Treated? GluLams Only: I N.t . resstreated I Wet Cond? Ipg I ■I Temp Cond. 100 deg F & less I v W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - HSS4x4x1/8 HSS5x5x1/8 HSS6x6x1/6 Welded End Plate Caps? HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x3/8 HSS5x5x3/8 HSS7x7x318 HSS8x8x3/8 Final Member Material Library Final Size: Min. Bearing Lengths Vert Miff (approx): Actual Member Size: I Sawn Wood M I Choose From All Sizes Of Beam Type I qv I I6x12 I -I : = 1.60 ln. (Left) 0.00 ft 6.50" x 11.25" : = 1.50 in. (Right) True Len ( approx): 4.00 ft Maximums Live Load: Dead Load: Total Load: Live Case Causing Max Minimums Live Load: 0.6 or 1.0 Dead: Net Reaction Live Case Causing Min Reactions ft, - Left R, - Right 112 lb 112 lb 42 lb 42lb 1541b 1541b N/A N/A R, -Left R, - Right O lb O lb 25 lb 25 lb 25 lb N/A N/A HSS4x4x1/2 HSS5x5x1/2 HSS6x6x1/2 HSS7x7x1/2 Web Stiffeners? Final Member. 6 x t1, Douglas -Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. I A36 - Fy=36 ksi (Default) M Final Member Results Bending Overdesign: 6393.2°% Shear Overdesign: 8471.4 %. Deflection Overdesign: 34968.0% Bearing / Buckling Overdsgn: NIA Final member okay by: 5393.2% Controlling criteria is: Bending Final Member Additional nformation Max. Positive Moment 154 ft-lb Max. Negative Moment 0 ft-lb Max Design Shear. 82 lb Main Span Max. pownward 0 / 0.001" Deflection (Live / Total) Main Span Max. Upward Deflection 0 / 0.000" (Live / Total) Cant. Down. Deft. (Live / Tot): N/A Cant. it, Def. (Live / Tot): N/A Req'd El, Not Ind. Self Wt.: 2.419E+06 Approx. Self Weight N/A Min. Calc'd Bearing Lengths: = 0.04 in (Left) J- ocation Live Case 2.00 ft Main Span 0.00 ft Main Span 0.00 ft Main Span 2.00' / 2.00' Main / Main 0.00' / 0.00' Main / Main N/A N/A N/A N/A Actual El: 8.48E+08 Approx. Tot. Wt.: N/A = 0.04 in (Right) ProBeam_v4_0 Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live, psf Dead, psf Width, ft Load, plf Load, pit. Load, pif. Roof Loads (not including snow) I - - - - Roof Snow (only) 0.00 ft - - Floor 3 Loads - - - - - - 56.0 lb/ft 56.0 lb/ft 21.0 lb/ft - - - Floor 2 Loads Floor Loads 40 psf 15 psf 1.40 ft Wall Dead Load Other 'psf load and trib. width Additional 'Of Unit Live Loads. Additional'plf Unif. Dead Loads. Desaip'n, opt'I: I Descrip'n, oprl: I 1 Load Subtotals 56.0 lb/ft 56.0 lb/ft 21.0 lb/ft Total Adjusted Uniform Loads w = 56.0 lb/ft w = 21.0 lb/ft Combined Total Uniform Load wu = 77.0 lb/ft 4x And Smaller (Lumber) 5x And Lamer (Timbers) Lumber Material 1 Douglas Fir -tarsi I v I Timber Material I Douglas Fir - Larch v I Lumber Grade I No. 2 I v I Timber Grade I wale - No. 2 I I Repetitive Acceptable Solutions Acceptable Solutions Member Use? 2 x 3 (4)2x3 Ust properties fo what size? - - I Ito 1 -1 (2)2x3 3x4 - • - List properties for what (3) 2 x S 4 z 4 _ - size lumber? I f2) 2 x s I v I An asterisk • - _ Sir Wt =o Indicates a non- Fb=1080 Fv= -180 Fcp =625 E= 1600000 Sif Wt=O acceptable sofn. i 6512 I v 1 Fb=875 Fv=170 Fcp =625 E= 1300000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade 124F (DF/DF) I gr I 64/4" x 9 -114" Acceptable Solutions 2 -11118" x 9 -1/4" 7" x 9 -1/4" List glu lam properties for what size glulam? 2.5" x 6" 5.126" x 6" 3-1/2" x 9 -114" Slf Wt= 0 3" x 6" 3.. 6.76" z 76" List properties to 13- x 14' e• what sae? I l Fb =2900 Fv=290 Fcp =750 E= 2000000 3.125" x 6" 8.75" x 9" I Level. TJI I s x 1o.s I .1 5" x 8" Web Stiffeners? 114/8" TJI I L65 18" TJI I L65 9 -112" TJ1110 9 -1/2" TJI 210 Fb =2400 Fv=240 Fcp E= 1800000 Fbt=1850 Self Wt 1.9E Microliam LVL 18" TJI / L90 9 -1/2" TJI 230 I No I v 1 Llst properties for what sae LVL? 13/4" x 5 - 112" (3) -314" x 5 -1/2" ( 14" TJI H90 11 -7l8" TJI 360 (2)13/4" x 5-1/2" I - 1 - 3/4" x 14• I v 1 Fb=2600 Fv=285 Fcp =750 E= 1900000 Slf Wt =0 1.3E Timberstrand LSL An asterisk • 1.55E Timberstrand LSL List properties for what 1 3 -1/2" x 43/8" I indicates a non- fo 13/4" x 9 -114" (3)13/4" x 9 -1/4" size LSL? acceptable sign. what properties (2)1314" x 9 -1/4" Slf Wt= 0 /►{ 13 -1/2• x 5-1/2' l v I Fb=1900 Fv=150 Fcp =435 E= 1300000 Slf INt=0 1 - 3/4" x 11 - 1/4 - 1.1 Fb=2325 Fv=310 Fcp =800 E= 1550000 Structural Steel W Shapes (1 Beams1 Structural Steel Tubes HSS x3x1/8 HSS2x2x1 /4 • Steel Type? HSS x3x1/8 HSS3x3x1 /4 HSS3x3z3/8 HSS5x3x1/2 your company] v4.0 Assumptions: Top and bottom must be laterally supported at 4-ft max intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. Disclaimer: NI users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam 1.0.: Other Info.: Siva Residents w3 basement window Main Span, L = Main Span Max. Allowed Live Defl: L / Main Span Max. Allowed Total Defl: L / Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self Wt.? Loads Other Than Uniform Loads? 1 2.00 ft 360 240 1.0 I -1 1 0.0 :12 1 Use: 1.00 1 -1 No 1 -I I Ores OO fro No � -1 - 0.07 In - 0.10 in C (NS RUCTIONCALC TM ProBeam ProBeam_v4_0 For Wood and Press Treated? GluLams Only: 1 "a press treated I -1 Wet Cond? IDry 1 -1 Temp Cond. 100 deg F &less . W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - LA/ l HSS4x4x1/8 HSS5x5x1/8 HSS6x6x1/8 Welded End Plate Caps? HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x114 HSS4x4x3/8 HSS5x5x3/8 HSS7x7x3/8 HSS8x8x3/8 Final Member Material Library Final Size: Min. Bearing Lengths : = 1.50 In. (Left) Vert Cliff (approx): 0.00 ft Actual Member Size: 5.60" x 11.25" Sawn Wood I Choose From M Sizes Or Seam Type I - I I6x12 : 1.50 in. (Right) True Len (approx): 2.00 ft Reactions Maximums R• - Lef Live Load: 56 Ib Dead Load: 2112 Total Load: 77 Ib Live Case Causing Max N/A Minimums R, - Left Uve Load: 0 Ib 0.6 or 1.0 Dead : 131b Net Reaction 13 Ib Live Case Causing Min N/A R, - Right 56 Ib 21 lb 77 lb N/A R, - Ristht 0 Ib 13 Ib 131b N/A HSS4x4x1/2 HSSSx5x1/2 HSS6x6x1/2 HSS7x7x1/2 Web Stiffeners? Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. Final Member Additional nformation Max. Positive Moment: 39 ft-lb Max. Negative Moment 0 ft-lb Location Live Case 1.00 ft Main Span 0.00 ft Main Span Max Design Shear. 5 Ib 0.00 ft Main Span Main Span Max. Downward 0.000" / 0.000" Deflection (live / Total) Main Span Max. Upward Deflection 0.000" 10.000" (Live / Total) Cant. Down. Deft. (Live / Tot): Cant. Qp Dell. (Live / Tot): N/A Req'd El, Not Ind. Sell Wt.: Approx. Self Weight: Min. Calc'd Bearing Lengths: I A36 - Fy =36 ksi (Default) Final Member Results Bending Overdesign: 21872.7% Shear Overdesign: 145614.3% Deflection Overdesign: 280443.7% Bearing / Buckling Overdsgn: N/A Final member okay by: 21872.7% Controlling criteria is: Bending 1.00' / 1.00' Main / Main 0.00' / 0.00' Main / Main N/A N/A N/A N/A N/A 3.024E+05 Actual El: 8.48E+08 N/A Approx. Tot. Wt.: N/A = 0.02 in (Left) = 0.02 in (Right) ProBeam_v4_0 Uniform Loads Over Full Length of Member Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf load and trib. width Additional 'plf Unif. Live Loads. Additional 'plf Unit Dead Loads. Tributary Uniform Live Live, psf Dead, psf Width, ft Load, pH Reduced Live Load, pH. - - - - 56.0 lb/ft - I 56.0 lb/ft w = Uniform Dead Load, pH. - - - 21.0 lb/ft _ - - I - 0.00 ft - - - 40 psf 15 psf 1.40 ft 56.0 lb/ft - Descrip'n, opt,: L. Desrip'n, 001: I Load Subtotals 56.0 IbNt Total Adjusted Uniform Loads w = 56.O lb/ft Combined Total Uniform Load wu = 77.0 IbRt 21.0 Ib/ft 21.0 lb/ft Lumber Material Lumber Grade Repetitive Member Use? 4x And Smaller (Lumber) Timber Material Timber Grade 5x And Larger (Timbers) sH Wt =O 1300000 I Douglas Flr4srch I • 1 I Douglas Fir - larch I • I I No. 2 I - I I wwe - No. 2 w I Acceptable Solutions An asterisk • indicates a non acceptable sari. Acceptable Solutions 2 x 3 (4) 2 x3 - - I"° 1.1 (2)2x3 3x4 - - - List properties for what. (3) 2 x 3 4 x 4 - - - size lumber? Fb =1080 Fv=180 Fop-C � I (2) 2 x 8 I • I Wt=O - - Fcp =625 E= 25 E= 1600000 SIt Ust properties at lie? fot what size? w 1 I I Fb=875 Fv=170 Glulam Grade Ust glu lam properties for what size glulam? Glued Laminated Members 2.0E Parallam PSL 124F - V4 (DF/DF) 1v1 - 6 -1/4" x 9 -1/4 Acceptable Solutions 2- 11116" x 9 -1/4" r x 9 -114" 2.5" x 8" 6.125" x 6" 3- 112" x 9 -114" Sir Wt= 0 Fcp =750 E= 2000000 3" x 6" 6.75" x 7.5" List properties fo what size? 3 x 14• '. Fb =2900 F‘,==290 3.125" x 6" 8.76" x 9" Web Stiffeners? 1 Level, TJI I s x 10.5" I W I 5" x 6" =1850 Self Wt=O 11 -7/8" TJI 1 L65 9 -1/2" TJI 110 Fb =2400 Fv =240 Fcp =650 E= 1800000 Fbt 16" TJI I L65 9 -1/2" TJI 210 Ust properties for what size LVL? 1.9E Microllam LVL Wt =0 I No I v I 16" TJI / L90 9 -1/2" TJI 230 I. 1.3/4" x 6 -1/2" (3)13/4" x 5-1/2" , 14" TJI H90 11 -718" TJI 360 (2)13/4" z 61/2" I =750 E= 1900000 Sit - 1 - 3/4' x 14• I v I Fb =2600 Fv=285 Fcp erstran 1.3E Timberstrand LSL An asterisk indicates a non- acceptable sd n. 1.55E Timberstrand LSL Ust properties for what I size LSL? 3 -1/2" x 4-3/8" I =435 E= 1300000 Slf List properties what size? 1314" x 9 -114" (3) 1-3/4" x 9 -114" Fb =1900 Fv=150 Fcp (2)13/4" x 9-1/4" SH Wt= 0 E= 1550000 1 3-1/2' x 5-1/r I v I Wt =O 1 - 314 - x 11 - 1/4- I w Fb =2325 Fv=310 Fcp =800 Structural Steel Tubes Structural Steel W (1 Beams) HSS2x2x118 HSS2x2x1 14 - Steel Type? HSS3x3x1/8 HSS3x3x1I4 HSS3x3x318 HSS5x3x1/2 {your company] CC7rNS RUCTION CALE ProBeam v4.0 Atssumatons: Top and bottom must be laterally supported at 4-ft max. intervals. Full-depth blocking rerjd at supports and cantilever end Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. 8 n strong ads only. No wane in Glulam laminations. D i s cIa t mer. All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam I.D.: Other Info.: Silva Residents w4 basement window Main Span, L = Main Span Max. Allowed Live Defl: L / 4.00 ft 360 Main Span Max. Allowed Total Defl: L / I 240 Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self WL? Loads Other Than Uniform Loads? INe M 0.0 :12 Live: 1.00 No H I O Yes OO No I No I - I 0.13 in • 0.20N ProBeam v4_0 For Wood and Press Treated? GluLams Only: IN. I.I Wet Cond? Temp Cond. IDrY Iv 100 deg F & less W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - HSS4x4x1/8 HSSSx5x1/8 HSS6x6x1/8 Welded End Plate Caps? H I -1 w Final Member Material Library Final Size: Min. Bearing Lengths Vert DM (approx): Actual Member Size: Maximums Live Load: Dead Load: Total Load: Uve Case Causing Max Minimums Live Load: 0.6 or 1.0 Dead: Net Reaction Live Case Causing Min HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x3/8 HSSSx5x3/8 HSS7x7x3/8 HSS8x8x3/8 1 Sawn Wood 1 Choose From M Sizes Of Seam Type I -1 16x12 I-1 : = 1.50 In. (Left) 0.00 ft 5.50" x 11.25" : ■ 1.50 In. (Right) True Len (approx): 4.00 ft Reactions R, - Left R - Rich( 1121b 1121b 421b 1541b 1541b N/A WA R, - Left R1- Right O lb O lb 251b 251b 251b 25 lb N/A N/A HSS4x4x1/2 HSSSx5x1/2 HSS6x6x1/2 HSS7x7x1/2 ProBeam_v4_0 Web Stiffeners? Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Setected: None. Final Member Additional nformation Max. Positive Moment 154 ft-lb Max. Negative Moment 0 ft-lb Max Design Shear. 82 lb Main Span Max. Downward 0.000" / 0.001" Deflection (Live / Total) Main Span Max. Uoward Deflection (Live / Total) 0 / 0.000" Cant. Down. Dell. (Live / Tot): N/A 1A36 - Fy =36 ksi (Default) Final Member Results Bending Overdesign: 5393.2% Shear Overdesign: 8471.4% Deflection Overdesign: 34968.0% Bearing / Buckling Overdsgn: NIA Final member okay by: 6393.2% Controlling criteria is: Bending Location Live Case 2.00 ft Main Span 0.00 ft Main Span 0.00 ft Main Span 2.00' / 2.00' Main / Main 0.00' / 0.00' Main / Main N/A N/A Actual El: Cant. t,�g. Dell. (Uve / Tot): N/A Req'd El, Not Ind. Self Wt.: 2.419E+06 Approx. Self Weight: N/A Approx. Tot. Wt.: N/A Min. Catc'd Bearing Lengths: = 0.04 in (Left) = 0.04 in (Right) N/A N/A 8.48E+08 • • `your company] I CCA,liTRUCTION CALC ProBeam v4.0 Assumptions: Top and bottom must be laterally supported at 4-ft max. intervals. Full-depth blocking read at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. piscIaimer. M users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam I.D.: Other Info.: Silva Residents w5 hall way window Main Span, L = Main Span Max Allowed Live Defl: L / = 360 1= 0.10lo Main Span Max. Allowed Total Dell: L / 240 i - 0.15 in Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self WL? Loads Other Than Uniform Loads? 1 No 3.00 ft 1ft 1 -1 0.0 :12 LHe: 1.00 No 1 -1 I Ores Otto I - ProBeam_v4_0 For Wood and Press Treated? GluLams Only: I Not press treated I - 1 Wet Cond? IDy -1 Temp Cond. 100 deg F & less Uniform Loads Over Full Length of Member Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf Toad and trib. width Additional 'plf Unif. Live Loads. Additional 'plf Unif. Dead Loads. Live, psf Dead, psf Load Subtotals Total Adjusted Uniform Loads Combined Total Uniform Load Tributary Width, ft w _ w'u = Uniform Live Load, plf 40 psf 40 psf Descrip'n, oprl: Desai n,..o 15 psf 15 psf 0.00 ft 2.00 ft 1.40 ft 80.0 lb/ft 56.0 lb/ft 136.0 lb/ft 136.0 lb/ft 187.0 Ib/ft Reduced Live Load, plf. 80.0 lb/ft 56.0 lb/ft Uniform Dead Load, plf. 30.0 lb/ft 21.0 lb/ft 136.Olb/ft 51.OIb/f w 51.0lb/ft Lumber Material Lumber Grade Repetitive Member Use? 1 N I -1 Ust properties for what size lumber? 4x And Smaller (Lumber) Douglas Fir-larch 1 ,40. 2 2x4 (2)2x3 (3)2x3 (4)2x3 3x4 4x4 1(2)2x8 1 4,1 Acceptable Solutions Fb=1080 Fv=180 Fcp=625 E= 1600000 SIfWt =0 An asterisk' indicates a non- acceptable earn. Glulam Grade List glu lam properties for what size glulam? I5 x10.5 I ■I Glued Laminated Members 1241' -V4 (OF/DF) 1 -1 Acceptable Solutions 2.5 "x6" 3" x5" 3.125" x 6" 5" x6" 5.125" x 6" 6.75" x 7.5" 8.76 "x9" Fb=2400 Fv=240 Fcp 650 E= 1800000 Fbt =1850 Self Wt=0 1.9E Microfam LVL Ust properties for what 1 - 314" x 6 (3)13/4" x 5-1/2" I sae LVL? (2)13/4" x 5-1/2" 1 -3/4" x 14• 1- Fb=2600 Fv=285 Fcp =750 E= 1900000 Slf Wt=0 1.3E Timberstrand LSL List properties for what 1 3 x4318" I sae LSL? 13-1/2" x s-J/2" 1-1 Fb=1900 Fv=150 Fcp =435 E= 1300000 An asterisk • indicates a non- acceptable sofn. Slf Wt =0 Structural Steel Tubes HSS2x2x1/8 HSS2x2x1 /4 HSS3x3x1/8 HSS3x3x1 /4 I HSS3x3x3/8 HSS5x3x1/2 Timber Material Timber Grade List properties foci x12 what size? 6 5x And Larder (Timbers) I DouglasFir - larch I wa.IB - P40. 2 Acceptable Solutions I - I Fb=875 Fv= -170 Fcp =625 E_ Slf Wt =0 1300000 Z.OE Parallam PSL Web Stiffeners? 1 N 1 -I List properties fort what size? 1 -3/4' x 11 - 114' 2 -11116" x 9 -1/4" 3-1/2" x 9 -1/4" 11 -7/8" TJI / L65 16 "TJI /L65 16 "TJI / L90 14" TJI H90 1-3/4" x 9 -1/4" (2)13/4" x 9 -1/4" 1 -1 Fb=2325 Fv =310 Fcp =800 E= 1550000 Structural Steel W (I Beams1 Steel Type? 5 -1/4" x 9-1/4" 7" x 9 -1/4" Sir Wt= 0 Ust properties fort - 3 1 /2• x 14• what size? I I Fb=2900 Fv= -290 Fcp=750 E= 2000000 1 Level, TJI 9 -1/2" TJI 110 9 -1/2" TJI 210 9 -112" TJI 230 11 -7/8" TJI 360 1.55E Timberstrand LSL (3)13/4" x 9 -1/4" Slf Wt= 0 W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - W a HSS4x4x1/8 • HSS5x5x1/8 HSS6x6x1/8 Welded End Plate Caps? I Yes 1 -I HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x3/8 HSS5x5x3/8 HSS7x7x3/8 HSS8x8x3/8 Final Member Material Library Final Size: Min. Bearing Lengths : = 1.50 in. (Left) Vert DMr ( approx): 0.00 ft Actual Member Size: 5.50" x 11.25" Sawn Wood Choose From All Sias Or Beam Type - I 16x12 1 -1 : • 1.50 in. (Right) True Len (approx): 3.00 ft axi mums Live Load: Dead Load: Total Load: Live Case Causing Max Reactions R, -Left 204 Ib rat 281 Ib N/A Minimums R, - Left Live Load: 0 Ib 0.6 or 1.0 Dead : 46lb Net Reaction 46 Ib Live Case Causing Min N/A R - Right 204 Ib 77 Ib 281 Ib N/A R, - Right 0 Ib 46 Ib 46 Ib N/A HSS4x4x1/2 HSS5x5x1/2 HSS6x6x1/2 HSS7x7x1/2 Web Stiffeners? IYes I -1 Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. Final Member Additional nformation Max. Positive Moment: 210 Mb Max Negative Moment Max Design Shear. Main Span Max. ownwa Deflection (Live / Total) Main Span Max. Upward Deflection (Uve / Total) Cant. lym, Deli. (Live / Tot): WA Cant. Defl. (Live / Tot): N/A 0 ft-Ib 105 Ib 0.000" / 0.000" 0.000" / 0.000" Req'd El, Not Ind. Self Wt.: 2.479E+06 Approx. Self Weight WA Min. Calc'd Bearing Lengths: = 0.08 in (Left) ovation Live Case 1.50 ft Main Span 0.00 ft Main Span 0.00 ft Main Span 1.50' / 1.50' Main / Main 0.00' / 0.00' Main / Main N/A N/A N/A N/A Actual El: 8.48E +08 Approx. Tot. Wt.: N/A = 0.08 in (Right) Final Member Results Bending Overdesign: 3921.1% Shear Overdesign: 6566.7% Deflection Overdesign: 34127.6% Bearing / Buckling Overdsgn: WA Final member okay by: 3921.1% Controlling criteria is: Bending ProBeam_v4_0 A36 - Fy =36 ksi (Default) your company) ProBeam v4.0 Assumptions: Top and bottom must be laterally supported at 4-ft max intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. Disclaimer All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice or engineering. Job Name: Beam I.D.: Other Info.: Main Span, L = Main Span Max. Mowed Live Det1: L / Main Span Max. Allowed Total Defl: L / Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self WL? Loads Other Than Uniform Loads? Uniform Loads Over Full Length of Member Lumber Material Lumber Grade Repetitive Member Use? I I - I Ust properties for what 1(2)2x8 J-I Fb=1080 Fv=180 Fcp =625 E =1600000 SIfWt =0 Glulam Grade List glu lam properties for what size glulam? 15 x10.5" I - I Fb=2400 Fv =240 Fcp =650 E= 1800000 Fbt=1850 Self Wt =0 List properties for what 13/4" x 5-1/2" (3)1-314" x 5 -1/2" I size LVL? (2)1314" x 5-1/2" 1 1.3/4• x 14" - I Fb 2600 Fv =285 Fcp=750 E= 1900000 Slf Wt =0 1.3E Timberstrand LSL Ust properties for what I 3 x 43l8" I sae LSL? 1 3 - 1/2" x 5 I - I HSS2x2x1/8 HSS3x3x1/8 size lumber? Silva Residents w6 bed room window Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf load and Crib. width Additional 'ptf Unif. Live Loads. Additional 'pif Unit Dead Loads. 2x6 (2)2 x 4 (3)2 x 4 (4) 2 x 3 3x5 4x4 INo I -1 No M I Oft Na I No IVI Live, 4x And Smaller (Lumber' 5.00 ft 360 240 0.0 :12 Live: 1.00 psf 40 psf 40 psf Deskxip'n, opt!: Descrip'n, oprl: 15 psf 15 psf 0.00 ft 2.00 ft 1.40 ft I Douglas Fr -Larch I No. 2 Acceptable Solutions Glued Laminated Members Z-F-V4 (0F I -1 Acceptable Solutions 2.5" x 6" 3" x 6" 3.125" x 6" 5 "x6" 5.125" x 6" 6.75" x 7.5" 6.75" x 9" 1.9E Microltam LVL Structural Steel Tubes HSS2x2x1 /4 HSS3x3x1 /4 HSS3x3x3/8 0.17 in " 025 in Fb=1900 Fv=150 Fcp =435 E= 1300000 SIfWt=0 Dead, psf Load Subtotals Total Adjusted Uniform Loads Combined Total Uniform Load An asterisk • indicates a non- acceptable sofn. An asterisk • indicates a non- acceptable sofn. HSS5x3x1/2 ProBeam v4 0 For Wood and Press Treated? GluLams Only: Tributary Width, ft Timber Material Timber Grade Ust properties fo what sae? 6 x 12 Ust properties what size? Web Stiffeners? I No I -1 List properties f what size? 1 -3/4" x 11 -1/4" wL _ wu = CdIVSTRUCTIONCALC I Not press treauml I - I Uniform Live Load, plf 80.0 lb/ft 56.0Ib/ft 136.0 lb/ft 136.0 lb/ft 187.0 lb/ft 5x And Larger (Timbers! I Douglas Fs - Larch 1wa16 - No. 2 Acceptable Solutions I- r Fb =875 Fv=170 Fcp =625 E= 2.0E Parallam PSL 2 -11/16" x 9 -114" 3-1/2" x 9 -1/4" Sif Wt= 0 3 x 14• 1 Fb=2900 Fv=290 Fcp =750 E= 2000000 11 -7/8" TJI / L65 16 " TJI /L65 16" TJI / L90 14" TJI H90 Wet Cond? Reduced Live Load, plf. 80.0 lb/ft 56.0 Ib/ft )- Level. TJI 1.55E Timberstrand LSL Steel Type? Temp Cond. 1100 deg F & less Uniform Dead Load, p11. 30.0 IbM 21.0 lb/ft 136.0 lb/ft 51.0 lb/ft w = 51.0 lb/ft SB Wt =O 1300000 5-114" x 9 -1/4" 7" x 9 -114" 9 -112" TJI 110 9 -112" TJI 210 9 -1/2" TJI 230 11 -718" TJI 360 1314" x 9 -114" (3)13/4" x 9 -1/4" (2)1-3/4" x 9 -114" SII Wt= 0 1-I Fb=2325 Fv=310 Fcp =800 E= 1550000 Structural Steel W- Shapes (t- Beams) W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - HSS4x4x1/8 w V HSS5x5x1/8 HSS6x6x1/8 Welded End Plate Caps? I ves I HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x3/8 HSS5x5x3/8 HSS7z7x3/8 HSS8x8x3/8 Final Member Material Library Final Size: Min. Bearing Lengths Vert DM ( approx): Actual Member Size: I Sawn Wood Choose From M Sim Or Beam Type I « 1 I6x12 I -I : • 1.60 M. (Left) 0.00 ft 5.50" x 1125" : a 1.50 In. (Right) True Len ( approx): 5.00 ft Maximums Live Load: Dead Load: Total Load: Live Case Causing Max Minimums Live Load: 0.8 or 1.0 Dead: Net Reaction Uve Case Causing Min Reactions R, -Left R, - Right 340 lb 3401b 1281b 1281b 4681b 468 N/A N/A - Left R, - Right O lb O lb 771b 771b 771b 771b N/A N/A HSS4x4x1/2 HSS5x5x1/2 HSS6x6x1/2 HSS7x7x1/2 Web Stiffeners? Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. A36 - Fy =36 ksi (Default) Final Member Results Bending Overdesign: 1347.6% Shear Overdesign: 2300.0% Deflection Overdesign: 7293.2% Bearing / Buckling Overdsgn: N/A Final member okay by: 1347.6% Controlling criteria is: Bending Final Member Additional Information Max. Positive Moment 584 ft-lb Max. Negative Moment: 0 It-lb Max Design Shear. 292 Ib Main Span Max. pownward 0.002" / 0.003" Deflection (live / Total) Main Span Max. Upward Deflection 0.000" / 0.000" (Live / Total): Cant. Down. Defl. (Live / Tot): N/A Cant. 1pi. Dell. (Live / Tot): WA Req'd El, Not Ind. Self WL: Approx. Self Weight: Min. Calc'd Bearing Lengths: 1.147E+07 N/A = 0.14 in (Left) 2.50 ft Main Span 0.00 ft Main Span 0.00 ft Main Span 2.50' / 2.50' Main /Main 0.00' 1 0.00' ion Jive Case WA N/A Actual El: Approx. Tot. Wt.: N/A = 0.14 in (Right) Main / Main N/A N/A 8.48E+08 • lour company] v4.0 aasumotions: Top and bottom must be laterally supported at 4-ft max intervals. Full-depth blocking read at supports and cantilever end. Bending in strong axis only. No wane in Giulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 uBC. pisclaimer, All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam I.D.: Other Info.: Silva Residents w7 kitchen window Main Span, L = Main Span Max. Allowed Live Deft: L / Main Span Max Allowed Total Defl: L / Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self Wt? Loads Other Than Uniform Loads? 4.00 ft 360 240 I NO I -1 0.0 :12 live: 1.00 No -I I Ores Ow I No V = 0.13 in = 020 In ProBeam_v4_0 For Wood and Press Treated? GluLams Only: CC SSRUCTIONCALC ProBeam We Emppwe• . The Bonding Industry I Not press treated 1 -1 Wet Cond? ID I -1 Temp Cond. 1100 deg F & less Uniform Loads Over Full Length of Member Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf load and trib. width Additionat'plf Unif. Live Loads. Additional 'plf Unif. Dead Loads. Live, psf Dead, psf Tributary Uniform Live Width, ft Load, off 40 psf 40 psf Descrip'n, oprt: Descrip'n, opt/: 15 psf 15 psf 0.00 ft 2.00 ft 1.40 ft J Load Subtotals Total Adjusted Uniform Loads Combined Total Uniform Load w = Wu = 80.0 Ib/ft 56.0 IbM 136.0 Ib/ft 138.0 Ib/ft 187.0 Ib/ft Reduced Live Uniform Dead Load, plf. Load, plf. 80.0 Ib/ft 56.0 Ib/ft 30.0 Ib/ft 21.0 Ib/ft I 1 136.OIb/f 51.OIb/ft wo = 51.0 Ib/ft Lumber Material Lumber Grade Repetitive Member Use? 1ft I -I List properties for what size lumber? 4x And Smaller (Lumber/ I Douglas Fir -Larch I No. 2 1(2)2x8 Inv' Acceptable Solutions 2x6 (2)2x4 (3)2x3 (4)2 x 3 3x4 4x4 Fb Fv=180 Fcp =625 E= 1600000 SlfWt =0 An asterisk • indicates a non - acceptable solo. Giulam Grade List giu lam properties for what sae glulam? x 10.5" I -1 Glued Laminated Members 124F-V4 (DF/DF) Acceptable Solutions 2.5" x 6" 3" x 6" 3.126" x 6" 6 "x6" 5.125" x 6" 6.75" x 7.5" 8.75" x 9" Fb 2400 Fv 240 Fcp350 E= 1800000 Fbt =1850 Self Wt=0 1.9E Microtlam LVL List properties for what 1314" x5 -1/2" (3) 1 -314" x 6-1/2" I size LVL? (2) 1-3/4" x 1 - 3/4" x 14" I - 1 Fb =2600 Fv- -285 Fcp =750 E= 1900000 Sir Wt =0 List properties for what sae LSL? 13-1/r x 5-1/2" H - I 1.3E Timberstrand LSL I 3 -1/2" x 4-3/8" I Fb =1900 Fv 150 Fcp=435 E= 1300000 Slf Wt =0 An asterisk • indicates a non- acceptable sign. Structural Steel Tubes HSS2x2x1 /4 HSS3x3x1 /4 HSS2x2x1/8 HSS3x3x1/8 HSS3z3x3/8 HSSSx3x1/2 Timber Material Timber Grade List y � �? fo 5x And Larger (Timbers) 1 Douglas Fir - Larch Iwa18 - No. 2 Acceptable Solutions 1 - 1 Fb =875 Fv=170 Fcp =625 E= Slf wt =0 1300000 2.0E Parallam PSL 6-114" x 9 -1/4" 2- 11/16" x 9 -1/4" r x 9-1/4" 3412" x 9 -114" Sit Wt= 0 list properties for! what s i ze ? 3 x14 I - Fb=2900 Fv =290 Fcp =750 E= 2000000 1 Level, TJI Web Stiffeners? INo 1 -1 11 -7/8" TJI 1165 16 " TJI /165 16" TJI / L90 14" TJI H90 9.1/2" TJI 110 9 -1/2" TJI 210 9.112" TJI 230 11 -7/8" TJI 360 1.55E Timberstrand LSL List properties for 1 -3/4" x 9 -114" (3) 1-3/4" x 9 -1/4" what size? 1 1 x 11.1/4 (2) 14/4" x 9 -1/4" - I Fb=2325 Fv=310 Fcp =800 E= 1550000 Sir Wt= 0 Structural Steel W (I Beams) Steel Type? W4x13 W14x22 - • W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 • - W12x14 - W i HSS4x4x1/6 HSS5x6x1/8 HSS6x6x118 Welded End Plate Caps? HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x3/8 HSS5x5x318 HSS7x7x3/8 HSS8x8x3/8 Final Member Material Library Final Size: Mln. Bearing Lengths : ■ 1.60 in. (Left) Vert Dift ( approx): 0.00 ft Actual Member Size: 5.50" x 1125" I Sawn Wood choose From All Sizes Of Beam Type I w• I6x12 I - : = 1.60 In. (Right) True Len (approx): 4.00 ft Reactions Maxi ums R - Left Live Load: 272 Ib Dead Load: 102 Ib Total Load: 374 Ib Live Case Causing Max N/A Minimums R. - Left Live Load: 0 Ib 0.6 or 1.0 Dead : ¢] Ib Net Reaction 61 Ib Uve Case Causing Min N/A Bz Riaht 272 Ib 102 Ib 374 Ib N/A R, - Rioht 0 Ib 61 lb 61 Ib N/A HSS4x4x1/2 HSS5x5x1/2 HSS6x6x1/2 HSS7x7x112 Web Stiffeners? Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. Final Member Additional Information Max Positive Moment:1374 ft-Ib Max. Negative Moment 0 ft-lb Max Design Shear. 1991b Main Span Max Downward Deflection (Uve / Total) Main Span Max. Uoward Deflection (Uve / Total) Cant gown. Defl. (Uve / Tot): N/A Can. Il L. Dell. (Live / Tot): N/A Req'd El, Not Ind. Self Wt.: 5.875E+06 Approx. Self Weight: N/A Min. Calc'd Bearing Lengths: = 0.11 in (Left) 0.001" ! 0.001" 0.000" / 0.000" Location Live Case 2.00 ft Main Span 0.00 ft Main Span 0.00 ft Main Span 2.00' / 2.00' Main / Main 0.00' / 0.00' Main / Main N/A NIA N/A N/A Actual El: 8.48E+08 Approx. Tot. Wt.: N/A = 0.11 in (Right) 1 A36 - w -36 ksl (Default) Final Member Results Bending Overdesign: 2161.9% Shear Overdesign: 3429.4% Deflection Overdesign: 14339.8% Bearing / Buckling Overdsgn: N/A Final member okay by 2161.91 Controlling criteria is: Bending [your company] ilMmojatl Top and bottom must be laterally supported at 4-8 max intervals. Fun-depth blocking regd at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. Disclai All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. 1 -3/4 x 14" I� 1rl Job Name: Beam I.D.: Other Info.: Main Span, L = Main Span Max Allowed Live Defl: L / Main Span Max. Allowed Total Defl: L / Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self AIL? Loads Other Than Uniform Loads? Uniform Loads Over Full Length of Member Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psi' load and trib. width Additional 'pH' Unif. Live Loads. Additional 'off Unit. Dead Loads. Lumber Material Lumber Grade Repetitive Member Use? List properties for size lumber? Fb=1080 Fv=180 Fcp "625 E= 1600000 Slf Wt=0 Glulam Grade Ust glu lam properties for what size glulam? I5'x10.5" 1 -I List properties for what size LVL? 1 3-1/2" x5.1/2' 1 w I HSS2x2x118 HSS3x3x1/8 1-1 Silva Residents w8 attic storage window I - i IN. I -1 O res O Nu I I No H Live, 4x And Smaller (Lumber) 3.00 ft 360 240 0.0 :12 I Douglas Fir-Larch No 2 Acceptable Solutions 1 Live: 1.00 psf �1 2x4 (2)2 x 3 (3)2 x 3 (4)2x3 31(4 41(4 1(2)2x8 1'1 Glued Laminated Members 124F -V4 (DF/OF) 1 -I Acceptable Solutions 2.6" x 6" 3" x 6" 3.125" x 6" 6" x 6" 5.125" x 6" 6.75" x 7.5" 8.75 "x9" Fb=2400 Fv =240 Fcp=650 E= 1800000 Fbt =1850 Self Wt 1.9E Microllam LVL 1.3E Timberstrand LSL Ust properties for what 3-112" x4-3/5" size LSL? Structural Steel Tubes HSS2x2x1 /4 HSS3x3x1 14 HSS3x3x3/8 - 0.10 in = 0.15 in Load Subtotals Total Adjusted Uniform Loads Combined Total Uniform Load I 13/4" x 6- 112" (3) 1 -3/4" x 6-112" I (2)1314 "x5.112" I Fb =2600 Fv=285 Fcp=750 E= 1900000 SIfWt =0 Fb=1900 Fv=150 Fcp =435 E= 1300000 SIfWt =0 An asterisk • indicates a non- acceptable sofn. An asterisk indicates a non- acceptable sofn. HSS5z3x1/2 ProBeam v4 0 For Wood and Press Treated? GluLams Only Tributary Dead, psf Width, ft 40 psf 40 psf 40 psf Deskxip'n, eon: Desaip n, 15 psf 15 psf 15 psf 0.00 ft 2.00 ft 2.00 ft 1.40 ft 1 Timber Material Timber Grade List properties for what size? 1 6 x12 List properties fo what size? Web Stiffeners? 1 -1 1 -3/4' x 11 -1/4' W1 = wu = List properties f what size? Ca uSRUCTIONCALC ProBeam �� v4.o I Not press treated lw1 Uniform Live Load, plf 80.0 lb/ft 80.0 lb/ft 56.0 lb/ft 216.0 IbMt 216.0 lb/ft 297.0 lb/ft I -1 5x And Lamer (Timbers) Douglas Fir - Larch Iwaas - No. 2 Acceptable Solutions 1w Fb=875 Fv=170 Fcp=625 E= 2.0E Paraliam PSL 2 -11/16" x 9 -1/4" 3-1/2" x 9-1/4" 3-112 x 14 I I Fb=2900 Fv=290 11 -7/8" TJ11 L65 16" TJI / L65 16" TJI / L90 14" TJ1 H90 13/4" x 9 -114" (2)13/4" z 9 -114" Wet Cond? iDN 1 -1 Reduced Live Load, plf. 80.0 lb/ft 80.0 lb/ft 56.0 Ib/ft I- Level, TJI 1 55E Timberstrand LSL Steel Type? Temp Cond. I 100 deg F & less 1 -1 Uniform Dead Load, plf. 30.0 lb/ft 30.0 lb/ft 21.0IbM 216.0 lb/ft 81.0Ib/ft w = 81.0 lb/ft Fb =2325 Fv=310 Fcp =800 E= 1550000 Structural Steel W - Shapes 0 SIf Wt =0 1300000 6-1/4" x 9 -1/4" 7" x 9 -114" Slf Wt= 0 Fcp=750 E= 2000000 9 -112" TJ1110 9 -1/2" TJI 210 9-112" TJI 230 11 -718" TJI 360 (3) 1 -3/4" x 9 -114" SIf Wt= 0 W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W6x10 - - W10x12 - - W12x14 - HSS5x5x1/8 HSS6x6x1/8 Welded End Plate Caps? km I ■I HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x3/8 HSS5x5x318 HSS7x7x318 HSS8xax3/8 Final Member Material Library Final Size: Min. Bearing Lengths Vert OW ( approx): Actual Member Size: Sawn Wood I Choose From Alt sizes Of Beam Type I - I 16x12 : • 1.50 In. (Left) 0.00 ft 5.50" x 11.25" : = 1.50 In. (Right) True Len ( approx): 3.00 ft Max Live Load: Dead Load: Total Load: Live Case Causing Max Minimums Live Load: 0.6 or 1.0 Dead: Net Reaction Live Case Causing Min Reactions R. - Left R _ Right 324 Ib 324 Ib 1221b 122 446 Ib 446 Ib N/A N/A R. - Left Right 0 l 0 l 731b 731b 731b 73 lb N/A N/A HSS4x4x1/2 HSSSx5x1/2 HSS6x6x1/2 HSS7x7x1 /2 Web Stiffeners? km I -1 Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. Final Member Additional Information Max. Positive Moment 334 ft-lb ovation ____ Live Case 1.50 ft Main Span Max. Negative Moment 0 ft-lb Max Design Shear. 1671b Main Span Max. rd Deflection (Live / Total) 0.000" / 0.001" Main Span Max. Upward Defection 0.000" / 0.000" (Uve / Total Cant. Down. Defl. (Uve / Tot): N/A Cant. Ug Deft. (Live / Tot): N/A Req'd El, Not Ind. Self Wt.: 3.937E+06 Approx. Self Weight N/A Min. Calc'd Bearing Lengths: = 0.13 in (Left) Final Member Results Bending Overdesign: 2431.8% Shear Overdesign: 4097.5% Deflection Overdesign: 21450.7% Bearing / Buckling Overdsgn: WA Final member okay by: 2431.8% Controlling criteria is: Bending 0.00 ft Main Span 0.00 ft Main Span 1.50' / 1.50' Main / Main 0.00' / 0.00' Main / Main N/A N/A N/A WA Actual El: 8.48E +08 Approx. Tot. Wt.: N/A = 0.13 in (Right) HSS4x4x1 /8 wr I A36 - Fy= 361a1(Derauf) • • `]your company] ProBeam v4.0 Assumptions: Top and bottom must be lateraly supported at 4at max intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. Disclaimer AB users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam I.D.: Other Info.: Main Span, L = Main Span Max. Allowed Live Defl: L / Main Span Max. Allowed Total Dell: L / Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self WL? Loads Other Than Uniform Loads? Uniform Loads Over Full Length of Member Lumber Material Lumber Grade Repetitive Member Use? I� I-I List properties for what size lumber? Fb =1080 Fv=180 Fcp =625 E= 1600000 Sat Wt =0 Glulam Grade List glu lam properties for what size glulam? 15x10.5" 1-I 1.3E Timberstrand LSL List properties for what 1 3.1/2" x 43/8" I size LSL? 13 -1/2- x 51/2- I. 1 Silva Residents w9 attic storage window Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf load and trib. width Additional 'off Unif. Live Loads. Additional 'plf Unif. Dead Loads. 4x And Smaller (Lumber! 1(2)2x8 Iv! Acceptable Solutions Acceptable Solutions 1.9E Microllam LVL Structural Steel Tubes HSS2x2x1/8 1 HSS2x2x114 HSS3x3x1/8 1 HSS3x3x1 /4 3.00 ft 360 240 ko 1 -1 0.0 :12 Lire: 1.00 I� I -1 I Ores No I INo -1 Live, psf 1 Douglas Rr -larch 1 No. 2 2x4 (2)2 x 3 (3)2x3 (4)2 x 3 3x4 4x4 J Glued Laminated Members 24F (DF/DF) 1 -I 2.5" x 6" 3" x 6" 3.125" x 6" 5" x 6" 5.125" x 6" 6.75" x 7.5" 6.76" x 9" Fb=2400 Fv =240 Fop - E= 1800000 Fbt=1850 SelfWt=0 Last properties for what 1314" x 5-1/2" (3)13/4" x 6 -1/2" I size LVL? (2)13/4" x 5-1/2" 1 - 3/4" x14" 1;1 Fb=2600 Fv=285 Fcp =750 E =1900000 Sif Wt=0 Fb =1900 Fv=150 Fcp =435 E= 1300000 HSS3x3x318 SIf Wt=0 " 0.10 in " 0.15 in Dead, psf 40 psf 40 psf 40 psf Descrip'n, opr Oescrip'n, opfl: 15 psf 15psf 15 psf 0.00 ft 2.00 ft 2.00 ft 1.40 ft J Load Subtotals Total Adjusted Uniform Loads Combined Total Uniform Load An asterisk Indicates a non- acceptable sofn. An asterisk • indicates a non- acceptable corn. HSS5x3x1/2 ProBeam_v4 0 For Wood and Press Treated? GluLams Only: Tributary Width, ft w L = w = Timber Material Timber Grade List properties f what size? List properties f what size? 3 x 14" Web Stiffeners? IN° I List properties fo what size? 1 -3/4' x 11 -1/4" I Not press treated I -1 Uniform Live Load, plf 80.0 Ib/ft 80.0 lb/ft 56.0 Ib/ft 216.0 Ib/ft 216.0 Ib/ft 297.0 Ib/ft CcAS RUCTION CALL 2- 11/16" x 9 -114" 3-1/2" x 9.1/4" 11.7/8" TJI 1 L65 16" TJI / L65 16 " TJI /L90 14" TJI H90 Wet Cond? Dry I - I 80.0 Ib/ft 80.0 Ib/ft 56.0 Ib/ft 216.0 Ib/ft WI) = 5x And Larder ITimbersl Acceptable Solutions 2.0E Parallam PSL 1 Level, TJI 1.55E Timberstrand LSL Structural Steel W-Shapes (I- Beamsj Steel Type? Temp Cond. 100 deg F & less Reduced Live Uniform Dead Load, plf. Load, plf. 30.0 Ib/ft 30.0 Ib/ft 21.0 Ib/ft 1 1 81.0 Ib/ft 81.0 Ib/ft 'Douglas Rr - Larch (vrcuB - No. 2 6x12 - Fb=875 Fv=170 Fcp -625 E= 7" x 9.114" SIT Wt= 0 SO Wt= 0 SO Wt =O 1300000 5 -1/4" x 9 -1/4" • Fb=2900 Fv=290 Fcp =750 E= 2000000 9-1/2" TJ1110 9-1/2" TJI 210 9 -1/2" TJI 230 11 -7/8" TJI 360 13/4" x 9 -1/4" (3)13/4" x 9 -114" (2)13/4" x 9 -114" 1 -1 Fb=2325 Fv=310 Fcp =800 E= 1550000 W4x13 W14x22 - - W16x26 - W6x8.6 W18x35 - WBx10 - - W10x12 - - W12x14 - W'� t1SS4x4x1/8 HSS5x5x1/8 HSS6x6x1/8 Welded End Plate Caps? Yes ICI HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x318 HSS5x5x318 HSS7x7x3/8 HSS8x8x3/8 Final Member Material Library Final Size: Min. Bearing Lengths : = 1.50 In. (Lett) Vert Olff (approx): 0.001t Actual Member Stze: 6.60" x 11.26" I Sawn Wood 1 " I Choose From M Slays Of Beam Type I o I 16x12 : • 1.60 In. (Right) True Len (approx): 3.00ft Maximums Live Load: Dead Load: Total Load: Uve Case Causing Max Reactions R. - Left 324 Ib 122 Ib 446 Ib N/A Minimums R, - Left Live Load: 0 Ib 0.8 or 1.0 Dead : 73 lb Net Reaction 73 Ib Uve Case Causing Min WA R� - Riaht 324 Ib 122 Ib 446 Ib N/A R� - Right 0 Ib 73 Ib 73 Ib N/A HSS4x4x1 /2 HSSSx5x1/2 HSS6x6x1/2 HSS7x7x1/2 Web Stiffeners? k. I -I Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. Final Member Additional nformation Max. Positive Moment 334 tUb Max. Negative Moment: Max Design Shear. 0 ft-Ib Main Span Max. Downward 0.000" / 0.001" Deflection (Uve / Total) Main Span Max. Upward Deflection 0.000" /0.000" (Uve / Total) Cant. poem. Defl. (Live / Tot): WA Cant. yk. Defl. (Live / Tot): Req'd El, Not Ind. Self Wt.: Approx. Self Weight: Min. Calc'd Bearing Lengths: I A36 - Fy =36 ksi (Default) Final Member Results Bending Overdesign: 2431.8% Shear Overdesign: 4097.5% Deflection Overdesign: 21450.7% Bearing / Buckling Overdsgn: N/A Final member okay by: 2431.8% Controlling criteria is: Bending Location jive Case 1.50 ft Main Span 0.00 ft Main Span 1671b 0.00 ft Main Span 1.50' / 1.50' Main / Main 0.00' / 0.00' Main / Main N/A N/A N/A 3.937E+06 N/A = 0.13 in (Left) WA N/A Actual El: 8.48E+08 Approx. Tot. Wt.: N/A = 0.13 in (Right) ProBeam_v4_0 CdJ5TRUCTIONCALC ProBeam v4.0 pasumattons: Top and bottom roust be laterally supported at 4 max. intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. Disclaimer: All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. jyour company] Job Name: Beam I.D.: Other Info.: Main Span Max Allowed Live Defl: L / 360 1. 0.13 in Main Span Max. Allowed Total Defl: L / 240 - 020 in Repetitive Member Use? i� I - Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self WL? Loads Other Than Uniform Loads? Uniform Loads Over Full Length of Member Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf load and trib. width Additional 'plf Unif. Live Loads. Additional 'pif Unif. Dead Loads. Lumber Material Lumber Grade Glulam Grade Ust glu lam properties for what size glutam? 5" 10.5" I -1 size LSL? 13 - 1/2" x 5 I - I HSS2x2x1/8 HSS3x3x1/6 Silva Residents h • / 0 & e &s e lfr Main Span, L = I- I -I No I Oyes ow I No Live, 4x And Smaller (Lumber) Acceptable Solutions 2x6 (2)2x4 (3)2x4 (4)2x3 3x5 4x4 List properties for wha9 size lumber? Fb =1080 Fv -180 Fcp =625 E= 1600000 SIfV =0 1(2)2x8 I - 124F -V4 (DF/DF) I -1 Acceptable Solutions 2.5" x 6" 3 "x6" 3.125" x 6" 5" x 6" 6.125" x 6" 6.75" x 7.5" 8.75" x 9" Fb =2400 Fv=240 Fcp=650 E= 1800000 Fbt =1850 Self Wt =0 1.9E Microllam LVL List properties for what I 1-3/4" 2 61/2" I (3)13/4" x 5-1/2" I size LVL? (2)14/4" x 5-1/2" 1 -3/4" x 14" I V 1 Fb =2600 Fv =285 Fcp =750 E= 1900000 Slf Wt =0 1.3E Timberstrand LSL Lust properties for what I 3 - 1/2" '44w I Structural Steel Tubes HSS2x2x1 /4 4.00 ft 0.0 :12 1 Um.: 1.00 n psf I Douglas Flr -larch I No. 2 Glued Laminated Members R=1900 Fv=150 Fcp =435 E= 1300000 SIfWt =0 HSS3z3x1 /4 HSS3x3x3/8 Dead, psf Load Subtotals Total Adjusted Uniform Loads Combined Total Uniform Load An asterisk • indicates a non- acceptable sorn. An asterisk indicates a non- acceptable sorn. HSS5x3x1/2 ProBeam_v4_0 For Wood and Press Treated? GluLams Only: Tributary Uniform Live Width, ft Load, Of 40 psf 40 psf 40 psf Descrip'n, oprl: Descriyn, opl'I: 15 psf 15 psf 15 psf 0.00 ft 2.00 ft 2.00 ft 1.40 ft J Web Stiffeners? I� H w� = wU = Timber Material Timber Grade List properties what List properties forT what s }' x size? Ust properties fo what size? 1 -3/4" x 11 -1/4" 1 MX press treated Iw 80.0 Ib/ft 80.0 lb/ft 56.0 1b/ft 216.0 1b/ft 216.0 Ib/ft 297.0 Ib/ft 14" 5x And Laraer (Timbers) Acceptable Solutions 2.0E Paraliam PSL 2 -11/15" x 9 -114" 3-1/2" x 9 -1/4" I -1 11 -7/8" TJI 1 L65 16" TJI I L65 16" TJI / L90 14" TJI H90 1.55E Timberstrand LSL 13/4" x 9 -114" (2)14/4" x 9 -1/4" Wet Cond? IDry -1 Temp Cond. 100 deg F & less Reduced Live Uniform Dead Load, pif. Load, plf. 80.0 Ib/ft 80.0 Ib/ft 56.0 Ib/ft I- Level, TJI Steel Type? 30.0 Ib/ft 30.0 Ib/ft 21.0 Iblft 216.OIb/ft 81.O Ib/ft WI) = 81.0 lb/ft I DouglasMr - Larch I WCUB - No. 2 Stf Wt =0 1- r Fb=875 Fv =170 Fcp =625 E= 1300000 I - I Fb =2325 Fv=310 Fcp =800 E= 1550000 Structural Steel W 0 5 -1/4" x 9 -1/4" 7" x 9 -1/4" Slf Wt= 0 Fb =2900 Fv=290 Fcp =750 E= 2000000 9 -112" TJI 110 9 -1/2" TJ1210 9 -112" 7J1230 11 -7/8" TJI 360 (3)14/4" x 9 -1/4" Sir Wt= 0 W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W6x10 - W10x12 - - W12x14 - a: • HSS4x4x1/8 HSS5x5x1/8 HSS6x6x1/8 Welded End Plate Caps? HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x3/8 HSS5x5x3/8 HSS7x7x3/8 HSS8x8x3f8 Final Member Material Library Final Size: Min. Bearing Lengths :. 1.60 In. (Left) Vert Diff (approx): 0.00 ft Actual Member Size: 6.50" x 11.25" I Sawn Wood 1 Choose From All Size; Or Beam Type 1. I 16 x 12 :• 1.50 In. (Right) True Len (approx): 4.00 ft Reactions Maximums R, - Left Live Load: 432 Ib Dead Load: 162 Ib Total Load: 594 Ib Live Case Causing Max N/A R, - Right 432 Ib 162 Ib 594 Ib N/A M inimums R, - Left R7- Right Live Load: 0 Ib 0 Ib 0.6 or 1.0 Dead : 97 Ib Mb Net Reaction 97 Ib 97 Ib Live Case Causing Min N/A N/A HSS4x4x1/2 HSS5x5x1/2 HSS6x6x1/2 HSS7x7x1 /2 Web Stiffeners? Yes 1.1 Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. 1 A36 - Fy =36 ks (Default) Final Member Results Bending Overdesign: 1324.2% Shear Overdesign: 2122.2% Deflection Overdesign: 8991.7% Bearing / Buckling Overdsgn: WA Final member okay by: 1324.2% Controlling criteria is: Bending final Member Additional Information Location Live Case Max. Positive Moment: 594 ft-lb 2.00 ft Main Span Max. Negative Moment: 0 ft-Ib 0.00 ft Main Span Max Design Shear. 316 Ib 0.00 ft Main Span Main Span Max. ward 0.001" / 0.002" 2.00' / 2.00' Main / Main Deflection (Live / Total) Main Span Max Upward Deflection 0.000" / 0.000" 0.00' / 0.00' Main / Main (Live / Total) Cant. Down. Deft. (Live / Tot): N/A N/A N/A Cant. .Dell.(Uve /TotZ:WA N/A N/A Req'd El, Not Ind. Self Wt.: 9.331E+06 Actual El: 8.48E +08 Approx. Self Weight: N/A Approx_ Tot. Wt.: N/A Min. Calc'd Bearing Lengths: = 0.17 in (Left) = 0.17 in (Right) ProBeam_v4_0 +r! • ,[)our company] v4.0 Assumptions: Top and bottom must be laterally supported at 44t max. intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. ptsclaimer, All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam I.D.: Other Info.: Main Span Max. Allowed Live Defl: L / 1 360 1= 0.13 in Main Span Max. Allowed Total Defl: L / j 240 1= 020 in Lumber Material Lumber Grade Repetitive Member Use? IN. I.1 Glulam Grade List glu lam properties for what size glulam? ISx10.S 1.1 13.1/" x 5-1/2" H Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? - HSS2x2x1/8 HSS2x2x1 /4 HSS3x3x1/8 HSS3x3x1 /4 Silva Residents - / ( 5 of s e,at Main Span, L = Add Self WL? Loads Other Than Uniform Loads? Uniform Loads Over Full Length of Member Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf Toad and trib. width Additional 'pit Unif. Live Loads. Additional 'Of Unif. Dead Loads. 4.00 ft 4x And Smaller (Lumber) 1.3E Timberstrand LSL List properties for whet 1 3 -1/2" x 43/8" I size LSL? N° H 0.0 :12 Live: 1.00 Oyes ONo I No Live, ps f Load Subtotals Total Adjusted Uniform Loads Combined Total Uniform Load Douglas Fir -larch I No. 2 Acceptable Solutions 2x6 (2)2x4 (3)2x4 (4)2x3 3x 6 4x4 List properties for what■ size lumber? Fb =1080 Fv=180 Fcp 625 E= 1600000 SIfWt =0 1(2)2x8 1 .1 Glued Laminated Members 124F-V4 (DF/DF) I.1 Acceptable Solutions 2.6 "x6" 3 "x6" 3.125" x 6" 5" x6" 6.125" x6" 6.75 "x7.5" 8.78" x 9" Fb =2400 Fv=240 Fcp =650 E= 1800000 Fbt =1850 Self Wt =0 1.9E Microllam LVL List properties for what 1-3/4" x 6-1/2" (3)13/4" x 5-1/2" I size LVL? (2) 13/4" x 5-112" l 1 - 3/4" x 14" I •I Fb =2600 Fv=285 Fcp =750 E= 1900000 SIf Wt =0 Fb =1900 Fv =150 Fcp =435 E= 1300000 Structural Steel Tubes HSS3x3x3/8 Dead, psf An asterisk • indicates a non- acceptable sorn. An asterisk • indicates a non- acceptable sorn. Sif Wt =0 HSS5x3x1/2 ProBeam_v4_0 For Wood and Press Treated? GluLams Only: Tributary Width, ft 40 psf 40 psf 40 psf Descrip'n, oprl: Desa1 fl opfL 15 psf 15 psf 15 psf 0.00 ft 2.00 ft 2.00 ft 1.40 ft Timber Material Timber Grade List properties what size? List properties what size? Web Stiffeners? k o I. List properties what size? 1 -3/4" x 11 -1/4 w = wu = I "a press treated I•! Uniform Live Load, plf 3-1/2" 80.0 Ib/ft 80.0 Ib/ft 56.0 Ib/ft 216.0 Ib/ft 216.0 ibift 297.0 Ib/ft CCAIS RUCTION ALC ProBeam Wet Cond? !Dry H Reduced Live Uniform Dead Load, pin. Load, plf. 80.0 Ib/ft 80.0 Ib/ft 56.0 Ib/ft 216.OIb/ft 81.OIb/ft WD = 81.0 Ib/ft 5x And Lamer (Timbers) I Douglas Fir - Larch I wa_16 - No. 2 Acceptable Solutions f l 6z u I Fb=875 Fv=170 Fcp =625 E= 2.0E Parailam PSL 2 -11/16" x 9-1/4" 3-1/2" x 9 -114" 1'1 Fb =2900 Fv =290 Fcp =750 E= 2000000 11 -718" TJI / L65 16" TJI / L65 16" TJIIL9O 14" TJI H90 1- Level, TJI 1.55E Timberstrand LSL 1-3/4" x 9 -1/4" (2) 1-3/4" x 9 -1/4" Steel Type? Temp Cond. 1100 degF &less 30.0 Ib/ft 30.0 Ib/ft 21.0 lb/ft (3) Fb =2325 Fv=310 Fcp =800 E= 1550000 Structural Steel W -Shapes (I- Beams) SIf Wt= 0 Stf Wt =0 7" x 9 -114" 1300000 5 -1/4" x 9 -114 9 -1/2" TJI 110 9.1/2" TJI 210 9.1/2" TJI 230 11 -7/8" TJI 360 1314" x 9 -1/4" Slf Wt= 0 W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - • • HSS4x4x118 HSS5x5x1/8 HSS6x6x1/8 Welded End Plate Caps? HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x3/8 HSS5x5x3/8 HSS7x7x3/8 HSS8x8x3/8 Final Member Material Library Final Size: Min. Bearing Lengths :. 1.60 in. (Left) Vert Dirt (approx): 0.00 It Actual Member Size: 6.60" x 11.25" I Sawn Wood I Choose From All Sizes Or Seam Type I - I I6x12 I - : 1.50 in. (Right) True Len (approx): 4.00 ft Reactions Maximums R. - Left Live Load: 432 Ib Dead Load: 162 Ib Total Load: 594 Ib Live Case Causing Max N/A inimums R. - Left Live Load: 0 Ib 0.6 or 1.0 Dead : 971b Net Reaction 97 Ib Live Case Causing Min N/A R� - Riaht 432 Ib 162 Ib 694 Ib N/A R� - Riaht 0 Ib 97 Ib 97 Ib N/A HSS4x4x1/2 HSS5x5x1/2 HSS6x6x1/2 HSS7x7x1/2 Web Stiffeners? Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. Final Member Additional nformation Max Positive Moment: 594 ft-Ib Max. Negative Moment 0 ft-lb Max Design Shear. 316 lb Main Span Max Downwa 0.001" / 0.002" Deflection (Live /�Totaq Main Span Max Upward Deflection 0.000" 10.000" (Live / Total) Cant. ow . Deft. (Uve / Tot): WA Cant. Q1g. Dell. (Uve / Tot): N/A Req'd El, Not Ind. Self Wt.: Approx. Self Weight: Min. Calc'd Bearing Lengths: Location Live Case 2.00 ft Main Span 0.00 It Main Span 0.00 ft Main Span 2.00' / 2.00' Main / Main 0.00' / 0.00' Main / Main N/A N/A N/A N/A 9.331E+06 Actual EI: 8.48E+08 N/A Approx. Tot. Wt.: N/A = 0.17 in (Left) = 0.17 in (Right) I A - Fy=36 ksi (Default) Final Member Results Bending Overdesign: 1324.2% Shear Overdesign: 2122.2% Deflection Overdesign: 8991.7% Bearing / Buckling Overdsgn: N/A Final member okay by: 1324.2% f Controlling criteria is: Bending ProBeam_v4_0 �Iy ou r company] CSI 1S I ; RUCTION C ALE ProBeam v4.0 Assumptions: Top and bottom must be laterally supported at 4-ft max. intervals. Full-depth blocking read at supports and cantilever end. Bending in strong axis only. No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. Disclaimer. All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering. Job Name: Beam I.D.: Other Info.: Silva Residents Main Span, L = Main Span Max. Mowed Live Deft L / Main Span Max. Allowed Total Dell: L / Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self WL? Loads Other Than Uniform Loads? 5.00 ft 360 240 H 0.0 :12 Live: 1.00 No .I O Yes ®No 1 No " 0.17 in " 025 in Load and Span Diagram (Not To Scale. gild,, irony, not shown) ProBeam_v4_0 For Wood and Press Treated? GluLams Only: Not press treated 1 • Wet Cond? IDVY I -1 Temp Cond. 1100 deg F & less Uniform Loads Over Full Length of Member Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf Toad and trib. width Additional 'plf Und. Live Loads. Additional 'Of Unif. Dead Loads. Live, psf 40 psf 40 psf 40 psf Descrip n�opt7: Descrip'n opti: 15 psf 15 psf 15 psf 0.00 ft 2.00 ft 2.00 ft 1.40 ft J Load Subtotals Total Adjusted Uniform Loads Combined Total Uniform Load Tributary Dead, psf Width, ft wL = w = Uniform Live Load, plf 80.0 lb/ft 80.0 lb/ft 56.0 lb/ft 216.0 Ib/ft 216.0 IbM 297.0 lb/ft Reduced Uve Uniform Dead Load, plf. Load, plf. 80.0 lb/ft 80.0 lb/ft 56.0 lb/ft 30.0 lb/ft 30.0 lb/ft 21.0Ib/ft 216.0Ib/ft 81.0IbHt w = 81.0 lb/ft Lumber Material Lumber Grade Repetitive Member Use? No I -1 Ust properties for what. size lumber? 4x And Smaller (Lumber) 1 Douglas -larch 1 No. 2 2x 6 (2)2 x 5 (3)2x4 (4)2x4 3x6 4x5 1(2)2x8 I -1 Acceptable Solutions Fb =1080 Fv=180 Fcp-25 E= 1600000 Sit Wt =0 An asterisk • Indicates a non- acceptable corn. Glulam Grade List glu lam properties for what size glulam? I5"x10.5' 1 -1 Glued Laminated Members 124E -V4 (DF/DF) I-1 Acceptable Solutions 2.6"x6" 3" x 6" 3.125" x 6" 5" x6" 8.126" x 6" 6.75" x 7.5" 8.75" x 9" Fb =2400 Fv=240 Fcp =650 E= 1800000 Fbt =1850 SelfWt =0 1.9E Microllam LVL Ust properties for what I 13/4" x 6 1/2" (3)13/4" x 61(2" size LVL? (2)1 -314" x 6 -112" 1 -3 /4^ x 14" I vr Fb =2600 Fv =285 Fcp =750 E= 1900000 511 Wt =0 1.3E Timberstrand LSL List properties for what 3 -1/2" x 43/8" size LSL? 13-1/2" 55-u2" 1 -1 Fb =1900 Fv=150 Fcp =435 E= 1300000 SIfWt =0 An asterisk • Indicates a non- acceptable sorn. Structural Steel Tubes HSS3x2x1/8 HSS2x2x1 /4 I 1 HSS3x3x1/8 HSS3x3x1 /4 HSS3x3x3/8 HSS5x3x1/2 Timber Material Timber Grade 5x And Larger (Timbers) 'Douglas Fir - Larch 1 wcus - No. 2 Acceptable Solutions Stt Wt=o Ust properties foi what size? 1 6x12 1T Fb=875 Fv=170 Fcp =625 E= 1300000 2.0E Parallam PSL 2- 11/16" x 9 -1/4" 3-1/2" x 9 -114" Ust properties what size? 3 514' I - Fb =2900 Fv=290 Web Stiffeners? I N. I -1 List properties foi what s 1 -3/4' x 11 -1/4" 11 -718" TJI 1 L65 14" TJI H90 1.314" x 9.1/4" I -1 Fb =2325 Fv=310 Fcp =800 E= 1550000 Structural Steel W (I Beams) Steel Type? 6-114" x 9.114" 7" x 9 -114" SII Wt= 0 Fcp =750 E= 2000000 I Level, TJI 9 -112" TJI 110 16 " TJI /L65 16 " TJI /L90 9 -112" TJI 210 9 -1/2" TJI 230 11 -7/8" TJI 360 1.55E Timberstrand LSL (3)13/4" x 9 -114" (2)13/4" x 9 -1/4" Slf Wt= 0 W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - - W10x12 - - W12x14 - :• HSS5x5x1/8 HSS6xex1/8 Welded End Plate Caps? fTa H HSS4x4x1l4 HSS5x5x1 /4 HSS6x6x1 /4 HSS4x4x318 HSS5x5x3/8 HSS7x7x3/8 HSS8x8x3/8 Final Member Material Library Final Size: Min. Beating Lengths Vert Diff (approx): Actual Member Size: (Sawn Wood Choose From All Sizes Of Beam Type I . l I6x12 : = 1.50 In. (Left) 0.00 ft 5.50" x 1115" : 1.50 In. (Right) True Len (approx): 5.00 ft futaximums Live Load: Dead Load: Total Load: Live Case Causing Max Minimums Live Load: 0.6 or 1.0 Dead: Net Reaction Live Case Causing Min Reactions R, -Left R, -Right 5401b 5401b 2031b 2031b 7431b 7431b N/A WA R' -Left R� - Right O lb O lb 122 lb 122 lb 122lb 122 lb N/A N/A HSS4x4x1/2 HSS5x5x1/2 HSS6x6x1/2 HSS7x7x1 /2 Web Stiffeners? iv H Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use CondlUons Selected: None. A36 - Fy =36 hsi (Default) Final Member Results Bending Overdesign: 811.5% Shear Overdesign: 1411.1% Deflection Overdesign: 4554.9% Bearing / Buckling Overdsgn: N/A Final member okay by: 811.5% Controlling criteria is: Bending Final Member Additional Information Max. Positive Moment 928 ft-lb Max. Negative Moment Max Design Shear. Main Span Max. Downward Defiedion (Live / Total) Req'd El, Not Ind. Self WL: Approx. Self Weight: Min. Calc'd Bearing Lengths: 0 ft-lb 464 lb 0.004" / 0.005" Main Span Max. Upward Defection (Live / Total) Cant Down. Defl. (Live / Tot): N/A N/A Cant. U Defl. (Live / Tot): I N/A N/A 0.000" / 0.000" 1.823E+07 Actual El: N/A Approx. Tot. Wt,: = 0.22 in (Left) = 0.22 in (Right) L ion Live Case 2.50 ft Main Span 0.00 ft Main Span 0.00 ft Main Span 2.50' / 2.50' Main / Main 0.0V/0.00' Main / Main N/A N/A 8.48E+08 N/A • jyUUr company] v4.0 Assumptions: Top and bottom must be laterally supported at 4-ft max. intervals. Full-depth blodcing read at supports and cantilever end. Bending in strong axis only. No wane in Gluiam laminations. Dynamic loading not considered. Compliant with 2006 IBC, 2003 IBC, and 1997 UBC. Disclaimer, All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the pradioe of engineering. Job Name: Beam I.D.: Other Info.: Main Span, L = Main Span Max. Allowed Live Deft: L / Main Span Max. Allowed Total Deft: L / Cantilever (Overhang) Exists? Pitch if Sloped: Load Duration Loads From Continuous Member? Add Self WI? Loads Other Than Uniform Loads? Uniform Loads Over Full Length of Member Lumber Material Lumber Grade Repetitive Member Use? INo 1..1 List properties for what. size lumber? Fb=1080 Fv =180 Fcp =625 E =1600000 Stf W1=0 Gluiam Grade Ust glu lam properties for what size glulam? I5"x10.5" M 13 -1/2' x 5-1/2' H HSS3x2x1/8 HSS3x3x1/8 Silva Residents L., (3 7o- R%ov Roof Loads (not including snow) Roof Snow (only) Floor 3 Loads Floor 2 Loads Floor Loads Wall Dead Load Other 'psf Toad and trib. width Additional 'plf Unit Live Loads. Additional 'plf Unif. Dead Loads. 1(2)2x8 ICI 1.3E Timberstrand LSL Ust properties for what ' 3-1/2" x43/8" I size LSL? Structural Steel Tubes HSS2x2x1 /4 5.00 ft 360 240 I N° ICI I 0.0 :12 live: 1.00 I N° M I O Yes OO No No Live, 4x And Smaller (Lumber) ps f 40 psf 40 psf 40 psf Descrip'n, oaf': Descrip'n, opt,: 15 psf 15 psf 15 psf 0.00 ft 2.00 ft 2.00 ft 1.40 ft J Load Subtotals Total Adjusted Uniform Loads Combined Total Uniform Load !Douglas Fr-Larch I No. 2 Acceptable Solutions 2x8 (2) 2 x 5 (3)2x4 (4)2x4 3x6 4x5 Glued Laminated Members 124F -V4 (DF/DF) ICI Acceptable Solutions 2.5" x 6" 3 "x8" 3.125" x 6" 5" x 6" 6.125" x 6" 6.75" x 7.5" 8.75" x 9" Fb =2400 Fv =240 Fcp E= 1800000 Fbt =1850 Self Wt =0 • 1,9E Microllam LVL Ust properties for what ( 1-3/4" x 5-1/2" (3)13/4" x 5112" size LVL? I (2)13/4" x 5-1/2" 1 -3/4' x 14' I V Fb =2600 Fv-- -285 Fcp =750 E= 1900000 SIf Wt=0 Fb=1900 Fv=150 Fcp =435 E= 1300000 HSS3x3x1 /4 HSS3x3x3/8 = 0.171n = 025 in Dead, psf An asterisk • Indicates a non - acceptable sorn. An asterisk • Indicates a non- acceptable sorn. Stf Wt =0 HSS5x3x1/2 ProBeam_v4_0 For Wood and Press Treated? GluLams Only: Tributary Uniform Live Reduced Live Uniform Dead Width, ft Load, plf Load, plf. Load, ptf. Timber Material Timber Grade List properties fo what ete? Web Stiffeners? W l. _ Wu = List properties fo what size? 1 -3/4' x 11 -1/4" CAS RUCTIONCALC ProBeam I netpress bssfed 1. 3-1/2' x 14' 80.0 Ib/ft 80.0 Ib/ft 56.0 Ib/ft 216.0 Ib/ft 218.0 lb/ft 297.0 Ib/ft 2 -11/16" x 9 -1/4" 3 -1/2" x 9 -1/4 1-3/4" x 9 -1/4" (2)13/4" x 9 -1/4" Wet Cond? H 80.0 Ib/ft 60.0 Ib/ft 56.0 Ib/ft 5x And Larger (Timbers) Acceptable Solutions 2.0E Parallam PSL -Level TJI 1.55E Timberstrand LSL Steel Type? Temp Cond. 100 deg F &less 30.0 Ib/ft 30.0 Ib/ft 21.0 Ib/ft 216.01b/ft 81.0lb/ft WD = 81.0 lb/ft Douglas Fr - Larch Iv I Wale - No. 2 Sit Wt= 0 Sit Wt =0 Ust properties fort what size? 1 6x12 " Fb =875 Fv =170 Fcp =625 E= 1300000 5-1/4" x 9 -1/4" 7" x 9 -1/4" 1'1 Fb =2900 Fv=290 Fcp =750 E= 2000000 11 -718" TJI/ 1.65 9 -1/2" TJI 110 18" TJI 1 L.65 9 -1/2" TJI 210 16" TJI / L90 9 -1/2" TJI 230 14" TJI 1190 11 -7/8" TJI 360 ICI Fb=2325 Fv=310 Fcp =800 E= 1550000 Structural Steel W (i Beams) (3) -3/4" x 9 -114" Sit Wt= 0 wl W4x13 W14x22 - - W16x26 - W6x8.5 W18x35 - W8x10 - W10x12 - - W12x14 - =. " HSS4x4x1/8 HSS5x5x1/8 HSS6x6x1/8 Welded End Plate Caps? Ies 1 - Final Member Material Library Final Size: HSS4x4x1 /4 HSS5x5x1 /4 HSS6x6x1 /4 Min. Bearing Lengths :' 1.50 in. (Left) Vert DM ( approx): 0.00 ft Actual Member Size: 5.50" x 11.25" Reactions Maximums R+ - Left Live Load: 540 Ib Dead Load: $03 Ib Total Load: 743 Ib Live Case Causing Max N/A Minimums Live Load: 0 Ib 0.6 or 1.0 Dead : 122 lb Net Reaction 122 Ib Uve Case Causing Min N/A HSS4x4x3/8 HSS5x5x3/8 HSS7x7x3/8 HSS8x8x3/8 I Sawn Wood 0xxse Frtxn All Sizes Of Beam Type I r I I6x12 I mo ) s 1.50 In. (Right) True Len (approx): 5.00 ft R7- Riaht 540 Ib R03 lb 743 lb N/A - Right 0 Ib 122 Ib 1221b N/A HSS4x4x1/2 HSS5xSx1/2 HSS6x6x1/2 HSS7x7x1/2 ProBeam_v4_0 Web Stiffeners? Final Member: 6 x 12, Douglas Fir - Larch, WCLIB - No. 2 Use Conditions Selected: None. Final Member Additional Information Max. Positive Moment:1928 ft-Ib Max. Negative Moment:10 ft-lb Max Design Shear:1464 Ib Main Span Max Downward' 0.004" / 0.005" Deflection (Live / Total)! !- Main Span Max. Upward Deflection (Live / Total) I A36 - Fy =36 ksi (Default) Location 2.50 ft 0.00 ft 0.00 ft 0.000" / 0.000" 0.00' / 0.00' Cant. Down. Defi. (Live / Tot): ;N /A Cant. Up Defl. (Live / Tot):1N /A Req'd El, Not Ind. Self Wt. :11.823E+07 Approx. Self Weight:IN/A Approx. Tot. Wt: N/A Min. Calc'd Bearing Lengths:I = 0.22 in (Left) = 0.22 in (Right) Final Member Results Bending Overdesign: 811.5% Shear Overdesign: 1411.1% Deflection Overdesign: 4554.9% Bearing / Buckling Overdsgn: N/A Final member okay by: 811.5% Controlling criteria is: Bending Live Case Main Span Main Span Main Span 2.50' / 2.50' Main / Main Main / Main N/A WA N/A N/A Actual El: 8.48E +08 ti • SPECIFICATIONS FOR 14940 — 51 :AVENUE SOUTH Floor Joists Replace deteriorated floor joists with the same size dimensioned lumber, joists shall be #2 hem -fir or better, solid bridging shall be installed at a minimum 6 foot intervals. The floor surface shall be 3/4" T &G plywood glued and screwed. Floor Structure Floor shall be capable of supporting 40 Ibs /ft2 live load and 10 Ibslft2 dea Floor Coverings OCT 1 7 2008 Floor coverings shall be as selected by the owner 4)/ Inner Surface of Exterior Walls BMW Of Tukwila ING DIVISION deteriorated studs with the same dimensioned lumber, studs shah errs= fir or better, solid fire blocking shall be installed at 4 feet above the finished floor. R -19 fiberglass insulation shall be installed in the wall cavity and secured by stapling. The insulation may have either an aluminum foil or a kraft paper backing. The inside of the walls shall be sheathed in' /" OSB nailed at 4 inch intervals on the edge and at 1 foot intervals in the field. The inside surface shall be' /" gypsum drywall attached by dry wall screws at 6 inches O /C. on the edges and at one screw per square foot in the field. Dry wall shall be taped, flushed, and orange peel textured. Outer Surface of Exterior Walls The existing siding shall be retained. After repair the siding shall be covered either by Hardie board or Hardie panels. Hardie siding shall be installed per the manufacturer's directions. Interior Partitions Interior partitions shall be studs #2 hem -fir or better, solid fire blocking shall at 4 feet above the finished floor. The surface shall be 1 /2" gypsum dryw dry wall screws at 6 inches O.C. on the edges and at one screw per field. Dry wall shall be taped, flushed, and orange peel textured Roof 7/12 Trussed roof 24" O.0 (16" O.C. Optional) Roof Sheathing 7/16" OSB CORRE TION LTR# Doi - 911.1 ktVIEWtD FOR CODE COMPLIANCE load APPROVED RECEIVED OCT 18 2008 PERMIT CENTER 2 Roofing 25 Year Fiberglass roof shingles with 15 lb felt Ceiling Insulation 32 Fiberglass Insulation with Kraft vapor barrier Ceiling 5/8"finished drywall with 1 coat prime paint Carpet FHA plush 26 oz carpet Padding Standard Foam Padding Flooring Vinyl floor covering in kitchen, baths, and utility area Closets Vented closet shelves with clothes bar Lighting Ceiling lights in kitchen, dining room, hall, and stairwells Doors and Trim 6 -panel Wht.Col.Drs Wht trim & tulip locksets Exterior Doors Steel insulated front door French Doors Low E vinyl patio door (as required per plan). Windows Vinyl sling hung dbl insulated windows Siding Hardie board or Hardie Panel Siding Trim Hardie Trim, Fascia, and Soffits 3 Kitchen Cabinets Owners Selection Over Cabinets Open Soffit Counters Self edge Formica top with 4" backsplash. Range Hood White or almond range hood with light and fan .Sink Double bowl stainless steel sink Faucets Dual Control faucet Tub 60" One piece fiberglass tub /shower. Valves Anti -scald valves on tub and shower. Toilet Low consumption water closet Accessories Towel bar and toilet paper holder Medicine Cabinet Mirror over Sink. Vent Combination fan /light ventilation Water Supply Copper water lines stubbed through floor Drain PVC drain, waist, and vent system. Heat Elements Gas fire place, 30,000 BTU Fixtures Standard lighting fixtures (200 Amp Panel) Electric Wiring Wired per National Electric Code Ext Outlets Ext. GFI protected circuit (front & rear) Smoke Detectors AC /DC smoke detectors as required by code Doorbell Doorbell Optional. Phone Phone jacks Optional Cable TV Jacks TV Jacks Optional Stairs to basement 1 30" door & stairwell walls f ROFfI_E CCEPTEpb SPECIAL INSTRUCTIONS: GRIPT1 Seattle. WA 'QUOTE 'LAYOUT ENGN: r SEATTLE, VILA 98145 (206) °632 2129 (John) Silva vv Y INC. P.O. Box 1770 Sumner, WA 98390 (253)863.5555 fax: (253) 891 -1168 DUNK LUMBER CO INC JOB NAME:(John) Silva P 0 BOX 45550. MODEL: DELIVERY INSTRUCTIONS: Quotation Takeoff QUOTE #• 810027A TAG: Page: 1 DATE: 10/0 08 SALES REP :RICH MEYE LOT# SUBDIV: ORDEREDBYJOHN R TE ECEJ Y OCT l -3 PERMIT CE TER _ .14 2x411 ' 8x12 " 13x6 11 5x5 = ..: . 2x4 1 ( 2x4;.11 4-104 3x6 11 ^2 4-0.0 4-10 .1438 1 2 :0-2 -0;0- 3 :0 =3- 8,0.4=12 F21416:0=2.0:0 -3 01 t# DF cept' SDP CHOR 1'2 X 4vHF N 2, T1,�)(4 HF.No.2: X 10 .DF (+i'o 2 3OT CHORD: X 4 F (FI$PF StudISTD-•Except" WEBS' . 1 5 2X41 - tFNo.2 X 4 f jF %SPF Stad/STU Is¢e) 12 2,338/0 -5-,e 16433 -5 -8 a2 6 471 ..', 4414..G ) ax tfp bftl2 - s(LC 6), l 9(LC 6) il ax'nlurtl Compression 1,*_ mlTensio 4 lr OI:10;` -3 F43.1193.'-44=:;,2 1 4 - 5- 1708194. 0/658 8 9 9 2 124/0 9-10=- 83/93 -11, 0/116, 2 `16 - 4'165, 10 12= -402!'6 I5-1s 1 8/1197, 14`'13 0 10 532, 13-14 /1532 1 2 02/ 13=0I11s " r-7 2 232/22 4-160 /836 0/836, 3- 46- 2493!0 9-12 249310 3 28/65 ural wood s heathing iredly applied' s except e verticals celling'due attyappUed or 8 1,14 ac 6 et :4r11dpt • 3-76, 9 12: kfa1~e) <. t.UMd TOP "C 100T GH wok' OTHERS c.no 8x131 3x411 3 • 13-11-41t 523 '. 1- 11.11-9 5.2-3 3x6 = b�4 3x8 = NO (12,14) 1) Unbalanced roof live loads have been- considered for this design. 2) Truss designed for Toads; in 'the plane of the truss only for studs exposed to wind (norma - MiTek "Standard Gable EndD e fa ll" r 3) Ttris truss has been designed fore 10 0 psf botto{r1 cord live Load nonc oncyrrent with any o i) le atuds ced -A oc a �• signed fora five - .bad 0! 20 Opsf pn the bott chon in a)i arfag' willt between th botto chord and any - -- r 5 0.pst) all R1g1 Ks). 4-8, 7-9 '54 > Id (40A* t) and additional bottom !chord dead,load (10 0 psf) applied on Mde Mechanrq] tonnes tior.41s otila of ' buss-to bearing ptate;capable of withstanding 59: d?5,91b uplift at joint 16 r '9)`Tailruss is designed,ln accordance with 2006 lntemationa!ResidentialCode s R5 0 128 0210 2 and'referenced standard ANS1/TP1 1.. Controlled on page.2 4-10 -4 2-0-0 8x8 9 3x4'11 - 10 Scale = 1:78.2 Plate Offsets(X Y) 13 :0-2 120 -3-01 [6,0 -4 0 Edgel f9:0 -2 120-3 1 I12 :0-2- 8:03 -01 [13.03:8, a :12], [15.0 -3- 8,0.4 -121, [16.0 - 2..8,03 01 ING( S PACItt1G x 2-01 0"SI rDEFL in :`( I/detf l/d s PLATES 25 Y Platesl perease 1 15 TC 65 = 1Jert(LL) " - 0321 -1 >,8 0 MT2O S ' Lumber increase 1 15 BC 0 88 a/ 4).401 .,. >5 240 SOU: 0 0 s Rep Stress Inbr NO 1NB -0 90 :Harz(TL) d 02 'n/a ilia B DL C 7,13 Code"IRC20061LPI2002 (Matrix) I f t 4aJ�Mt3ER 1Slel ght.2051p TOP RD 2 X5,8 DF SS' Exc e pt' OP C H O CHO n , TOP CH S i Snn shea Ir�ect ed or. ` ' t 12 4iF No 7 T12 X 4 HF No2 T pu i s, ,excdpt end ve caps �?T CHOR T p X 1A DF fro 2 B C HORD WE S r 2 X 4 HF /SPF Stpd/STD S xce pt' g ceiling dlre,51Y ap pl d of 7 9 oc brad Job 810027 Ti A2 The Truss Co.,:Sumner WA ' /Eugene OR, AML Truss Type ATTIC WIT city 19 7.030 s Jan 3 2008 - 2=0-0 . 4.104 10 -4 l 2.0013 _ 11.9 1 19 -1 -12 2-0-0 4-10.4 54-3 1- 111_11-0 5.2-3 FORGES (Ib) - INaxlrl7uirl Compression/11Maxlmum TOP CHARD .: 1 2= /7 2-3 58/95, 3-4 1816/0 4-5 1370/60, 5 60/686 -7 =0%686 9 -1 0 = 58/95,10- 11 -0/,79 216= 272/150, `I0 12 -= 272/15 BOTCHO - 8/ • 15- 161021,•14- 15=0/1283, 13-14= 0/1283 1213=0/1121;, WEB 57 2418/0,4 -15= 0/884,8-13=01884,,S46=;211//0;1/712=;2117/9,- 3457=16/ NOTE (10) 1) unbalanced roof live loads have been considered for this desgn 2) Wind ASCE. 05, 85mph, h�-25ft, TCDI =4 8psf; BCDL=4.2psf:,Category 11; Exp 01.10 . s, gable end zone canbiever left', and right.:exposed end,v44hc 004,and right exposed: Coal: DOL 1.33 3) his- lnl sshas boon de fora 1'0 0 psf bottom chard live Ioad-,nonconcurront 041441n 4)' This lr 4sshas be en designed:for a a live load of :2Q 0psf do the bottom chord In sill: areas between the bottom chor and any othe members Getting deed load (5 0 ps1) on nlember(s) 4-5, 7r$ 5 - 7 Bottom m live Ioad:(4p 4 psf) and addlGonal bottom chord dead [cad (10 0 pst) appli only 7) Provide mech connecbon`(by others) of truss to beating plate capable of withstanding 31b „...0.11,d110,1401 a join 16 6) this truss is designed 'in accordance,with lbe 2006Internabonal Residential; Cod se ctions - R802 :10.2 and referenced stan dard NySI/TPl 1 9) Tjis truss Is d esgned fora creep factor of 125 i dllch is used to calculate the total toad der co bi? hat this parametee fits with'the`intended Ilse this c rri ponent`;- ,- Dunn Lumber/ Silva / ML Job Reference (optional) Tek Industries, Inc - Thu Oct 0211;36;162008 Page 1 240-0 410 -4 2-0-0 Scale =1:71.8 CITY OF TUKWILA -- BUILDING DIVISION 7nU: No. FEL — - Slte-lnformatJj n , ID CC Address: ` /'j o 7 City: t vt.c i (a State: k'c4 Zip: 9c / 6 Contact: i p►,. fi l v- q - Phone: 2- $I' , g f (— Phone 2: 2if ^ g 7a ^ Fax: Prescriptive Approach - Simple Form For the Washington State Energy Code (2006 Edition) Climate Zone 1 Permit #: Notes; Building Department Use Only Kt ,M VVcL I-UK rODF COMPLIANCE Table 6-1 PRESCRIPTIVE REQUIREMENTS 0.1 FOR GROUP R -3 OCCUPANCY CLIMATE ZONE 1 co te for footnote references This project complies with the following: ✓ The project is a single family residence or duplex. ✓ The project is wood frame OR all of the insulation is interior or exterior of the framing. ✓ All building components meet the requirements listed in Table 6 -1, Option IV. ✓ The project will meet all other provisions of the WSEC and VIAQ. RECEIVEf` The project will take advantage of the following exceptions to the prescriptive option: NOV 15 2007 ❑ 602.6 Exception 1. Glazed Doors whose area and U- factor are included in glazing PERMIT CENTEh calculations. Location of the door taking this exception ❑ 602.6 Exception 2. One door, that is 24 ft.2 or Tess, unlabeled and exterior swinging may be used. Location of the door(s) taking this exception Prescriptive - Simple - Form - Climate Zone bo7- y z'i 10123/2007 Option Glazing % Area /. of Floor Glazin, U- Factor a Door U- Factor Ceiling2 Vaulted Ceiling Wall12 Above Grade Wall. i Below Grade Wall. ext Below Grade Floors Slab s Grade Vertical Overhead �� 1. 10% 0.32 0.58 0.20 R -38 R -30 R15 R -15 R -10 R -30 R -10 II.* ,V. 15% 0.35 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 L-- Unlimited Group R -3 and R-4 Occupancies Only 0.35 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 CITY OF TUKWILA -- BUILDING DIVISION 7nU: No. FEL — - Slte-lnformatJj n , ID CC Address: ` /'j o 7 City: t vt.c i (a State: k'c4 Zip: 9c / 6 Contact: i p►,. fi l v- q - Phone: 2- $I' , g f (— Phone 2: 2if ^ g 7a ^ Fax: Prescriptive Approach - Simple Form For the Washington State Energy Code (2006 Edition) Climate Zone 1 Permit #: Notes; Building Department Use Only Kt ,M VVcL I-UK rODF COMPLIANCE Table 6-1 PRESCRIPTIVE REQUIREMENTS 0.1 FOR GROUP R -3 OCCUPANCY CLIMATE ZONE 1 co te for footnote references This project complies with the following: ✓ The project is a single family residence or duplex. ✓ The project is wood frame OR all of the insulation is interior or exterior of the framing. ✓ All building components meet the requirements listed in Table 6 -1, Option IV. ✓ The project will meet all other provisions of the WSEC and VIAQ. RECEIVEf` The project will take advantage of the following exceptions to the prescriptive option: NOV 15 2007 ❑ 602.6 Exception 1. Glazed Doors whose area and U- factor are included in glazing PERMIT CENTEh calculations. Location of the door taking this exception ❑ 602.6 Exception 2. One door, that is 24 ft.2 or Tess, unlabeled and exterior swinging may be used. Location of the door(s) taking this exception Prescriptive - Simple - Form - Climate Zone bo7- y z'i 10123/2007 Uniformly Loaded Floor Beam( AISC 9th Ed ASD 1 Ver. 7.01.12 By Howard W. Fleeger • H F Designers on: 11 -03 -2007 : 4:02:17 PM Project: 14840 - 51ST AVE - Location: Bywn 1st & 2nd Firs west end centered Summary: A992 -50 WS5c31 x 10.0 FT Section Atlequate By: 347.8% Controlling Factor: Moment Deflections: Dead l.Aad: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Unbraced Length -Top of Beam: Live Load Deflect. Criteria: Total Load Def e . Criteria: Floor Loading: Floor Live Load -Side One: Floor Dead Load -Side One: Tributary Width -Side One: Floor Live Load -Side Two: Floor Dead Load -Side Two: Tributary Width -Side Two: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties for: W8x31/A992 -50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X -X Axis: Section Modulus About X -X Axis: Radius of Gyration of Compression Flange + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: Allowable Flange Buckling Ratio: Web Buckling Ratio: Allowable Web Buckling Ratio: Controlling Unbraced Length: Limiting Unbraced Length for Fb= .66 Allowable Bending Stress: Web Height to Thickness Ratio: Limiting Web Height to Thickness Ratio for Fv= .4 *Fy: Allowable Shear Stress: Design Requirements Comparison: Controlling Moment: Nominal Moment Strength: Controlling Shear Nominal Shear Strength: Moment of Inertia (Deflection): permit tl U0'1- MVI DLD= 0.03 IN LLD= 0.07 IN = U1773 TLD= 0.10 IN = U1260 LL -Rxn= 4800 LB DL -Rxn= 1955 LB TL -Rxn= 6755 LB BL= 0.83 IN L= 10.0 FT Lu= 0.0 FT U 360 V 240 LL1= 40.0 PSF DL1= 15.0 PSF TW1= 12.0 FT LL2= 40.0 PSF DL2= 15.0 PSF TW2= 12.0 FT WALL= 0 PLF wL= 960 PLF BSW= 31 PLF wD= 391 PLF wT= 1351 PLF Fy= 50 KSI E= 29000 KSI d= 8.00 N tw= 0.29 N bf= 8.00 N tf= 0.44 N k= 0.83 N Ix= 110.00 N4 Sx= 27.50 N3 rt= 2.20 N FBR= 9.20 AFBR= 9.19 WBR= 28.07 AWBR= 90.51 Lb= 0.0 FT Lc= 7.17 FT Fb= 33.0 KSI h/tw= 25.02 h/tw- Limit= 53.74 Fv= 20.0 KSI M= 16888 FT -LB Mr= 75620 FT -LB V= 6755 LB Vr= 45600 LB Ireq= 22.34 IN4 I= 110.00 IN4 RECEIVEr NOV 15 2007 PERMIT CENTE Uniformly Loaded Floor Beamf AISC 9th Ed ASD 1 Ver: 7.01.12 By: Howard W. Fleecier , H F Designers on: 11 -03 -2007: 4:02:02 PM Project: 14840 - 51ST AVE - Location: Bywn 1st & 2nd Firs west end centered Summary: A992 -50 W8x31 x 10.0 FT Section Adequate By: 347.8% Controlling Factor. Moment Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.07 IN = L/1773 Total Load: TLD= 0.10 IN = U1260 Reactions (Each End): Live Load: LL -Rxn= 4800 LB Dead Load: DL -Rxn= 1955 LB Total Load: TL -Rxn= 6755 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.83 IN Beam Data: Span: L= 10.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 12.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 12.0 FT Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 960 PLF Beam Self Weight: BSW= 31 PLF Beam Total Dead Load: wD= 391 PLF Total Maximum Load: wT= 1351 PLF Properties for. W8x31/A992 -50 Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.00 N Web Thickness: tw= 0.29 N Flange Width: bf= 8.00 N Flange Thickness: tf= 0.44 N Distance to Web Toe of Fillet: k= 0.83 N Moment of Inertia About X -X Axis: Ix= 110.00 N4 Section Modulus About X -X Axis: Sx= 27.50 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 2.20 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 9.20 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 28.07 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 7.17 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 25.02 Limiting Web Height to Thickness Ratio for Fv= .4`Fy: h/tw- Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 16888 FT -LB Nominal Moment Strength: Mr= 75620 FT -LB Controlling Shear. V= 6755 LB Nominal Shear Strength: Vr= 45600 LB Moment of Inertia (Deflection): Ireq= 22.34 IN4 I= 110.00 IN4 Floor Joist( 2003 International Residential Code (01 NDS)1 Ver: 7.01.12 By: Howard W. Fleeger , H F Designers on: 11 -03 -2007: 12:33:32 AM Project: 14840 - 51ST AVE - Location: 1st Floor Joist Summary: SERIES 40 GPI / 9.5 - Georgia Pacific x 12.0 FT tV 16 O.C. Section Adequate By: 93.2% Controlling Factor. Allowable Deflection * Hoists were Preliminarily designed using the joist manufacturers published values. If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design verification. Center Span Deflections: Dead Load: DLD- Center- Live Load: LLD - Center= Total Load: TLD- Center- Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 320 LB Dead Load: DL- Rxn -A= 124 LB Total Load: TL- Rxn -A= 444 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.75 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 320 LB Dead Load: DL- Rxn -B= 129 LB Total Load: TL- Rxn -B= 449 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.75 IN Joist Data: Center Span Length: L2= 12.0 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= 40.0 PSF Dead Load: DL -2= 15.0 PSF Total Load: TL -2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT -2= 73 PLF Wall Loading Wall One Live Load (Perp. to Joists): PL1 -2= 0 PLF Wall One Dead Load (Perp to Joists): PD1 -2= 10 PLF Wall One Load Location (From left end of span): X1 -2= 8.0 FT Properties For. SERIES 40 GPI / 9.5- Georgia Pacific Depth: Moment Capacity: Shear Capacity: El: End Reaction Capacity: Comparisons With Required Sections: Controlling Moment: Adjusted Moment Capacity: Controlling Shear. Adjusted Shear Capacity: El Required: El: Maximum End Reaction: Adjusted Reaction Capacity: D= Mcap= Vcap= El= Rcap= M= Mcap -adi= V= Vcap - adj= El-req= E1= Rmax= Rcap -adj= 0.06 IN 0.15 I N = U976 0.21 I N = U695 9.5 IN 3090 FT -LB 1200 LB 193000000 LB -IN2 1120 LB 1347 FT -LB 3090 FT -LB 449 LB 1200 LB 99915430 LB -IN2 193000000 LB -IN2 449 LB 1120 LB /"r. Floor Joist' 2003 International Residential Code (01 NDS)1 Ver: 7.01.12 By: Howard W. Fleeger , H F Designers on: 11 -03 -2007: 12:33:08 AM Project: 14840 - 51ST AVE - Location: 1st Floor Joist Summary: SERIES 40 GPI / 9.5 - Georgia Pacific x 12.0 FT a 16 O.C. Section Adequate By: 93.2% Controlling Factor. Allowable Deflection I- joists were Preliminarily designed using the joist manufacturers published values. If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design verification. Center Span Deflections: Dead Load: DLD- Center— 0.06 IN Live Load: LLD - Center= 0.15 IN =1J976 Total Load: TLD- Center— 0.21 IN = L/695 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 320 LB Dead Load: DL- Rxn -A= 124 LB Total Load: TL- Rxn -A= 444 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.75 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 320 LB Dead Load: DL- Rxn -B= 129 LB Total Load: TL- Rxn -B= 449 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.75 IN Joist Data: Center Span Length: L2= 12.0 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= 40.0 PSF Dead Load: DL -2= 15.0 PSF Total Load: TL -2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT -2= 73 PLF Wall Loading Wall One Live Load (Perp. to Joists): PL1 -2= 0 PLF Wall One Dead Load (Perp to Joists): PD1 -2= 10 PLF Wall One Load Location (From left end of span): X1 -2= 8.0 FT Properties For. SERIES 40 GPI / 9.5- Georgia Pacific Depth: D= 9.5 IN Moment Capacity: Mcap= 3090 FT -LB Shear Capacity: Vcap= 1200 LB El: El= 193000000 LB -IN2 End Reaction Capacity: Rcap= 1120 LB Comparisons With Required Sections: Controlling Moment: M= 1347 FT -LB Adjusted Moment Capacity: Mcap -adl= 3090 FT -LB Controlling Shear. V= 449 LB Adjusted Shear Capacity: Vcap - adi= 1200 LB El Required: El-req= 99915430 LB -IN2 El: El= 193000000 LB-IN2 Maximum End Reaction: Rmax= 449 LB Adjusted Reaction Capacity: Rcap -adj= 1120 LB Floor Joist[ 2003 Intemational Residential Code (01 NDS)1 Ver: 7.01.12 By: Howard W. Fleeger , H F Designers on: 11 -03 -2007: 12:30:20 AM Project: 14840 - 51ST AVE - Location: 2nd Floor Joist Summary: SERIES 40 GPI / 9.5 - Georgia Pacific x 12.0 FT fti 16 O.C. Section Adequate By: 93.3% Controlling Factor. Allowable Deflection * I- joists were Preliminarily designed using the joist manufacturers published values. If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design verification. Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD- Center— Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 320 LB Dead Load: DL- Rxn -A= 129 LB Total Load: TL- Rxn -A= 449 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.75 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 320 LB Dead Load: DL- Rxn -B= 124 LB Total Load: TL- Rxn -B= 444 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.75 IN Joist Data: Center Span Length: L2= 12.0 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= 40.0 PSF Dead Load: DL -2= 15.0 PSF Total Load: TL -2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT -2= 73 PLF Wall Loading Wall One Live Load (Perp. to Joists): PL1 -2= 0 PLF Wall One Dead Load (Perp to Joists): PD1 -2= 10 PLF Wall One Load Location (From left end of span): X1 -2= 3.75 FT Properties For. SERIES 40 GPI 1 9.5- Georgia Pacific Depth: Moment Capacity: Shear Capacity: El: End Reaction Capacity: Comparisons With Required Sections: Controlling Moment: Adjusted Moment Capacity: Controlling Shear: Adjusted Shear Capacity: El Required: El: Maximum End Reaction: Adjusted Reaction Capacity: D= Mcap= Vcap= E1= Rcap= M= Mcap -adj= V= Vcap - adj= EI -req= E1= Rmax= Rcap -adj= 0.06 IN 0.15 IN = U976 0.21 IN = U696 9.5 IN 3090 FT -LB 1200 LB 193000000 LB -IN2 1120 LB 1345 FT -LB 3090 FT -LB 449 LB 1200 LB 99824330 LB -IN2 193000000 LB -IN2 449 LB 1120 LB Floor Joist( 2003 International Residential Code (01 NDS)1 Ver. 7.01.12 By: Howard W. Fleeger , H F Designers on: 11 -03 -2007: 12:30:16 AM Project: 14840 - 51ST AVE - Location: 2nd Floor Joist Summary: SERIES 40 GPI / 9.5 - Georgia Pacific x 12.0 FT a 16 O.C. Section Adequate By: 93.3% Controlling Factor. Allowable Deflection * I- joists were Preliminarily designed using the joist manufacturers published values. If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design verification. Center Span Deflections: Dead Load: DLD- Center= 0.06 IN Live Load: LLD - Center= 0.15 IN = L/976 Total Load: TLD- Center— 0.21 IN = U696 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 320 LB Dead Load: DL- Rxn -A= 129 LB Total Load: TL- Rxn -A= 449 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.75 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 320 LB Dead Load: DL- Rxn -B= 124 LB Total Load: TL- Rxn -B= 444 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.75 IN Joist Data: Center Span Length: L2= 12.0 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= 40.0 PSF Dead Load: DL -2= 15.0 PSF Total Load: TL -2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT -2= 73 PLF Wall Loading Wall One Live Load (Perp. to Joists): PL1 -2= 0 PLF Wall One Dead Load (Perp to Joists): PD1 -2= 10 PLF Wall One Load Location (From left end of span): X1 -2= 3.75 FT Properties For: SERIES 40 GPI / 9.5- Georgia Pacific Depth: D= 9.5 IN Moment Capacity: Mcap= 3090 FT -LB Shear Capacity: Vcap= 1200 LB El: El= 193000000 LB -IN2 End Reaction Capacity: Rcap= 1120 LB Comparisons With Required Sections: Controlling Moment: M= 1345 FT -LB Adjusted Moment Capacity: Mcap -adj= 3090 FT -LB Controlling Shear: V= 449 LB Adjusted Shear Capacity: Vcap - adi= 1200 LB El Required: EI -req= 99824330 LB -IN2 El: 0= 193000000 LB -IN2 Maximum End Reaction: Rmax= 449 LB Adjusted Reaction Capacity: Rcap -adj= 1120 LB '1(1 1- 6 \ 1k Main.OHice 17311 — 135 Avenue NE, A -500 Woodinville, WA 98072. (425) 4864669 FAX (425) 481 -2510 (425) 337 -1669 Snohomish Cotmty Facsimile Transmittal N ELSON GEOTECHNICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS To: Fermin Silva Company: Phone: Fax: 206 - 762 -7314 From: Pam Wyman Company: See header. Phone: Fax: Date: 3/6/2009 Pages Including Cover Page: 6 NGA File #: 7632B09 CC: 03/06/2009 13:35 #056 P.001 /006 Engineering- Geology Branch 437 East Penny Road . Wenatchee, WA 98801 (509) 665 -7696 FAX (509) 665 -7692 RECEIVED E Ier;`,r�i�i k 11 r. D 11 ::1 a,, ho n9 Frop: NELSON GEOTECHNICAL ASSOCIATES, INC 17311 135 Ave. NE #A-500 Woodinville, WA 98072 (425) 486 -1669 FAX 481 -2510 Attachment: Distribution: FIELD REPORT Project: Owner: Location: Weather: Purpose of Visit: Silva Residence Fermin Silva 14940 — 51 Avenue S. Tukwila, WA Partly cloudy, 40's Page: 1 of 2 Construction Monitoring By LSB Signed: 03/06/2009 13:35 #056 P.002/006 File No.: 7632B09 Date: 3/6/09 Report No: 2 We visited the site today at the request of Fermin Silva to perform a foundation subgrade evaluation at the planned Silva residence at 14940 — 51 Avenue South in Tukwila, Washington. Upon arrival, we met with Joey and Fermin Silva. We observed that the excavation for the eastern portion of the residence had been finished, and foundation forms had been constructed. The excavation exposed gray brown, silty sand with gravel. Minor amounts of water and wet soils had accumulated within the foundation excavations. We evaluated the density of the foundation subgrade with a '/z -inch diameter steel probe rod. In general, the material probed approximately one inch under moderate pressure. We interpreted this soil to be in a dense condition. Any standing water and or water loosened material that is present in the footing areas, should be removed prior to pouring concrete. We have been providing our construction monitoring services on a part time basis. Our opinions are based on our on -site observations only. It is our opinion that the subgrade should provide adequate support for the planned loads. 900 /£00'd 990# 3isr AVE 5£ :£L 600Z/90/£0 : iuoj j F rom : NELSON GEOTECHNICAL ASSOCIATES, INC 17311 135 Ave. NE #A-500 Woodinville, WA 98072 (425) 486 -1669 FAX 481-2510 Project: Owner. Location: FIELD REPORT Weather: Purpose of Visit: Construction Monitoring 03/06/2009 13:36 Silva Residence Fermin Silva 14940 — 51" Avenue S. Tukwila, WA File No.: 7632B09 Date: 2/9/09 Report No: 1 Partly cloudy, 40's Page: 1 of 1 By: MV DR #056 P.004/006 We visited the site today at the request of Fermin Silva to observe and evaluate drilled pier installation to support the east foundation of the planned Silva residence at 14940 — 51' Avenue South in Tukwila, Washington. We a geotechnical engineering report for this project dated July 13, 2007. Our report recommended the new foundations be supported on drilled piers or auger cast piles to protect the proposed development against potential failures on the slope and to achieve an effective setback of 20 feet from the face of the slope. The plans available on site called for six 30 -inch diameter piles 20 feet deep to support the east (downslope) footing line of the planned structure. An addendum letter from Howard W. Fleeger, PE approved a change to three 30 -inch diameter piles supporting the downhill wall, one at each comer, and one at the middle of the wall. Upon arrival we met with Fermin and Lyle with McDowell Northwest Piing. Three rebar cages were delivered to the site. The cages consisted of 14 vertical #10 bars tied to a spiral of #4 bar with #5 bar interior slants. Fill had been placed along the top of the slope and the fill was re- graded to construct a pad to support the drill rig. The pier locations had been staked_ Drilling began for the pier at the northeast corner with a 30 -inch diameter auger. This boring encountered a layer of loose fill consisting of silty sand with gravel and organics extending to a depth of 10 feet. Underlying the fill, the boring encountered hard blue gray silt with sand, which was interpreted as native soil. The hard silt extended to the bottom of the boring at 20 feet below the surface. Slight groundwater seepage was noted from areas of the fill. The boring was immediately filled with grout and the rebar cage was lowered into the pier and set. Next the contractor began drilling for the pier at the southeast comer of the planned wall. This boring encountered a layer of loose fill consisting of silty sand with gravel and organics extending to a depth of 10 feet. Underlying the fill, the boring encountered a layer of stiff gray silt extending to a depth of 12 feet. Underlying the stiff gray silt, this boring encountered hard blue gray silt with sand, which was interpreted as native soil. The hard silt extended to the bottom of the boring at 20 feet below the surface. Slight groundwater seepage was noted from areas of the fill. The boring was immediately filled with grout and the rebar cage was lowered into the pier and set. Next the contractor began drilling for the pier in the middle of the planned wall. This boring encountered a layer of loose fill consisting of silty sand with gravel and organics extending to a depth of 14 feet. Underlying the fill, the boring encountered a layer of stiff light brown silt extending to a depth of 15.5 feet. Underlying the stiff light brown silt, this boring encountered hard blue gray silt with sand, which was interpreted as native soil. The hard silt extended to the bottom of th - b • • g at 20.5 feet Attachment: Signed: Distribution: NELSON GEOTECHNICAL ASSOCIATES, INC 17311 135 Ave. NE #A -500 Woodinville, WA 98072 (425) 486 -1669 FAX 481 -2510 Attachment: Distribution: Project: Owner. Location: FIELD REPORT Weather: Purpose of Visit Silva Residence Fermin Silva 14940 — 51 Avenue S. Tukwila, WA Partly cloudy, 40's Construction Monitoring 03/06/2009 13:36 #056 P.005/006 File No.: 7632B09 Date: 2/9/09 Report No: 1 Page: 2 of 1 By: MDR below the surface. Drilling was stopped temporarily at 18 feet while the contractor waited for more grout to be delivered to the site. Moderate groundwater seepage and caving was noted from areas of the fill. A polymer and some loose soil were added to the boring to help remove the accumulated seepage from the bottom of the boring. The boring was completed to 20.5 feet. The boring was immediately filled with grout and the rebar cage was lowered into the pier and set. Based on our observations in the field, it is our opinion that the drilled piers were installed in general accordance with the plans and our recommendations. In our opinion, the piers were embedded at least five feet into the competent native soil and should provide adequate support for the planned loads. In our opinion, the deep foundation will also provide the recommended 20 -foot effective set back from the face of the slope. We recommend that the fill be removed from the upper portion of slope to establish a slope with an inclination of two horizontal to one vertical (2H:1 V) or flatter. Signed: Calf E 0 . 1 us RECEIVED ! BU;LL0ING DEPARTMENT RECEIV aux.L4"`"r° DEPAFMNISit PRELIMINARY GEOTECHNICAL ENGINEERING EVALUATION SILVA PROPERTY TUKWILA, WASHINGTON PREPARED FOR MR. FERMIN SILVA CORRECTION LTR #_,2 t O 7b 4 2 '—I REVIEE ONCE CODE COMPLIANCE APPROV ED oc111 U RECEIVED OCT . is 2008 PERMIT CENTER NGA Main Office 17311 — l35t Avenue NE, A -500 Wbodinville,_WA 98072 (425)486 -1669 • FAX (425)481 -2510 (425)337 -1669 Snohomish County July 13, 2007 Mr. Fermin Silva 25112 -11 Avenue South Des Moines, Washington 98198 Dear Mr. Silva, NELSON GEOTECHNICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Preliminary Geotechnical Engineering Evaluation Silva Property Tukwila, Washington NGA File No: 763207 Engineering- Geology Branch 437 East Penny Road Wenatchee, WA 913801 (509) 665- 7696 • FAX (509) 665 -7692 We are pleased to submit this report titled "Preliminary Geotechnical Engineering Evaluation — Silva Property — Tukwila, Washington." This report summarizes the existing surface and subsurface conditions within the project site and provides general recommendations for the proposed improvements. Our services were completed in general accordance with the proposal signed by you on May 30, 2007. Project plans will consist of removing the existing residence, but using the existing footprint to construct a new two -story single - family residence with a basement. The second and third floors of the addition will be extended by four feet on the northern and southern footing lines and supported on posts. Stormwater is planned to be directed to a wetland area at the toe of the slope on the western side of the property. We explored the site subsurface soil and groundwater conditions with three soil borings using a limited - access drill rig. Our explorations indicated that the site is underlain by up to 8.5 feet of loose undocumented fill, with hard silt soils at depth. We have concluded that the planned development is generally feasible. However, due to the close proximity of the planned improvements to the steep slope, the existing fill, and the current condition of the structure, we have recommended that the existing foundation be removed and the new foundation be supported on drilled piers extending down through the loose material. The drilled piers should also be deep enough to maintain a minimum effective foundation setback distance of 20 feet between the face of the slope and the bottom of the footings. This setback requirement should also be maintained for shallow spread footings. Specific recommendations for design and installation of the drilled piers are included in the attached report. General site grading and drainage recommendations have also been included in this report. Preliminary Geotechnical Engineering Evaluation Silva Property Tukwila, Washington July 13, 2007 NGA File No. 763207 Summary - Page 2 It has been a pleasure to provide service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Principal Three Copies Submitted cc: Mr. Howard Fleeger — One Copy • TABLE OF CONTENTS INTRODUCTION 1 SCOPE 1 1•+ SITE CONDITIONS 2 SURFACE CONDITIONS 2 SUBSURFACE CONDITIONS 3 �► HYDROLOGIC CONDITIONS 4 LABORATORY ANALYSIS 4 SENSITIVE AREA EVALUATION 4 SEISMIC HAZARD 4 EROSION HAZARD 5 LANDSLIDE HAZARD /SLOPE STABILITY 5 CONCLUSIONS AND RECOMMENDATIONS 6 GENERAL 6 EROSION CONTROL AND SLOPE PROTECTION MEASURES 7 STRUCTURE SETBACKS 8 SITE PREPARATION AND GRADING 8 TEMPORARY SLOPES 9 RETAINING WALLS 10 FOUNDATION SUPPORT 11 STRUCTURAL FILL 13 Ind SLAB -ON -GRADE 14 SITE DRAINAGE 15 USE OF THIS REPORT 15 LIST OF FIGURES Figure 1— Vicinity Map Figure 2 — Site Plan Figure 3 — Cross Section A -A' bdi Figure 4 — Soil Classification Chart Figures 5 through 7 — Boring Logs Figure 8 and 9 — Sieve Analysis Results Figure 10 — Effective Setback Detail NELSON GEOTECHNICAL ASSOCIATES, INC. arr its Iwo • Preliminary Geotechnical Engineering Evaluation Silva Property Tukwila, Washington INTRODUCTION This report presents the results of our geotechnical engineering investigation and evaluation of the proposed new residence located at 14940 - 51" Street South in Tukwila, Washington, as shown on the Vicinity Map in Figure 1. The purpose of this study is to explore and characterize the subsurface soil and groundwater conditions within the site and provide recommendations for the proposed development. For our use in preparing this report, we were provided with an undated site plan titled "Firman Sylva Single Family Residence," prepared by HF Designers. Project plans include construction of an addition to an existing single - family residence, as well as a new garage. The existing footprint will be incorporated into the new addition to construct a new two -story single - family residence with a basement. The second and third floors of the addition will be extended by four feet on the northern and southern sides of the existing footprint and supported on posts. It is our understanding that the existing house has experienced settlement in the past. Project plans will consist of removing the existing residence and supporting the new foundations on drilled piers to mitigate the conditions that led to residential settlement. Stormwater is planned to be directed to a wetland area at the toe of the slope on the western side of the property. The existing site layout and planned improvements are shown on the Schematic Site Plan in Figure 2. SCOPE The purpose of this study is to explore and characterize the site surface and subsurface conditions, and provide general recommendations for site development. Specifically, our scope of services includes the following: 1. Review available geologic and soil maps of the area. 2. Explored the subsurface soil and groundwater conditions within the site with three geotechnical borings to depths of 31.5 to 36.5 feet using a limited- access drill rig. The drill rig was subcontracted by NGA. 3. Map the surface conditions on the steep slope using a tape measure and hand -held clinometer, and perform hand tool explorations on the slope. 4. Perform laboratory analyses and classification on selected soil samples, as needed. NELSON GEOTECHNICAL ASSOCIATES, INC. • 1 INN o irig her Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 2 5. Provide our opinions regarding the geologic hazards mapped on the site. 6. Provide recommendations for mitigating global slope stability issues, as needed. 7. Provide recommendations for foundation support for the site improvements, including a deep foundation system. 8. Provide recommendations for site drainage and erosion control. 9. Document the results of our explorations, findings, conclusions, and recommendations in a written preliminary geotechnical engineering report. SITE CONDITIONS Surface Conditions The property is a roughly rectangular - shaped parcel covering approximately 1.0 acre. The proposed development area will be within the northwest portion of the site, in the area of the existing residence. The property is bounded to the north by a residential property, to the east and south by undeveloped properties, and to the west by 51 Avenue South. The existing residence is situated over moderately sloping ground. The site is mostly vegetated with, blackberries, deciduous brush and young to mature conifer and deciduous trees. The eastern portion of the site is vegetated with long grass, horse- tails, and mature deciduous trees. The vegetation around the proposed development area appears to have been recently removed. The mature trees located on the slope did not show signs of bowing. However, the soils on the slope face just beneath the groundcover were in a loose condition. We interpreted most of the surficial soils on the steep slope to be slough/slopewash and undocumented fill. The site slopes moderately to steeply down from 51 Avenue South to the eastern portion of the site. The eastern portion of the site is relatively level. We measured the approximate inclination of the east - facing slope using a hand -held clinometer. The slope was inclined at approximately 5 to 20 degrees (9 to 36 percent), with a vertical relief of roughly 55 feet, as shown on Cross - section A -A' in Figure 3. We noted wet conditions at the toe of the slope on the eastern portion of the site during our June 25, 2007 site visit. We did not observe any signs of groundwater seepage on the site slopes. NELSON GEOTECHN/CAL ASSOCIATES, INC. 1�. r.. w 60 it • Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 3 The existing residence showed signs of settling and subsiding, most likely due to on -going consolidation of the undocumented fill found near the top of the slope. Subsurface Conditions Geology: The geologic units for this area are shown on the Geologic Map of the Des Moines Quadrangle, Washington, by Howard H. Waldron (USGS, 1962). The site is mapped as lacustrine silts and clays (Qic). The lacustrine deposits are described as noncyclic clayey silts. Our explorations generally encountered a surficial layer of fill underlain by stiff to hard silt with varying amounts of fine sand consistent with the description of lacustrine deposits. Explorations: The subsurface conditions within the site were explored on June 25, 2007 by drilling three borings to depths of 31.5 to 36.5 feet below the existing surface using a limited- access drill rig. The approximate locations of our explorations are shown on the Site Plan in Figure 2 A geologist from Nelson Geotechnical Associates, Inc. (NGA) was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the explorations. A Standard Penetration Test (SPT) was performed on each of the samples during drilling to document soil density at depth. The SPT consists of driving a 2 -inch outer - diameter, split -spoon sampler 18 inches using a 140 -pound hammer falling 30 inches. The number of blows required to drive the sampler the final 12 inches is referred to as the "N" value and is presented on the boring logs. The N value is used to evaluate the strength and density of the deposit. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 4. The logs of our explorations are attached to this report and are presented as Figures 5 through 7. We present a brief summary of the subsurface conditions in the following paragraphs. For a detailed description of the subsurface conditions, the boring logs should be reviewed. All three of the explorations encountered a surficial 5.0 -to 8.5 -foot thick layer of very loose to loose, dark brown to orange - brown, silty fine to medium sand and sandy silt with varying amounts of organics, gravel, and debris. We interpreted this material to be undocumented fill. Below the fill, each of the explorations encountered a 5.0 -to 15.0 -foot thick layer of medium dense to very dense/hard, light brown - gray to brown gray, silty fine sand to sandy silt with varying amounts of gravel. We interpreted this NELSON GEOTECHN1CAL ASSOCIATES, INC. Ihri iid LABORATORY ANALYSIS We performed two grain -size analyses on selected soil samples obtained from the site. Laboratory tests were performed on samples taken from Borings 2 and 3 at depths of 20.0 and 15.0 feet, respectively. The results of the sieve analyses are presented as Figures 8 and 9. Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 11 NGA File No. 763207 Page 4 material to be weathered outwash soils. Underlying the outwash soils, the explorations encountered very stiff to hard, brown to blue -gray silt with varying amounts of fine sand. We interpreted this silt to be lacustrine deposits. Borings 1, 2, and 3 were terminated in the silt at depths of 31.5, 36.5, and 31.5 feet, respectively. Hydrologic Conditions Groundwater was encountered at a depth of 12.0 and 25.0 feet below the ground surface in Boring 2, and 15.0 feet below the ground surface in Boring 3. We interpreted this groundwater to be a perched water condition. Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of underlying, less permeable soils. On this site, the more permeable soils would consist of loose fill and the native sandy materials. The less permeable materials would consist of the very stiff to hard silt. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of perched water to decrease during drier times of the year and increase during wetter periods. SENSITIVE AREA EVALUATION Seismic Hazard Stiff to hard lacustrine soils were encountered underlying the site at depth. Based on the 2003 International Building Code (IBC), the site conditions best fit the description for Site Class D. Hazards associated with seismic activity include liquefaction potential and amplification of ground motion by soft deposits. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the groundwater table. The stiff to hard lacustrine deposits interpreted to underlie the site has a low potential for liquefaction or amplification of ground motion. The loose surficial fill at the top of the NELSON GEOTECHN/CAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 5 La 1. hie ine lit 0 slope has a moderate potential for experiencing shallow slough -type failures during seismic activity. The recommendations provided in this report should reduce this potential. Erosion Hazard The erosion hazard criteria used for determination of affected areas includes soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Survey, King County Area, Washington, by the Soil Conservation Service (SCS) was reviewed to determine the erosion hazard of the on -site soils. The site surface soils in the development area were mapped as Urban Land. The erosion hazard for the site soils are listed as slight to moderate. We interpret the on -site soils on the steep slope to have a moderate erosion hazard in their current state with a vegetative cover. However, the erosion hazard on the steep slope would be severe if the vegetation were removed, or if stormwater runoff were allowed to concentrate and flow over the slope. The recommendations provided in this report should help to improve the erosion hazard on this site. Landslide Hazard/Slope Stability The criteria used for evaluation of landslide hazards include soil type, slope gradient, and groundwater conditions. The site consists of a moderate to steeply sloping eastern- facing slope with inclinations ranging from 5 to 25 degrees (9 to 36 percent). This slope has a vertical relief of approximately 55 feet across the site. Significant erosion on the slope was not observed, but our explorations encountered loose fill near the top of slope and loose surficial soils along the slope face. We did not observe groundwater seepage emitting from the slope during our site visit, however there were wet soil conditions near the toe of the slope on the eastern portion of the site. The core of the site slope is inferred to consist primarily of very stiff to hard silt with sand. It is our opinion that there is not a significant potential for deep- seated slope failures within the native materials under current site conditions. Sloughing and erosion events should be expected on the steep slope, especially within the undocumented fill if conditions are not improved. This potential could be limited through the maintenance of the vegetation on the steep slope and appropriate drainage systems. Proper site grading and drainage as well as vegetation management as recommended in this report should help improve surficial stability conditions. NELSON GEOTECHNICAL ASSOCIATES, INC. is bow Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 6 CONCLUSIONS AND RECOMMENDATIONS General It is our opinion from a geotechnical standpoint that the site is generally compatible with the proposed development. Our explorations indicate that up to nine feet of loose material underlies the area of the planned residence, with competent native soil deposits at depth. The development area is located over gently sloping ground, along the top of the moderately sloping portion of the site. We consider this slope to be stable with respect to deep- seated failures, but shallow failures on the slope, especially in the undocumented fill are possible. The plans include rebuilding the residence using the same footprint as the existing residence. However, the existing foundations are old and deteriorating and have experienced movement in the past. The foundations will most likely be removed during construction. To protect the proposed development against potential failures on the slope, and to achieve an effective setback from the face of the slope, we recommend the new foundations be supported on drilled piers or auger cast piles. The piers or auger cast piles should extend at least five feet into the competent native soils, and extend deep enough to provide a horizontal effective setback distance of 20 feet between the bottom of the piers and the face of the slope, as indicated by the detail in Figure 10. A minimum pier length of 20 feet should be used for axial capacity considerations. The piers should consist of a minimum of 16 -inch diameter cast -in place reinforced concrete. Recommendations for design and installation of the piers and auger cast piles are presented in the Foundations subsection of this report. We recommend that the footings for the garage be conventional spread footings. Up to nine feet of undocumented fill was encountered on the site. All footings should extend through any undocumented fill, organic soil, or loose materials, and be founded on the underlying medium dense or better native soils or structural fill extending to these soils. This is also discussed further in the Foundations subsection. Excavation spoils should not be stockpiled near the slope. For this site, this area would include the entire backyard and most of the residence footprint. It is prudent that the contractor develop a plan for the immediate removal of the drilled cuttings from the slope during construction, and a way of catching excavated debris before heading downslope. Runoff generated within the site should be collected and routed into a permanent discharge system and not be allowed to flow over the slope. Future vegetation NELSON GEOTECHNICAL ASSOCIATES, INC. The soils anticipated to be encountered during excavation are considered to be moisture- sensitive and will iiksi disturb when wet. We recommend that construction take place during the drier summer months if possible. However, if construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls on exposed subgrades, construction traffic areas, and paved areas prior to placing structural fill. We do not recommend the use of the on -site soils as structural fill. The on -site soils will be very difficult to compact to structural fill specifications in wet conditions. We should be retained to evaluate proposed structural fill materials prior to construction. Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 7 The fill found along the top of the slope is in a loose condition and is prone to future failures. To improve stability conditions in this area, the loose material should be compacted to a firm condition and covered with suitable erosion control matting. The matting should be secured in place with 24 -inch metal stakes. The slope face should then be covered with suitable deep- rooted vegetation. We are available to provide more specific recommendation for slope re- vegetation. management on the slope should be the subject of a specific evaluation and a plan approved by the City of Bellevue. Lawn clippings and any other debris should not be cast over the slope. Erosion Control and Slope Protection Measures The erosion hazard for the on -site soils is listed as slight to moderate, but the actual hazard will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from him erosion. Erosion control measures may include diverting surface water away from the stripped or disturbed areas. Silt fences and/or straw bales should be erected to prevent muddy water from leaving the site or flowing over the steep slope on the eastern side of the development area. Water should also not be allowed to flow down the slope. Disturbed areas should be planted as soon as practical and the vegetation lie should be maintained until it is established. The erosion potential for areas not stripped of vegetation should be low. • Protection of the steep slope areas should be performed as required by the City of Tukwila. Specifically, we recommend that the slope not be disturbed or modified through placement of any fill or removal of the existing vegetation. No additional material of any kind should be placed on the slope such as excavation V NELSON GEOTECHNICAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 8 spoils and soil stockpiles. Trees should not be cut down or removed from the steep slopes unless a mitigation plan is developed, such as the replacement of vegetation for erosion protection. Vegetation should not be removed from the slopes. Replacement of vegetation should be performed in accordance with the City of Tukwila code. Under no circumstances should water be allowed to concentrate on the slopes, or future yard debris or other trash be cast over the slope. Structure Setbacks Uncertainties related to building along the top of steep slopes are typically addressed by the use of building setbacks. The purpose of the setback is to establish a "buffer zone" between the structure and the top of the slope so that ample room is allowed for normal slope recession during a reasonable life span of the structure. In a general sense, the greater the setback, the lower the risk of slope failures to impact the structure. From a geological standpoint, the setback dimension is based on the slope's physical characteristics, such as slope height, slope gradient, soil type, and groundwater conditions. Other factors such as historical slope activity, rate of regression, and the type and desired life span of the development are important considerations as well. Based upon the conditions described above, it is our opinion that the potential for shallow sloughing -type failures exists on the steep slope. The new residence will be located near the top of the slope. To reduce the risk of potential slope failures of affecting the structure, the structure should be supported on foundations extending deep enough to provide a 20 -foot effective setback from the face of the slope to the bottom of the footings. Site Preparation and Grading After erosion control measures are implemented, site preparation should consist of the removal of the existing residence, then stripping any topsoil or organic fill from the development area to expose competent native soils. The stripped material should be hauled off site. The stripped material should not be stockpiled near the slope or be used for structural fill. The exposed subgrade should be compacted to a non - yielding condition, in areas that appear to be loose. If wet conditions are encountered, alternative site grading techniques might be necessary. These could include using large excavators equipped with wide tracks and a smooth bucket to complete site grading and covering exposed subgrade with a layer of crushed rock for protection. If wet conditions are NELSON GEOTECHNICAL ASSOCIATES, INC. r Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 9 encountered or construction is attempted in wet weather, the subgrade should not be compacted as this could cause further subgrade disturbance. In wet conditions it may be necessary to cover the exposed subgrade with a layer of crushed rock as soon as it is exposed to protect the moisture sensitive soils from disturbance by machine or foot traffic during construction. The prepared subgrade should be protected from construction traffic and surface water should be diverted around areas of prepared subgrade. The site soils are considered to be moisture- sensitive and will disturb easily when wet. We recommend that construction take place during the drier summer months if possible. However, if construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls on exposed subgrades, construction traffic areas, and paved areas prior to placing structural fill. Wet weather grading will also require additional erosion control and site drainage measures. The on -site underlying native soils may be suitable for use as structural fill, depending on the moisture content of the soil at the time of construction. NGA should be retained to evaluate the suitability of all on -site and imported structural fill material during construction. Temporary Slopes Temporary cut slope stability is a function of many factors, including the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations at all times as indicated in OSHA guidelines for cut slopes. The following information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. For planning purposes, we recommend that temporary cuts in the on -site soils be no steeper than 2 Horizontal to 1 Vertical (2H:1V). If significant groundwater seepage or surface water flow were encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. The slope protection measures may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend NELSON GEOTECHNICAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 10 vertical slopes for cuts deeper than four feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA/WISHA regulations. Retaining Walls The lateral pressure acting on subsurface retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement which can occur as backfill is placed, wall drainage conditions, and the inclination of the backfill. For walls that are free to yield at the top at least one thousandth of the height of the wall (active condition), soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing (at -rest condition). We recommend that walls supporting horizontal backfill and not subjected to hydrostatic forces be designed using a triangular earth pressure distribution equivalent to that exerted by a fluid with a density of 40 pcf for yielding (active condition) walls, and 60 pcf for non - yielding (at -rest condition) walls. These recommended lateral earth pressures are for a drained backfill and are based on the assumption of a horizontal ground surface behind the wall for a distance of at least the subsurface height of the wall, and do not account for surcharge loads. Additional lateral earth pressures should be considered for surcharge loads acting adjacent to subsurface walls and within a distance equal to the subsurface height of the wall. This would include the effects of surcharges such as traffic loads, floor slab loads, slopes, or other surface loads. We could consult with you and your structural engineer regarding additional loads on retaining walls during final design, if needed. The lateral pressures on walls may be resisted by friction between the foundation and subgrade soil, and by passive resistance acting on the below -grade portion of the foundation. Recommendations for frictional and passive resistance to lateral loads are presented in the Shallow Spread Footings portion of the Foundations subsection of this report. All wall backfill should be well compacted as outlined in the Structural Fill subsection of this report. Care should be taken to prevent the buildup of excess lateral soil pressures, due to over - compaction of the wall backfill. This can be accomplished by placing wall backfill in eight -inch loose lifts and compacting it with small, hand - operated compactors within a distance behind the wall equal to at least one -half the height of the wall. The thickness of the loose lifts should be lessened to accommodate the lower NELSON GEOTECHNICAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 11 compactive energy of the hand - operated equipment. The recommended level of compaction should still be maintained. Permanent drainage systems should be installed for retaining walls. Recommendations for these systems are found in the Subsurface Drainage subsection of this report. We recommend that we be retained to evaluate the proposed wall drain backfill material and drainage systems. Foundation Support Shallow Spread Footings: Conventional shallow spread foundations for the garage and potentially the uphill portion of the residence should be placed on undisturbed medium dense or better native soils or be supported on structural fill extending to those soils. Where undocumented fill or loose soils are exposed at the planned footing elevation, the subgrade should be over - excavated to expose suitable bearing soil. The over - excavation may be filled with structural fill, or the footing may be extended down to the native bearing soils. If footings are supported on structural fill, the fill zone should extend outside the edges of the footing a distance equal to one -half of the thickness of the structural fill below the footing. Footings, including interior footings, should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Foundations should be designed Imo in accordance with the current IBC. Footing widths should be based on the anticipated loads and the allowable soil bearing pressure. Water should not be allowed to accumulate in footing trenches. All Ike loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 2,000 pounds per square foot (psf) be used for the design of foundations supported on the medium dense or better native soils or structural fill extending to the competent native soils. A representative of NGA should evaluate the foundation bearing soil. We should be consulted if higher �• bearing pressures are needed. Current IBC guidelines should be used when considering increased allowable bearing pressure for short -term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than one -inch total and 1/2-inch differential between adjacent footings or across a distance of about 30 feet based on our experience with similar projects. IN NELSON GEOTECHNICAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 12 Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the native medium dense soils or compacted fill should be used as backfill against the front of the footing. We recommend that the upper one -foot of soil be neglected when calculating the passive resistance. Auger -Cast Piles: Auger -cast piles are installed with a hollow -stem auger advanced to the desired pile depth. After reaching a minimum recommended penetration into bearing soils, a pressure head is created when grout is pumped into the hollow stem of the auger before starting auger withdrawal. After the grout head is developed, withdrawal of the auger is timed to maintain the grout pressure head and avoid intrusion of loose soil into the sides of the pile excavation or discontinuity or "necking" of the pile. The actual volume of the concrete pumped into each pile is recorded and compared with the theoretical volume of the pile. Piles with a ratio of actual to theoretical grout volume less than 1.1 should be re- drilled. 60 The auger -cast piles should provide the necessary vertical support for the structure as well as lateral resistance. The success of this method will depend, in part, on site access for the drill rig and other equipment needed for pile installation. Obstructed piles should be relocated and/or additional piles two installed. Some discussion on relocation of piles should be made with your structural engineer prior to start of drilling. It is usually best to make any changes while the drill rig is on site. raw For design, we recommend that the piles penetrate a minimum of five feet into the underlying medium b"' dense to dense sands to provide adequate bearing. At the boring locations in the building area, the competent material was encountered at depths of up to 13 feet below ground surface. We therefore recommend a minimum pile depth of 20 feet. We recommend using a vertical design axial compression capacity of 20 tons for 16 -inch auger -cast piles installed as recommended above. Lateral resistance of the NELSON GEOTECHNICAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 13 irr piles could be calculated based on equivalent fluid densities of 100 pounds per cubic foot (pcf) for the fill and loose materials, and 200 pcf for the lower portion of the pile that should be embedded five feet into the competent native material. The equivalent fluid density should be applied to two pile diameters. We should be retained to review pile design and observe auger cast pile installation. Drilled Piers: If drilled piers are used for foundation support, the piers should consist of 16 -inch reinforced concrete piles, extending a minimum of five feet into the medium dense or better native soils, while satisfying the recommended 20 -foot effective setback from the face of the slope. Based on our explorations, drilled piers in this area should extend a minimum of 20 feet below the ground surface to develop sufficient axial capacity and provide the required setback. Final pier depths can be adjusted in the field based on the materials encountered, per an NGA representative's recommendations during pier installations. Based on the loose fill encountered in our explorations and the groundwater conditions at depth, an open hole drilling method will most likely be unfeasible. Caving conditions should be anticipated, and pile casing will likely be required. The holes should be cleaned of any slough or water prior to pouring concrete. We recommend that the concrete be readily available on site at the time of drilling. The holes should not be left open for any extended period of time, as sloughing debris and/or groundwater seepage into the excavations may hamper pier installation. For a 20 -foot deep drilled pier installed successfully as described above, we recommend using a design axial compression capacity and lateral resistance values similar to the auger -cast piles. A qualified structural engineer licensed in the State of Washington should design the piers. We should be retained to review the design and observe pier installation. Structural Fill General: Fill placed beneath foundations, pavement, or other settlement- sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection prior to NELSON GEOTECHNICAL ASSOCIATES, INC. hwo Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 14 beginning fill placement. Sloping areas to receive structural fill should be benched prior to fill placement to key the fill into the slope. The benches should be level and have a minimum width of six feet. The benches should be constructed by cutting into the native sloping ground, then fill can be placed on the level benches. Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All- weather structural fill should contain no more than five - percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4 -inch sieve). The on -site soils are generally not suitable for use as structural fill. We should be retained to evaluate all proposed structural fill material prior to placement. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D -1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over - excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Slab -on -Grade The garage slab -on -grade should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. The residence should utilize a crawl space if possible. If undocumented fill is encountered under the slab, and it is left in place, the slab should be additionally reinforced and doweled cold joints incorporated into the slab to reduce the effects of differential settlement and slab cracking potential. The fill should be compacted to a non - yielding condition. We recommend that all floor slabs be underlain by at least six inches of free - draining gravel with less than three percent by weight of the material - passing Sieve #200 for use as a capillary break. We NELSON GEOTECHNICAL ASSOCIATES, INC. 6 Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 15 recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from under the slab. A suitable vapor barrier, such as heavy plastic sheeting (6 -mil minimum), should be placed over the capillary break material. An additional 2- inch -thick moist sand layer may be used to cover the vapor barrier. This sand layer may be used to protect the vapor barrier membrane and to aid in curing the concrete. Site Drainage Surface Drainage: Final site grades should allow for drainage away from the top of the steep slope and the residence. We suggest that the finished ground be sloped at a gradient of three - percent minimum for a distance of at least 10 feet away from slope and the residence. Runoff generated on this site should be collected and routed into a permanent discharge system or to the bottom of the slope. Under no circumstances should water be allowed to flow uncontrolled over the slope. Subsurface Drainage: If groundwater is encountered during construction, we recommend that the contractor slope the construction area and collect the water into ditches and small sump pits where the water can be pumped out and routed into a permanent storm drain. We recommend the use of footing drains around structures. Footing drains should be installed at least one foot below planned finished floor elevation. The drains should consist of a minimum four - inch - diameter, rigid, slotted or perforated, PVC pipe surrounded by free - draining material wrapped in a filter fabric. We recommend that the free - draining material consist of an 18- inch -wide zone of clean (less than three - percent fines), granular material placed along the back of walls. Pea gravel is an acceptable drain material or drainage composite may also be used instead. The free - draining material should extend up the wall to one foot below the finished surface. The top foot of soil should consist of impermeable soil placed over plastic sheeting or building paper to minimize surface water or fines migration into the footing drain. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to footing drains. USE OF THIS REPORT NGA has prepared this report for Mr. Fermin Silva and his agents for use in the planning and design of the development planned on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for NELSON GEOTECHNICAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 16 consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that NGA be retained to review final project plans prior to construction and provide consultation regarding structure placement, drilled pier capacities, setback distances, and foundation support. We also recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre - construction meetings if requested. All people who own or occupy homes on hillsides should realize that landslide movements are always a possibility. The landowner should periodically inspect the slope, especially after a winter storm. If distress is evident, a geotechnical engineer should be contacted for advice on remedial/preventative measures. The probability that landsliding will occur is substantially reduced by the proper maintenance of drainage control measures at the site (the runoff from the roofs should be led to an approved discharge point). Therefore, the homeowner should take responsibility for performing such maintenance. Consequently, we recommend that a copy of our report be provided to any future homeowners of the property if the home is sold. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. o -O -o NELSON GEOTECHNICAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Silva Property July 13, 2007 NGA File No. 763207 Page 17 It has been a pleasure to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. LeJauah lVrr Lee S. Bellah Staff Geologist Bala Dodoye -Alali Project Geologist Khaled M. Shawish, PE Principal LSB:BD:KMS:kjn Ten Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. ihr bog 161 Il.r ti s Heights S 1 St 150th,t,J), -t6- - 77 ,r— - _ S11 4st IUi St 5 154t1 /St 3r.I s VICINITY MAP Not to Scale s!� Rgtn Ei _._.... 5 S ( `` fit / r ®'2007 MapQuESt Inc. Tukwila, WA 0)sta SPrtgs a.'l PA } } — 4 ,4,4 trt I if 140tMSt Foster Safi Links -;5 -252nd St ??� S [ /52nd Pt Project Number 763207 Figure 1 Silva Property Vicinity Map NELSON GEOTECHNICAL NGA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311 -135th Ava. NE. A-800 W oodnvi.. WA 98072 (425) 488-1889 / Fox 481-2510 SrohomN County (175)337 -1889 Wonatrh.NCh•bn (509) 885.7898 .natacn9aotadt.com No. 1 Date 6/28/07 Revision Original By JRW CK LSB • 1`. 4 is B -1 a � t. 1 1 L • • • . 11 I Planned — ! — I / Garage i f / / / / —A— / Existing / B -3 / House , , , B'2 LEGEND Property line location of boring Number and approximate A AI Approximate location T of cross - section • Second and third IA' story additions 4. Approximate top of slope / 0 19 50 i 100 Approximate Scale: 1 inch = 50 feet Reference: Site Plan based on an undated plan titled "Firman Sylva Single Family Residence," prepared by HF Designers. I Project Number 763207 Figure 2 Silva Property Site Plan NELSON GEOTECHNICAL NGA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311 -135th Ave NE. A-500 Waodnvilla, WA 98072 (425) 488-1889 I Fax 481 -2510 Snohonlah County (425) 337 -1889 YW.50d s/Ch.mn (508) 855.7898 wwwuoloongootothuom No. 1 Date 6/28 /07 Revision Original By JRW CK LSB i�. r r r r r r CO W ao Z O c -4 3 cu ti 5 1 1 ^ A Z • > r r Z m m • n u O Pi O Z • n u) Am m -' u► m n • x n Z n r 03 0 0 0 N co z 0 v 0 .'0 <D 0 w n West 400 350 300 200 Existing House a 250 Silt -. Silty sand and silt A 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 50 100 150 200 250 300 350 Distance (feet) Boring Designation Exploration B -1 23 — 23 Groundwater Level — Z — 23 During Exploration — 23 Geologic Contact (approximate) 51st Avenue S. — 23 > ? _ —? SPT N -value B- 3(Projected 23 ft. South) B -2 B- 1(Projected 39 ft. South) Undocumented fill A 1 East 400 350 300 250 200 NOTES: 1) Stratigraphic conditions are interpolated between the explorations. Actual conditions may vary. 2) Elevations are approximate. Reference: Cross Section is based on field measurements using a hand -held clinometer and 100 -ft tape measure. NGA Drafting 2007 \763207 Silvia \CS.dwg r u r r r i UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME u COARSE - GRAINED 1 SOILS i MORE THAN 50 % i RETAINED ON NO. 200 SIEVE GRAVEL MORE THAN 50 % OF COARSE FRACTION RETAINED ON NO.4 SIEVE CLEAN GRAVEL GW WELL - GRADED, FINE TO COARSE GRAVEL GP POORLY - GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 50 OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN SAND SW WELL- GRADED SAND, FINE TO COARSE SAND SP POORLY GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE - GRAINED I SOILS ' MORE THAN 50 % PASSES NO. 200 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50 % INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY LIQUID LIMIT 50 % OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FLAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual examination of soil in general accordance with ASTM D 2488 -93. 2) Soil classification using laboratory tests is based on ASTM D 2488 -93. 3) Descriptions of soil density or consistency are based on 2 1 interpretation of blowcount data, visual appearance of soils, and /or test data. SOIL MOISTURE MODIFIERS: Dry - Absence of moisture, dusty, dry to the touch Moist - Damp, but no visible water. Wet - Visible free water or saturated, o usually soil is obtained from i below water table n ' 0 N Project Number I 763207 Silva Property Soil Classification Chart NELSON GEOTECHNICAL ASSOCIATES, INC. N A GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311 -7 %N Ave NE. A50° Wood Snohon i.h County (425)337-1669 mik, WA 96072 Wonatrhoo/Ch.mn (509) 784-2756 (425)488 -1668 /Fa.181 -2510 www.n.lmrpso.x, ,,, No. Date Revision By M CK r 1 6/28/07 Original JRW 8 LSB a m O � ¢ 0 z j Figure 4 I . BORING LOG I. B-1 Approximate Ground Surface Elevation: he Soil Profile Data Penetration Resistance (Blows/foot - 0) 10 20 30 40 5C 504 Piezometer Installation - Ground Water Data (Depth in Feet) Description boi olyde.10 Group Symbol Blow Count Sample Location (depth in feet) 10 Moisture 20 Percent 30 Content - NO 40 50 50+ 1• Laboraton ire Orange- brown, silty fine to medium sand with trace gravel and iron -oxide staining (very loose, moist) (FILL) ir. - Grades to loose, no iron -oxide staining - — — - — SM 3 5 15 23 35 0-6 50-6" 35/ 50-6" 35/ 4. 50-4.5" - 1 - ' _ 5 ' - ' - - 10 ' - - - 15 - - 20 - 25 - • ... • - - _ - 5 - - - -10 - - _ - 15 - - = 20 - - 25 - Light brown -gray, sandy silt with trace gravel and heavy iiii iron -oxide staining (stiff, moist) - Becomes mottled, interbedded with blue -gray silt, 3 -inch clean sand lense at 8.0 feet - Grades to hard Blue-gray silt with iron -oxide staining (hard, moist to wet) Blue -gray silt with fine sand (hard, moist ) 1 1 1 - - - ML -- ML ML LEGEND 1 1 Solid PVC Pipe F..1 Concrete M Moisture Content Amount Recovered 1 — I Slotted PVC Pipe Bentonite A Att Grain-size Limits 7.7._ Slit -Soon Sampler Monument/ Cap DS Dr si Direct Analysis P P P P � Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons /ft 4 Amount Recovered * Liquid Limit I 1 Silica Sand P Sample Pushed Tube Sampler 5 + Plastic Limit 1 Water Level T Triaxial R depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily a and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. c 1 ■Depth Driven and with 2 -inch O.D. 11 Depth Driven and with 3 -inch Shelby N OTE: Subsurface conditions representative of other times i Project Number 763207 Silva Property Boring Log NGq NELSON GEOTECHNICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311-13519 Ave NE. A600 Bnohomeh county (425) 337 -1889 Woodinville. UVA 88072 Wlenarchee/Cha4n (509)784-2758 (425)484 / Faa 481 -2510 www.nNeongeooth.00m No. Date Revision By CK 1 8/28/07 Original JRW N LSB a x W ❑ Q ,, 7 Figure 5 Page 1 of 2 N- o N co 0 J >. .0 v 0) rn 0 J • BORING LOG B -1 (cont.) Soil Profile Sample Data Penetration Resistance (Blows/foot - 9) 20 30 40 5 Piezometer Installation - Ground Water Data (Depth in Feet) ■ Description Graphic Log Group 1- Symbol 1c) .1b. Blow Count Sample Location (depth in feet) 1 1 1 1 ( 1 I I I O I 1 i 1C-T1 1 1 1 1 0 _1 I 1 1 CA 1 1 1 10 10 Moisture 20 Percent 30 Content - • 40 5 Laboraton • Blue -gray silt with fine sand (hard, moist ) - - 35 - - 40 - 45 - 50 - 55 Boring terminated below existing grade at 31.5 feet on 6/25/07. Groundwater seepage was not encountered during drilling. f 1 1 i 1 1 1 1 1 NOTE: representative LEGEND 1 1 Solid PVC Pipe Concrete M Moisture Content 1 —! Slotted PVC Pipe Bentonite A Atterberg Limits 2 Amount Recovered G Grain -size Analysis 3 Split -Spoon Sampler Monument/ Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Amount Recovered * Liquid Limit ❑ Silica Sand P Sample Pushed Tube Sampler + Plastic Limit 1 Water Level T Triaxial To depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily w and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. N • ■Depth Driven and with 2 -inch O.D. Depth Driven and with 3 -inch Shelby Subsurface conditions of other times 1 Project Number 763207 Silva Property Boring Log N ELSON GEOTECHNICAL NGA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311.1355, Ave . NE. A{00 Snoho,ri6, County (425) 337 -1889 Woodnv66. WA 98072 W.nNdloo/CMhn (509)784-2756 (425)4861989 -7510 rmo.n.lnnp.oachoom No. Date Revision By CK 1 6/28/07 Original JRW 8 LSB t3 V_ CI 6 Figure 5 Page 2 of 2 - . BORING LOG B-2 Approximate Ground Surface Elevation: iii, Soil Profile Data Penetration Resistance (Blows /foot - e) 10 20 30 40 5C Piezometer Installation - Ground Water Data (Depth in Feet) is Description Graphic Log Group Symbol Blow Count Sample Location (depth in feet) 10 Moisture Percent 20 30 Content - • 40 50 50+ Laboraton hm Dark brown, silty fine to medium sand with oraganics and garbage(loose, moist) (FILL) Orange- brown, silty fine to medium sand with gravel and 1IS organics (loose, moist) (FILL) - Iron -oxide staining Light brown -gray, silty fine sand with iron -oxide staining (dense, moist) - Grades to medium dense and saturated — — - — - — — — — SM SM SM 5 7 13 32 16 37 43 63 33/ 50 -5.5" ' - ' _ ' S - 1 - 10 _ ' 15 - - ' 20 - 25 - • .... • G - _ -5 - - _10 _ _ -15 _ _ 20 - - 25 1 _ Brown silt with trace fine sand (hard, moist) l - Grades to blue -gray at 13.5 feet h i iiii 1- Becomes wet, groundwater seepage 1 1 ML ML LEGEND I I Solid PVC Pipe I';.. • I Concrete M Moisture Content I — I Slotted PVC Pipe Bentonite A Atterberg Limits Amount Recovered G Grain -size Analysis Z4. Split -Spoon Sampler Monument/ Cap ? Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft i Amount Recovered * Liquid Limit I 1 Silica Sand P Sample Pushed Tube Sampler m + Plastic Limit 1 Water Level T Triaxial W depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily m and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. N III Depth Driven and with 2 -inch O.D. Depth Driven and with 3 -inch Shelby N OTE: Subsurface conditions representative of other times Project Number 763207 Silva Property Boring Log NELSON GEOTECHNICAL 1 '��3A ASSOCIATES INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311-135th Ave. NE. A603 Snohmri� County (425) 337 -166E (425, 8 169, o48 210 1N d �'� No. Date Revision By co ^K (0 1 8/28/07 Original N is to i I iO auiJeJa VOh N I Figure 6 Page 1 of 2 Ill.l ' BORING LOG B -2 (cont.) iia Soil Profile Sample Data Penetration Resistance (Blows /foot - 6) 20 30 40 50 504 ' Piezometer Installation - Ground Water Data (Depth in Feet) ih. Description Graphic Log Group Symbol Blow Count Sample Location (depth in feet) 10 10 Moisture 20 Percent 30 Content - ■ 40 50 50+ Laboratory 169 Blue -gray silt with fine sand (hard, moist) 16. ML ML 42/ 50-4" 42/ 50-4" _ _ ' 35 - • _ _ - 35 - - - - 40 - 45 - 50 - 55 - Boring terminated below existing grade at 36.5 feet on 6/25/07. Groundwater seepage was encountered at 12.0 and 25.0 feet during drilling. im 111 hill - - _ 40 _ 45 50 55 - LEGEND Solid PVC Pipe Concrete M Moisture Content A Atterberg Limits Amount Recovered Slotted PVC Pipe Bentonite g Analysis 25 Slit -Soon Sampler Monument/ Cap D Direc Shear P P P Native Soil DS Direct Shear to ometer PP Pocket Penetrometer Readings, tons/ft Amount Recovered * Liquid Tube Sampler + Plastic Limit 1 Water Level P Sample Pushed T Triaxial 5. depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily a and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. re rq I ■Depth Driven and with 2 -inch O.D. Depth Driven and with 3 -inch Shelby N OTE: Subsurface conditions representative of other times i Project Number 763207 Silva Property Boring Log N�q NELSON GEOTECHNICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311-135111 Ave . NE. A.000 Sn hom.h County (425)337 -1889 Wao8mil., WA 98072 NMatrhw/CN6n (509) 784-2758 (425) /669 I F.. 481 -2510 www.nN.o,pwrd,.00rn No. Date Revision By of CK 1 6/28/07 Original JRW N LSB a O Q (,� g Figure 6 lir Page 2 of 2 in N CO 0 O CO (1) -J N O) 0 i . BORING LOG B -3 6 Approximate Ground Surface Elevation: Soil Profile D Data Penetration Resistance (Blows /foot - io) P Piezometer Description Graphic Log Group Symbol Blow Count Sample Location (depth in feet) 10 2 10 2 Moisture C (Percent - Content • D 50+ Laboraton Orange- brown, silty fine to medium sand with gravel — — 7 SM - 7 ' ' .....k - G = - Brown -gray, sandy silt with gravel (very stiff, moist) 1 — - ML 4 LEGEND 1 1 1 Solid PVC Pipe Concrete M Moisture Content I A Project Number N Silva Property � NELSON GEOTECHNICAL N No. D Date R Revision B By C CK in 1 6 628/07 O Original J JRW L 0 r` 0 t0 C O m .0 J L N rn 0 • BORING LOG B -3 (cont.) i Soil Profile S Sample Data ( Penetration Resistance Piezometer Description ( Sample Location (depth in feet) 01 A A W 1 1 1 1 U 1 1 1 1 0 1 1 1 1 N 1 1 1 1 0 1 1 1 1 1 1 1 1 10 2 10 2 Moisture C (Percent - Content �) D • Blue -gray silt with fine sand (very stiff, moist to wet) Boring terminated below existing grade at 31.5 feet on - 6/25/07. Groundwater seepage was encountered at 15.0 _ ■ feet during drilling. _ -35 r - - ■ _ _ - 40 1 i _ _ - 45 1 - 50 1 - - 55 1 - - 1 LEGEND 1 1 1 Solid PVC Pipe : Concrete M Moisture Content Amount Recovered Slotted PVC Pipe Bentonite A Att i ■Depth Driven and A in-siz L to Piezometer PP Pocket Penetrometer Readings, tons/ft 4 Depth Driven and Amount Recovered * Liquid Limit ( I Silica Sand 4 P Sample Pushed a with 3 -inch Shelby Tube Sampler + Plastic Limit 1 Water Level T Triaxial R N OTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily a representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. C P. Project Number N 1 P Silva Property N NELSON GEOTECHNICAL N No. D Date R Revision B By C CK 1 6 6/28/07 O Original J JRW L € Figure 7 B Boring Log G GEOTECHNICAL ENGINEERS & GEOLOGISTS 1 17311-135th Ave NE. A60D Snohomish County (425) 337 -1689 r N- o (O C O m J a - o a) c) 0 0 U.S.C. SYMBOL EXPLORATION NUMBER SAMPLE DEPTH SOIL DESCRIPTION SOIL DISTRIBUTION •ML B -2 20.0 feet Blue -gray silt with fine sand Gravel = 0% Sand = 6% Silt/Clay = 94% NGA Drafting 2007 \763207 Silva\sieve.dwg t f r r r r r r r [ r r m (G c fD co -u V 0 C3) Z 0 c a 0 a o Z E_ n Sr D r> Z m m r z N co m p Z n, P1 • pi �� O n • n • r co 0 0 y m z O 0 0 O CO c) 100 90 80 1— 70 >- 60 m z50 F- w 40 U re 0 30 20 10 4* 45 4 U.S. STANDARD SIEVE SIZE N 4o 0 1000 100 10 1.0 GRAIN SIZE IN MILLIMETERS 10 0 60 00k00 X00 4O. 4). 4o• 4 %o• C ,o . • 11 II 0.1 0.01 0.001 COBBLES GRAVEL COARSE FINE SAND COARSE MEDIUM FINE SILT OR CLAY U.S.C. SYMBOL EXPLORATION NUMBER SAMPLE DEPTH SOIL DESCRIPTION SOIL DISTRIBUTION •SP -SM B -3 15.0 feet Brown -gray, fine to medium sand with silt Gravel = 3% Sand = 63% Silt/Clay = 34% COBBLES GRAVEL SAND SILT OR CLAY COARSE FINE COARSE MEDIUM FINE r 1 NGA Drafting 2007 \763207 Silvalsieve.dwg r r f r r r r r C U - 1 c� c CD V N 0) c„ N z o c 0 v) m < . m D � 7 p N-0 CD N 0. 2 0 co w z 0 m e 0 w —9 100 90 80 1- 0 70 >-60 m ce z50 H w 40 U cc 0 30 20 10 U.S. STANDARD SIEVE SIZE d �0 6 0 0 , y o° n po 4) + 0• 4 0• 4 0• ‘0. 4 \4 0 . 11 0 1000 100 10 1.0 GRAIN SIZE IN MILLIMETERS 0.1 0.01 0.001 20 ft 5 ft (min) Effective Setback Detail Not To Scale Existing or New Footing Existing Fill or Loose Material 20 ft (min) 16 -inch drilled piers or auger cast pile Face of Existing Slope Project Number 763207 Figure 10 Silva Propery Effective Setback Detail NG GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311 -135th Am. NE. A-500 Woodinvik, WA 98072 (425) 488 -1559 / Fax 481 -2510 NELSON GEOTECHNICAL ASSOCIATES, INC. Snohomih County (425)337 -1888 Wsnah3w/Ch.Yn (509) 784-2758 www.841408(0814811.0981 No. Date 7/13/07 Revision Original By JRW CK LSB • Designer ti Public Health, Seattle and King County Site Design Application Form for Individual On -Site Sewage System (OSS) • (Submit 5 copies of application with 4 copies of plans) Site Address 1 14940 51 Ave South, Tukwila, WA 98168 Site Address: , , Name and address of property owner (Fermin Silva, 25112 1 lth Avenue South, Des Moines, WA 98198 Applicant Name Street Address SILVA CITY OF TUKWI A FERMIN I City-Zip Code Last First /DEC 0 3 2008 RECENPD Street Address 14525 246TH DR SE I AMMAN JEFF City -Zip Code M ONROE 98272 Pone PEWIT CENTER (Phone! i 360- 794 -7809 THIS IS NOT A PERMIT PROPERTY INFORMATION: Parcel # (APN) 1 7 1 6 1 6 1 1 1 6 1 0 1 0 1 0 1 9 1 2 Subdivision Name: 1 Property Size: 1 1 4 1 3 1 5 1 8 1 9 ISq• ft. Acreage: Distance from property line to nearest sewer: 1 1 N/A 1 1 Water Supply 1 (IP) = Individual 0 Group A Supply Public Water Supply Name: 'King County Water District #125 Sensitive Area: Lx 1 (Y ?N) If yes, specify l (L,W,O) L = Landslide Legal DescrJioPe lf> Section: 1 21 31 Township:1 21 31 Range: L Laj 0 SYSTEM INFORMATION: New System U Repair Design i xJ Correction of OSS Failure? uY ?N Detailed Plans Attached (4 sets) Type of Building 1 1 1S IF 1 SF = Single Family MF = Multiple Family COMM = Commercial INST = Institutional Type of System Proposed: 1 1 1 —' I 01G= Gravity GP = Gravity with Pump M = Mound PD = Pressure Distribution HT = Holding Tank CT = Composting Toilet E = Experimental 0 = Other Dates Soils Logged 1 014 1 1 10 1 018 1 Soil Logs Attached: (Min. 4/lot) L I Y ?N Depth to Watertable or Restrictive Layer: 1 31 '51 Inches Maximum Slope in Drainfield/Reserve Area CALCULATIONS: Number of Bedrooms: 1 2 I Total Gallons/Day (450 minimum): 1 31 01 01 Gal. Soil Texture Type (1A -5) u Application Rate: 1 0.61 GaI /sq ft/day Total Absorption Area: 1 1 71 51 0 Sq. ft. Trench Width 10.5 1 inches Total Drainfield Length: 1 31 7 1 51 Ft. Septic Tank Size: 1 11 41 41 71 Gal. Garbage Grinder 12_11 Y ?N Pump Chamber Size (if needed) 1 11 51 01 01 Gal. Trench Depth (min/max): 1 1 61 / 1 1 61 inches 1 understand that failure to comply with the Code of King County Board of Health Title 13 may result in the disapproval of the sewage system being proposed In this application. Noncompliance may also lead to revocation of my Designer's Certificate of Competency an appropriate legal action by the Health Department WA5100100 Designer's Signature: // 7 K.C. ID# 1 1 1 1 1 1 1 Date: 11/11/2008 FOR HEALTH DEPARTMENT US ONLY: OTE STEM, T B INSTALLED BY A KING COUNTY CERTIFIED INSTALLER UNLESS APPROVED (date): /3 /0 9 BY: OVED BY CODE Comments "/p// — • rn ♦ N6 A 7- in1 11 Gro up B Supply ATTACH A DETAILED ROUTE/DIRECTION MAP FOR LOCATING THE PROPERTY. 25112 11th Ave South Des Moines, 98198 'Phone' 206 - 941 - 9533 Lot: 1 UNLAWFIL 11701 p'1 Rural Are PREMISES UNT(ltr6&i' teaSfaTEM APPROVED DT HEALTH DEPT I ID #1 W = Wetlands 0 = Other This !s NOT e) 7C, - rLdr //e. ❑ Pre - Construction meeting required between designer, installer, builder prior to permit Issuance 1PPROVAL OF THIS DESIGN APPLICATION IS BASED SOLELY ON INFORMATION PROVIDED IN THIS APPLICATION AND DOES NOT CONSTITUTE 'ERMISSION TO BEGIN CONSTRUCTION OF THE PROPOSED SEWAGE DISPOSAL SYSTEM OR ANY OTHER IMPROVEMENTS ON THE SITE. THIS APPROVAL MALL NOT BE CONSIDERED AN ASSURANCE, EITHER EXPRESSED OR IMPLIED, THAT DEVELOPMENT PERMITS FOR THE SITE WILL BE ISSUED. rHls APPLICATION EXPIRES TWO YEARS FROM DATE OF APPROVAL. DISAPPROVED (date): BY: >ee attached Site Deficiency Sheet. ■ny person aggrieved by any decision or final order of the Health Officer may file a written application for appeal to Health Officer within 60 calendar lays of the date of the above decision. (Title 13, K.C.B.O.H. Chapter 13.12 - Sewage Review Committee). CS 13.15.97 Rev. 7/21/00 n .ltpj s ler ci ON Department Use Only 1 1 1 1 1 I CREEK & WETLANDS 1YJ ?N SF = Sand Filter WHITEWATER - ATU Et QCEIVED NOV 1 2 2008 EASTGATE 1 1 11 % 61sNIRONMENTAL HEALTH N l � av A VAS 1 �� i • t4 /, . jr 5100100 11 � JEFF AMMAN ' i .. 11dtfittti UEgidiEri " 375 LINFT GEOFLOV VFPC16 -2 -12 DRIP DISPERSAL SYSTEM PRIMARY AREA, 12' EMITTER SPACING / IMLO 24' DRIPLINE SPACI GEOFLOW APVBK -1 AIR VACUUM BREAKER VALVES DESIGN CONTROL POINT TOP OF WATER METER BOX EL =100.0 DRIP TIGHT DE EXISTING WATER METER STAIRS 90' OF FEEDER L RETURN LINE NOTE1 SYSTEM SIZED FOR A MAXIMUM OF 300 GALLONS OF SEWAGE PER DAY. C) EXCEEDING THIS AMOUNT MAY RESULT IN PREMATURE SYSTEM FAILURE. 00' 96.0 / 94.0 / 1 375 LINFT GEDFLOV VFPC16 -2 -12 DRIP DISPERSAL SYSTEM RESERVE AREA, 12' EMITTER SPACING 24' 1>ttIPLINE SPACING 1 1 EXISTING TWO BEDROOM SINGLE FAMILY RESIDENCE STUBOUT EL -94.0 10' OF 4' D3034 TL 1'-4• RETURN LINE co 88.0 I 'S 1 92.0 II 90.0 ISLS 89A • AREA OF FILLING/DISRUPTION AND STEEP SLOPES DELTA CP2594 TIMER CONTROL PANEL OR EDUIV or CREEK SETBACK • SL4 89.0 EXISTING FAILING TANK TO BE ABANDONED PER PHSKC GUIDELINES GOYIM VNV- 73 - PANEL PROPOSED HEADVOXS COMM UNIT / v NEV WATER im VORTEX AP4E '� I LINE LOCAT �� • ��, EVERGREEN PRECAST 1500 / GALLON (EP150o) PUMP TANK 1447 GALLON EVERGREEN WITH SALCOR 3G UV LIGHT PRECAST DF50 -2 VHITEVATER SALCOR LIGHT AEROBIC TREATMENT UNIT / DELTA CP2594 TIMER CONTROL TRASH TANK COMBO PANEL TO CONTROL ATU, UV LIGHT, / AND TURBINE EFFLUENT PUMP. / / ONE DOSE EVERY I MR 52 MINUTES. / / ' SL3 / NOTEI THIS DESIGN REPRESENTS A NON - CONFORMING REPAIR MEASURE SINCE IT IS ONLY FOR A TWO BEDROOM SINGLE FAMILY RESIDENCE. DOES NOT MEET THE 30' MIN SETBACK TO THE BUILDING FOUNDATION, AND THE PRIMARY L RESERVE DRIP SYSTEMS ARE NOT SEPARATED BY THE MIN OF SIX FEET. cREEK / / 64' i 1 t.0' / �fb 283' 84.0 82,0 I � 80.0 1 1 / / / 00 183' i SWAMP le* Amman Septic Designs, Inc. 14525 246th Dr. SE Monroe, WA 98272 F EE TO BE CHARGED FOR FINAL INSPECTION SEE WWW.GOTPERK.COM SCALE 1' =30' Tax Parcel # (360) 794 -7809 Office (425) 501 -5195 Cell (360) 794 -5408 Fax J 375 LINFT GE ❑FL ❑W WFPC16 -2 -12 DRIP DISPERSAL SYSTEM PRIMARY AREA, 12" EMITTER SPACING i 100.0 24" DRIPLINE SPACING GE ❑FL ❑W APVBK -1 AIR VACUUM BREAKER VALVES DESIGN CONTROL POINT TOP OF WATER METER BOX EL =100.0 DRIP TIGHTLINE EXISTING WATER METER co cn I I J I / I I I 1 1 I I h I I I I I /1 I 1 1 / I / I I I ; I, 1 1 1 1 1 I �l MI MI ( ./�Ik01tr�l% I / 1 I I I I I 1 11 I�Iv)I \DI 1 1 1 1 1 I / 1 1 1 1 I I 1 / / I / 1 1 1 1 1 1 1 1 11I 1/ 1 1 1 1 1 1 1 P SL1 I 1 ! 1 1 1 1 1 1/ 100.0/ / 1 1 / I 1 j I l I T l 1 I I I I I I I I I I I I 1, ( / 5' 90' OF 1° FEEDER & RETURN LINE 1 / 1 1 / ! 1 1 ka� 1 Or)/ tr) �I I I I 1 , 1 1 1 I l 0 1 1 I► 1 1 1 1 1 I-L 1 I I l l I ► 1 10 1 1 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I • 1 1 1 1 I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 / I I I 1 ISL2 1 1 1 1 1 1 1 ® 1 99,5 I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I PROPOSED NEW WATER / 98.0 00' GEOFLOW WHW- 75— MANUAL HEADWORKS CONTROL UNIT WITH VORTEX AP4E—.75F FTI TFR 1 / 96.0 / 94.0 / 1 / / 375 LINFT GE ❑FLOW WFPC16 -2 -12 DRIP DISPERSAL SYSTEM RESERVE AREA, 12" EMITTER SPACING 24" DRIPLINE SPACING 1 1 EXISTING TWO BEDROOM SINGLE FAMILY RESIDENCE STUBOUT EL =94,0 10' OF 4" D3034 TL FEE TO 1 STAIRS 1 " - RETURN LINE 92.0 SL5 1 89.0 • I I 1 AREA OF FILLING /DISRUPTI ❑N AND STEEP SLOPES x 90.0 I DELTA CP2594 TIMER CONTROL PANEL OR EQUIV, -' 100 CREEK SETBACK / SL4 / 89.0 EXISTING FAILING TANK TO BE ABANDONED/ PER PHSKC GUIDELINES / SL3 89.5 / I 1 Amman Septic Designs, Inc. 14525 246th Dr. SE Monroe, WA 98272 BE CHARGED FOR FINAL INSPECTION SEE WWW.GOTPERK.COM SCALE 1' =10' Tax Parcel #:7661600092 (360) 794 -7809 Office (425) 501 -5195 Cell (360) 794 -5408 Fax t �1 375 LINFT GEOFL❑W WFPC16 -2 -12 DRIP DISPERSAL SYSTEM PRIMARY/ 100.0 AREA, 12' EMITTER SPACING / 24' DRIPLINE SPACING GEOFL ❑W APVBK -1 AIR VACUUM BREAKER VALVES DRIP TIGHTLINE EXISTING WATER METER DESIGN CONTROL POINT TOP OF WATER METER BOX EL =100.0 Aly A � • :� � , • v 4 el 0 AY • i ? 5100100 ��' JEFF AMMI i EXPIRES 12/23/2009 5' 198.0 196.0 1 94.0 I III 111 ,I IIIIII11 nri 1 ;/ 1 1 1 1 1 I 111 L1� 5 ' 1 IIII�r Ij 1 5' I I � � 1 0o0 /TI 1 11 1 1 1 1 11 11 11 11 , 13 10'l - 1 1 111 III11 1 11 11 1 11 1 1 11 / III !Ill 1SL2 � 11'4-- / 1 I 11 11 7 1 99. 5 11 1111 / 11 / 1 1 1 / V J 1 GEOFLOW WHV -75- MANUAL PROPOSED HEADWORKS CONTROL UNIT WITH VORTEX AP4E -.75F NEW WATER FILTER / LINE LOCATION NOTE1 SYSTEM SIZED FOR A MAXIMUM OF 300 GALLONS OF SEWAGE PER DAY. C) EXCEEDING THIS AMOUNT MAY RESULT IN PREMATURE SYSTEM FAILURE. 90' OF • 1' FEEDER & RETURN 0 O 92.0 LINE 1 � I 1 1 - 375 LINFT GEOFL❑W WFPC16 -2 -12 DRIP DISPERSAL SYSTEM RESERVE AREA, 12' EMITTER SPACING 24' DRIPLINE SPACING 1 1 EXISTING TWO BEDROOM SINGLE FAMILY RESIDENCE STUBOUT EL =94.0 PANEL TO CONTROL ATU, UV LIGHT, AND TURBINE EFFLUENT PUMP. ONE DOSE EVERY 1 HR 52 MINUTES. I 01 , ;! l"J SL5 89.0 • AREA OF FILLING /DISRUPTION AND STEEP SLOPES DELTA CP2594 TIMER CONTROL PANEL OR EQUIV. 100' CREEK SETBACK / I / SL4 • 89.0 / 1' -4' RETURN LINE EXISTING FAILING TANK TO BE ABANDONED PER PHSKC GUIDELINES EVERGREEN PRECAST 1500 / GALLON CEP1500) PUMP TANK 1447 GALLON EVERGREEN WITH SALCOR 3G UV LIGHT PRECAST DF50 -2 WHITEWATER / SALCOR LIGHT AEROBIC TREATMENT UNIT / / DELTA CP2594 TIMER CONTROL TRASH TANK COMBO SL3 89.5 90.0 / / 64' NOTE' THIS DESIGN REPRESENTS A N ❑N- CONFORMING REPAIR MEASURE SINCE IT IS ONLY FOR A TWO BEDROOM SINGLE FAMILY RESIDENCE, DOES NOT MEET THE 30' MIN SETBACK TO THE BUILDING FOUNDATION, AND THE PRIMARY & RESERVE DRIP SYSTEMS ARE NOT SEPARATED BY THE MIN OF SIX FEET. / 86.0 84.0 1 1 1 i 1 1 I z -wQ ~ L. y o > Q LI y Z Q 1 0I-¢ w(.4 283' 82 / 1 80.0 1 / / / 1 i 00' 183' SWAMP Amman Septic Designs, Inc. 14525 246th Dr, SE Monroe, WA 98272 FEE TO BE CHARGED FOR FINAL INSPECTION SEE WWW.GOTPERK.0 ❑M N s o 1 k °° EN �>~3Tt\L xEAL'T EN ����1N1 SCALE 1' =20' Tax Parcel #:7661600092 (360) 794 -7809 Office (425) 501 -5195 Cell (360) 794 -5408 Fax J • Amman Septic Designs Inc. 14525 246th Drive SE Monroe. WA 98272 (360) 794-7809 www.gotperk.com Greg Bishop, R.S. Public Health Seattle/King County Parcel # 7661600092 Site Address: 14940 51 Ave South, Tukwila Activity #: ON 0083329 Greg, November 11 2008 Attached please find our revised proposal for the above referenced site. Encompassed in the revision are all the changes we have discussed. Please let me know if you need anything from us or have any questions. Thanks for your help, e ' Amman 425 -501- District Waiver Request Date November 11, 2008 Attach this request to the application in question Property Address 14940 51st Ave South, Tukwila Parcel Number 7661600092 Activity Number ON0083329 Name of Person Making Request Jeff Amman Phone Number ( 360 ) 794 -7809 Office or (425) 501 -5195 Cel Identify relationship to subject property (designer, owner, developer, buildier, etc.) Designer • The applicant/designer is requesting a waiver of conditions described below: ALLOW INSTALLATION OF AN ATU PRE - TREATED DRIP SYSTEM SEVENTEEN FEET UPGRADIENT FROM AN EXISTING FOUNDATION AND DELINEATION OF A RESERVE DRIP SYSTEM FIVE FEET UPGRADIENT FROM THE SAME FOUNDATION. • Justification: SYSTEM DESIGNED PER PHSKC TITLE 13 AND WASHINGTON STATE RS &G'S. • Proposed mitigation measures (attach separage page if necessary) Reason this will not be a public health concern: SYSTEM TO BE INSTALLED PER DESIGN AND APPLICABLE CODES AND WILL REPLACE A FAILING SYSTEM WHILE MAXIMIZING THE SETBACKS TO THE CREEK AND WETLANDS. Findings (attach all supporting documentation): Comments from Field Sanatarian: Decision: Conditions of Approval: Person reviewing request for District Waiver Title Signature District Waivers/Eastgate 3/30/00 Date Jeff From: Bishop, Greg [Greg.Bishop @kingcounty.gov] Sent: Tuesday, November 04, 2008 1:25 PM To: Jeff Subject: RE: Fermin Silva ON0083329 14940 51st Ave South Tukwila 7661600092 This appears more promising than the first design. Please resubmit with a $173.39 fee. Attn: to Greg Bishop. Also, please indicate the nature of the non - conformance. Are you basing this on a type #3 or #4 soil? Thanx. From: Jeff [mailto:jeff @gotperk.com] Sent: Sunday, November 02, 2008 5:55 PM To: Bishop, Greg Cc: jeff @gotperk.com Subject: Fermin Silva ON0083329 14940 51st Ave South Tukwila 7661600092 Page 1 of 1 Good morning Greg, attached is our revised drawing for this project; When you get a chance will you please take a look and let me know if this is the direction you were thinking; After review will you please also email me back confirmation that the re- submittal fee will be $ 173.39; As always, Thanks for your help, Amman Septic Designs, Inc. www.gotperk.com 360- 794 -7809 (Office) 425 - 501 -5195 (Cell) 360- 794 -5408 (Fax) 11/5/2008 OCT 20,2008 20:22 FERMIN SILVA 2068706770 •, Y v; of et"te ; 709 DRVELOPTI tr:f 2 Description for D07 -474 fts .ta �a. O' � ,S '� wi, tea wir A Nib gib hi qk • • • i gil Permt N: D07.424 Stet= APPROVED Dete 11/15/2007 Yel r Saeen 1;1 Forte Feaj F mn 'foist Acou1 Wort. Fl Addresr. 114 940 51 AV S TUKW APPUCANT: 'SILVA RESIDENCE as' Esit • •• e • co • rr � • t- 1. ` 0 • of 7 4 4 !' • , if ; .� r »pifi ri 4ti,u , t;i*0 4...0 4 t T. c N" : t , L'ceaee:lJcwie,WA City 01 iode:a/« start - (_'mO © ; T= EPJ*1TTS'etus ' Document1 - Mtzr - o ef... City of Tukwila Brenda Holt Permit Coordinator Department of Community Development 206.431 3672 6300 SouthcenterBhM. Suite 100 — Tukwila, Washington 98188.2544 Fax: 206-431-3665 Email: bholt9mcl.tukwita.wa.us Description EPAIR AND REFURBISH FOUNDATION AND STRUCTURE TO BRING U P TO CURRENT STANDAF.DS. ADD 16 SO FT OF BASEMENT, C ONSTRUCT 2ND FLOOR OF KO SO FT. NEW TRUSSED ROOF AND 576 SCI FT OF WRAPAROUND DECK 6.4 08 BECAUSE OF ORIGINAL SUBMITTAL BEING DENIED, THE SCOPE OF WORK WAS CHANGED TO THE FOLLOWING: REPLACE TRUSSES AND REPAIR ROOF, INSTALL NEW SIDING. ADD AUGER CAST FILES TO FOUNDATION Al REAR OF HOUSE, REPLACE MY ROTTED WOOD AND APPLY FOR NONCONFORMING SEPTIC SYSTEM WITH KING COUNTY. iv- W o' r oii4k tt pvvd bk Page 1 'PERMITS'PlusC32 -Bit ('j 244.Acteh, . j Saint Number. 622D Users: 020 i Ve Amman Septic Designs Inc. E 7 . .. 24E1i DnvE. `.'F 9F27'2: Septic System Operating Capacity Versus Design Capacity Tax Parcel #: " 5'-Z The attached septic design was designed for a maximum daily load of 3 G' gallons per day. Exceeding this amount may result in pre- mature system failure. Daily operation of this system at approximately 60% of its maximum design capacity ( / grC gallons per day) should help extend its effective lifespan with proper maintenance. The attached septic design was designed to process and dispose of "residential grade" sewage as defined by the King County Title 13 which falls within the following ranges: BOD5 130 -230 mg/1 CBOD5 108-191 mg/1 Total Suspended Solids 49 -150 mg/1 Oil & Grease 10 -25 mg/1 Exceeding the above values or consistent use at or near the maximums may result in pre- mature system failure. Please note that Amman Septic Designs Inc and Jeff Amman have only designed the above referenced septic system and approved the installation of said design. Due to factors beyond our control such as abuse, neglect, failure to maintain an Operation and Maintenance contract with a licensed maintainer as required by Title 13, effluent strengths, water use, additive use (not recommended), etc.... Amman Septic Designs Inc and Jeff Amman do not warrant and /or guarantee the lifespan of this septic system. Proper sewage habits and maintenance are crucial to the longevity of this septic system. Public Health Seattle & King County HEALTHY PEOPLE. HEALTHY COMMUNITIES. David Fleming, MD, Director and Health Officer May 7, 2008 Jeff Amman 14525 246 DR SE Monroe, WA 98272 Re: Site Application Deficiencies Dear Jeff: Address: 14940 5V' Ave S Parcel No: 766160 -0092 Owner: Fermin Silva Activity: ON0083329 Public Health has received your Site application for the above referenced property. It has been reviewed in accordance with the King County Board of Health Code Title 13. Based on this review, it has been disapproved for the following reason(s): 1. The minimum required absorption area is not being met. For design purposes minimum 450 gallons/bedroom /day shall utilized in determining the unit volume for single family residences. KCC 13.28.070 •2. A portion of the active drainfield is not meeting the minimum set back to the down slope existing house foundation. KCC 13.28.030 3. Soil log 1 had distinct mottling at 20 inches. With a proposed trench depth of 18 " - 21" there does not appear to be adequate soil depth, without a winter water table review. 4. On May 5, 2008 water was observed at 35, 27, and 34 inches in soil logs 3, 4, and 5 respectively. Distinct mottling was observed at 15, 15, and 24 inches in soil logs 3, 4, and 5 respectively. There also appeared to be filled soils to a minimum depth of 12, 15, and 24 inches in soil logs 3, 4, and 5 respectively. The area also has undulating topography and has ep slopes. This does not appear to be an adequate area for a reserve drainfield area. e City of Tukwila has the house posted as uninhabitable. After viewing the home PHSKC would have to concur with their evaluation. It also appears that a significant remodel would have to be done to improve the home to habitable; as a result any on site sewage system proposed will have to meet current code. KCC 13.64.020 6. Provide a letter of concurrence that the components of the waste water system meet the setbacks to the wetland down slope from the existing residence. Eastgate Public Health Center 14350 SE Eastgate Way • Bellevue, WA 98007 T 206 - 296 -4932 F 206 - 296 - 4919 www.metrokc.gov/health L1 King County City of Seattle Ron Sims, Executive Gregory J. Nickels, Mayor Jeff Amman May 7, 2008 Page 2 New applications will require a new fee of $602(Or Current Full Fee), and will be reviewed for compliance with rules in effect at the time of resubmittal. If you have any questions, please contact me at (206) 296 -9738 between the hours of 8:00 AM and 5:00 PM or leave a message on my voice mail. NOTE: ANY PERSON AGGRIEVED BY ANY DECISION OR ORDER OF THE HEALTH OFFICER MAY NOT LATER THAN 5 P.M. OF THE SIXTIETH (60 CALENDAR DAY OF THE DECISION OR ORDER, FILE A WRITTEN APPEAL TO THE HEALTH OFFICER FOR RECONSIDERATION OF SUCH DECISION OR ORDER. APPEALS FOR RECONSIDERATION ARE CONDUCTED VIA THE SEWAGE REVIEW COMMITTEE PROCESS PER KING COUNTY BOARD OF HEALTH, CHAPTER 13.12. APPLICATION FORMS FOR APPEAL ARE AVAILABLE AT THE EASTGATE PUBLIC HEALTH CENTER SHOULD YOU CHOOSE TO APPLY FOR RECONSIDERATION OF THIS DECISION /ORDER. arone Baker, R.S. ealth and Environmental Investigator II Community Environmental Health JB:dc cc: Fermin Silva ' Print Map Page Page 1 of 1 King County Parcel Map and Data 0042909160 0042000170 0042000.4 01 4 7 0004 010 0(47000405 {C 2Q0614vg Couuty 6.160a0t1 /661691.1093 766160:1171 7661600092 7661600099 766160'x: 94 7661609170 d 1 Parcel Number Address • Zipcode Taxpayer 7661600092 14940 51ST AVE S 98168 TLk �,(,7i SILVA FERMIN C +MONICA The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. 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Comments' % :.eartli &s : 47TH „ as '4811Q 5 fnfs 15800 '43RD AY � � f � \ Sale Date 5/4/2007 ISale Price 1$200,000 Seller Name RAMIREZ JOSE ALEX Taxable Improvement Value $43,000 Buyer Name SILVA FERMIN C +MONICA Plat Block Sale Date 10/2/2006 'Sale Price 1$175,000 Seller Name HAYES DWAYNE F +RUTH I Buyer Name RAMIRES JOSE ALEX Appraised Land Value 5102,000 Taxable Land Value $102,000 Appraised Improvement Value $43,000 Taxable Improvement Value $43,000 Appraised Land Value $135,000 Taxable Land Value $135,000 Appraised Improvement Value $50,000 Taxable Improvement Value $50,000 District Name TUKWILA Property Name Type RESIDENTIAL Plat Name SEATTLE LAND COS 5 ACRE TRS Present Use Single Family (Res Use /Zone) Plat Block Water System WATER DISTRICT Plat Lot 6 Sewer PRIVATE King County: Assessor Property Characteristics Report Page 1 of 3 kg King County By law this information may not be used for commercial purposes. Taxpayer SILVA FERMIN C +MONICA Tax Year 2007 Tax Status TAXABLE Taxpayer SILVA FERMIN C +MONICA Tax Year 2008 Tax Status TAXABLE Assessor Real Property Records: Parcel Number Account Number Levy Code Taxable Value Reason Parcel Number Account Number Levy Code Taxable Value Reason Assessor Property Sales Records: Tip: Use the Recorders Office: Excise Tax Affidavits Report to see more sales records details Assessor Parcel Records: %`?Se .ices comme 7661600092 766160009201 2401 NONE OR 7661600092 766160009201 2401 NONE OR UNK NOWN g Address 14940 51ST AVE S 98168 Building Grade Fair Building number 1 Condition Fair Bedrooms 2 Year Built 1915 Baths 1 Year Renovated 0 1/2 Baths 0 Total Living SqFt 990 3/4 Baths 0 1st Floor SqFt 990 Stories 1 Half Floor SqFt 0 Single Story Fireplace 0 2nd Floor SqFt 0 Multi Story Fireplace 0 Upper Floor SqFt 0 Free Standing 0 Fireplace Total Basement SqFt 870 Basement Garage SqFt 0 S Ft Finished Basement 0 Attached Garage SqFt . 0 q Finished Basement Grade NONE OR Open Porch SqFt 0 UNKNOWN Daylight Basement Enclosed Porch SqFt 0 Heat System Forced Air Deck SqFt 50 Heat Source Gas Percent Brick Stone 0 ' King County: Assessor Property Characteristics Report Page 2 of 3 Legal Description FT OF W 100 FT THOF SEATTLE LAND COS 5 ACRE TRS W 283 FT OF S 1/2 EX N 30 This report was generated: 9/14/2007 9:26:10 AM Related on -line reports: Assessor Legal Description Records: Assessor Residential BuildinR Kina County GIS: Property information FAQ Kinq County Assessor: Submit a request to correct this information DDES: Permit Applications Report King County: Districts and Development Conditions Report King County Assessor: eReal Property Report (PDF format requires Acrobat) King County Assessor: Quarter Section Map Report (PDF format requires Acrobat) King County Treasury Operations: Property Tax Information Recorders Office: Excise Tax Affidavits Report Recorders Office Scanned imag of plats, surveys, and other map documents System Lot Area 43,589 SqFt (1 acres) Access PUBLIC Section/Township /Range NW 23 23 4 Street Surface PAVED g Address 14940 51ST AVE S 98168 Building Grade Fair Building number 1 Condition Fair Bedrooms 2 Year Built 1915 Baths 1 Year Renovated 0 1/2 Baths 0 Total Living SqFt 990 3/4 Baths 0 1st Floor SqFt 990 Stories 1 Half Floor SqFt 0 Single Story Fireplace 0 2nd Floor SqFt 0 Multi Story Fireplace 0 Upper Floor SqFt 0 Free Standing 0 Fireplace Total Basement SqFt 870 Basement Garage SqFt 0 S Ft Finished Basement 0 Attached Garage SqFt . 0 q Finished Basement Grade NONE OR Open Porch SqFt 0 UNKNOWN Daylight Basement Enclosed Porch SqFt 0 Heat System Forced Air Deck SqFt 50 Heat Source Gas Percent Brick Stone 0 ' King County: Assessor Property Characteristics Report Page 2 of 3 Legal Description FT OF W 100 FT THOF SEATTLE LAND COS 5 ACRE TRS W 283 FT OF S 1/2 EX N 30 This report was generated: 9/14/2007 9:26:10 AM Related on -line reports: Assessor Legal Description Records: Assessor Residential BuildinR Kina County GIS: Property information FAQ Kinq County Assessor: Submit a request to correct this information DDES: Permit Applications Report King County: Districts and Development Conditions Report King County Assessor: eReal Property Report (PDF format requires Acrobat) King County Assessor: Quarter Section Map Report (PDF format requires Acrobat) King County Treasury Operations: Property Tax Information Recorders Office: Excise Tax Affidavits Report Recorders Office Scanned imag of plats, surveys, and other map documents ' King County: Assessor Property Characteristics Report Page 2 of 3 Legal Description FT OF W 100 FT THOF SEATTLE LAND COS 5 ACRE TRS W 283 FT OF S 1/2 EX N 30 This report was generated: 9/14/2007 9:26:10 AM Related on -line reports: Assessor Legal Description Records: Assessor Residential BuildinR Kina County GIS: Property information FAQ Kinq County Assessor: Submit a request to correct this information DDES: Permit Applications Report King County: Districts and Development Conditions Report King County Assessor: eReal Property Report (PDF format requires Acrobat) King County Assessor: Quarter Section Map Report (PDF format requires Acrobat) King County Treasury Operations: Property Tax Information Recorders Office: Excise Tax Affidavits Report Recorders Office Scanned imag of plats, surveys, and other map documents SL 1 SL 2 SL 3 SL 4 SL 5 SOIL LOGS FOR TAX #: 7661600092 0 -35" 0 -42" 0 -25" 0 -23" 0 -25" SANDY LOAM SANDY LOAM SANDY LOAM, 25- SANDY LOAM, 23- FILL /DISTURBED 36" HEAVILY MOTTLED SL, 36 "+ OXIDIZED 32" WATER SOILS, 25 -40" OXIDIZED Total Quant ii% of effluent to be disposed per day , .4' - .•7'.43',..,..f:1' 4 - r . i.;,• --i.:, WVortex Sarcenntir ./.-Vt.V.4 . 300 gallons/day Hydraulic [outline raw ',- ' . i - -- .0.4 gallons / sq.11 / day Minimum Dispersal Field Area 1:30 hrs:mins 750 square R. Total Dispersal Field Area ' = i :' - 750 square 11 Select Filter Type , .4' - .•7'.43',..,..f:1' 4 - r . i.;,• --i.:, WVortex Sarcenntir ./.-Vt.V.4 Recommended Fiber (item no.) - AP4E-.75F 7.33 Dosing Number of doses per day / zone: ./.-Vt.V.4 doses Timer ON. Pump run time per dose/zone:- 7.33 mins:secs Timer OFF. Pump off time between doses 1:52 hrs:mins Per Zone - Pump run time per day/zone: 1:30 hrs:mins All Zones - Number of doses per day / all zones 12_doses /day Job Description: Contact: Prepared by: Date: Total field Flow per zone Jeff Aninsan / Amman Sip& Dellglxx Inc . ' . , Plalse 1111 in the Shaded arias and drop down Maus: This spreadsheet serves as a guide, and is not a Complete hydraulic design. • Number of Zones Dispersal area ivr zone Choose line spacine between WASTEFLOW lines Choose emitter spacine between WASTEFLOW emitters Total linear riper zone (minimum required) Total number of emitters per zone Select Wasteflow dripline (I 6mm) Pressure at the beginning of the dripfield Feet of Head at the beginning of the driptield What is the flow rate per emitter in gph? Dose flow per zone 750 375 375 :witsteftoipcLingpil 57.75 0.53 3.31 zone(s) square 11. ft. ft. ft. per zone emitters per zone dripline psi ft. gph gpm Nut,: , A It.u States ur Cul1111/VN additional now 1 timhin I»tiist (Iwo; y nu, Huch in t spreadsheet help' is for (hipline only. ( lassie dripline sequin less Please EVIVI ti, (;41.01101 Spreadslivei a Ikd ".1)esign and Flash Curves" at tsss A%. If required, choose flush velociiy How many lines of WASTEFLOW per zone? Fill in the actual length of longest dripline lateral Max. allowable length of a single WASTEFLOW line Flush flow requited at the end of each dripline Total Flow required to achieve flushing velocity Total Flow per zone- worst case scenario 260 0.37 3.33 6.64 lines ft. ft gpm Val gpm Select Filters and zone valves Select Zone Valve Type Recommended Lone Valve (item no.) Geoflow, Inc. Wasteflow Design Spreadsheet V.2003H elc- - o ol 11/11/2008 Section 2 I; - + <i'tofhead j P,eBa� A. Flush line - Losses through return line Size of flush line in inches . '.5 inch Flow required to flush field Length of return line „ 90 ft, 6.64 gpm Equivalent length of fittings , °5 ft. No. of Zones Elevation change. (if downhill enter 0) )0 ft. - Pressure loss in 100 ft of pipe 30.23 It 13.09 psi Total pressure loss from end of dripline to return tank 28.7 fi. 12.43 psi B. Dripline - Losses through Wasteflow dripline Fill in the length of longest dripline lateral 129 ft. Minimum pressure required at end of dripline 16.17 ft. 7.00 psi Loss through dripline during flushing 6.70 ft. 2.90 psi Total minimum required dripline pressure 22.87 fl. 9.90 psi A.B. Minimum Pressure required at beginning of dripfield (".-1/..(11.41E/) pressure required at beginning of dripfield 51.58 fi. 22.33 psi SPECIFIED pressure at beginning of dripfield (from worksht 1) 57.8 ft. 25.00 psi _ Great! SPECIFIED Pressure is greater than ('ALCULATEI) Pressure requirement. Go tot est step C. Drip components - Losses through headworks Filter 9.5 ft. 4.10 psi Zone valve pressure loss (not in diagram) - ft. - psi Flow meter pressure loss (not in diagram) 8 `,1f ` fl. 0.43 psi Other ressure losses P -:' ;: ; a, A psi Total loss through drip components 10.47 ft. 4.53 psi D. Supply line - Minimum Pressure head required to get from pump tank to top of dripfleld Size of supply line in inches • ;. inch Length of supply line :a" ` x; °. 90 ft. Equivalent length of finings ¢`•.:- . r`.4; ,5 ft. Height from pump to tank outlet B P P ' '' i °''. - �� >t;•r =�vvx�;�L� "3 ft Elevation change. (if downhill enter 0) 4 d , 43 ft. Pressure loss/gain in 10011 of pipe 3.72 ft. 1.61 psi Total gain or lass from pump to field 13.5 f; 5.86 psi TotatdyttamlO id l': t -.se: :�C4 r ,- ' = d-- 61.8 ft. 35.39 psi •. ta•�q -w,a PumP`�A�4Y,K`�,�...�:�.a�?.� -k �M,tIV.M`taiNtli.`" 6.6 gpm J'u8 ''- t <. * akl: w ,.,iti'ua'- t7;;.: ;! ZOE R. O0O0sr t;,r; Vol IH 1 hair . : a' a` " : f ^' �'r> �1=•" t P P.. � ,� `" , �fr � :t�i+� (....�W1�' 9:� :�{.�" ��lz9 1/2.HP.11,$ "` ,r h .... Section 1 - Summary from Worksheet 1 Flow required to dose field 3.31 gpm Flow required to flush field 3.33 gpm Flow required to dose & flush field 6.64 gpm Filter AP4E -.75F No. of Zones 1 zones Zone valve - Dripline Wasteflow PC - 1/2gph Dripline longest lateral 129 ft. Prepared by: Date: Please fill in the shaded areas and drop down menus: This spreadsheet serves as a guide, and is not a complete hydraulic design. Pressure losses may be grossly overstated, particularly if designing with WASTEFLOW Classic The letters on the diagram(right) match the letters in section 2 below. Jeff Amman / Amman Septic Design 1/0/1900 Worksheet -.Pump Sizing .: * Note: Pump capacity flow assumes flow in dripline does not change during a dose cycle. With Wasteflov For more accurate flows please see Geoftow's Flushing worksheet. 1f you need assistance designing for this additional flow, please a. See Geoflow flushing worksheet or b. Contact Geoflow at 800- 828 -3388. Geonow. Inc. Pump Selection Worksheet, V2003H 11/112008 t Pan Number H P Voltage phase Amps Stages Height 5030-0005 1/2 115 1 12.0 5 21-1/7 5030-000' 12 230 1 6.0 5 21-1/7 50340007 12 115 1 12.0 7 23-1/8' 5030-0308 12 230 1 6.0 7 23-W 5030-0009 3/4 230 1 8.0 10 27.1/16' 5030-0012 1 230 1 9.8 13 3413/16' Part Number H P Voltage Phase Amps Stages Height 5031 -0005 112 115 1 12.0 5 21- 15/16' 5031-0006 12 230 1 6.0 5 21 -15/W 5031-0007 3/4 230 1 8.0 7 25.1/16' 5031 -0008 1 230 1 9.8 9 26-18' Part Number H P Voltage Phase Amps Stages Height 5032 -0005 1/2 115 1 12.0 4 21 -18' 5032.0006 12 230 1 6.0 4 21.1/8' 5032 - 0007 3/4 230 1 8.0 _ 6 24.5/16' 5032 -0008 1 230 1 9.8 7 26.7/16' 31.78' 5032 -0009 1-1/2 230 1 13.1 10 Part Number H P Voltage Phase Amps Stages Height 50330005 12 115 1 12.0 2 19 -7/16' 12 6.0 N {7 f hl 19 -7/16' 3/4 i i ;1; 7 8.0 22-3/16' 1 9.8 24. 15116' 1 -12 111 29. 15/16' H r c r M x • • n M 0 M 6.11016 111105 b 11 GPM Models FUMF PERFORMANCE CURVE 11 GPM. 1 U.' NF1 01SCNARGE Se w nnr.n.wm PUMP PERFORMANCE CURVE 27 GPM • .1 tie NPT DISCHARGE 300 IM 1• 310 PPG N a• ss • N 10 30 31 30 A RIOW FER MOM • 015413 015045 0 q 48 40 0 32 - a 24 - 16 - 66 46 40 0 X i Y 32 0 24 0 80 - 72 - 64 - 56 - GALLONS M 180 160 140 120 100 e0 6o 40 20 IONS PUMP PERFORMANCE CURVE 35 GPM 2' NPT DISCHARGE 1. 1211? -5 STAGE 1 W -4 STAGE 3'41W - 3 STAGE , 1 _ 2 w__ 0 Q 2 0 10 GAL 280 240 - 3I4 HP 7 STAGE L 200 irk 160 e0 40 LITERS 0 LITERS 0 ® Copyright 2008 Zoeller Co. All rights reserved 19 GPM Models PUMP PERFORMANCE CURVE 19 GPM 1'/." NPT DISCHARGE 820 12 HP 5 STAGE 1 HP•e STAGE 10 15 20 I I I 20 40 60 60 100 FLOW PER MINUTE 35 GPM Models 10 20 30 40 50 60 0 1 1 1 40 80 120 160 FLOW PER MINUTE 25 30 015414 015044 INSTALLATION INSTRUCTIONS FOR USE BY CERTIFIED, LICENSED INSTALLER ONLY 1 Prepare an excavation, having a diameter approximately one foot larger than the tank and a depth that will allow approximately 3 inches of the inspection port to extend above normal ground level. l3ackfill with a 6 inch layer of sand or gravel if otherwise unable to provide a smooth, level, compact base. We recommend that the hole be roped off in some fashion to prevent injury to passersby. 2 Utilizing lifting Tugs provided, place the plant in the excavation so that the inlet and outlet line up with the sewer piping. The inlet line should slope down toward the plant and the outlet line should slope down away from the plant. The plant should be level within 1/2 inch, edge to edge 3. Position inlet and outlet lines and make connections as necessary, depending upon the construction materials. The inlet line should be inserted and glued into the inlet elbow and the discharge line should be inserted and glued into the outlet coupling_ Note: Open inspection port and make sure discharge tee assembly is level and cornered in clarifier prior to attaching discharge piping. Fill the tank with water until water flows from the discharge before backfilling. Backfill around plant, up to the bottom of the discharge connections. 4. Do not install the air pump(s) in a low lying area where water may accumulate. The air pump should be installed near the control panel and within 100 R, of the tank. Air pump can be installed outdoors or in a clean, well ventilated area, such as a tool room, garage, etc If the linear air pump is to be installed in an Additional enclosure, the enclosure must br. approved by Delta in writing. 5 Mount the control panel in an area such that the alarm can be heard and be readily observed. A 3 -wire grounded GFl outlet is required for safety. All electrical work shall be done according to NEC and local code requirements. 6. The control panel is rated for indoor and outdoor use and contains a fused receptacle into which the air pump is plugged. An electrical malfunction in the air pump or wiring to the air pump will cause the fuse to blow. The control panel also contains a pressure switch, visual and audible alarm and battery. Loss of air pressure caused by loss of power or air pump system malfunction will cause the alarm to sound and light to flash. 7 Remove the front cover of the control panel. Attach control panel to suitable mounting surface using till four mounting hol on back of box. Use proper screws of sufficient length to insure It secure and permanent mounting. 9 Control Panel is rated for outdoor service, however, do not place it where it can be immersed in rising eater or where run -off water such as from a roof will fall on it Do not mount it where it is subject to wetting from sprinklers, hoses, etc. 10. The control panel must never be connected to a circuit that is not properly grounded Never plug the unit into a non - grounded receptacle or a receptacle that has a 2 pole to 3 pole grounding adapter attached. If there is doubt, have a qualified electrician check for proper grounding. The control panel must be connected to an electric source equipped with a ground fault interrupter (GFI) circuit breaker or receptacle. A standard receptacle can be replaced with a GFI receptacle which can be obtained from almost any store that sells electrical supplies. I I . After the control panel is properly mounted, disconnect the power source. For a linear air pump, insert the air pump plug through the hole in the bottom on the control 'panel and plug it into the fused receptacle inside the box. Insert the air pump cord through the hole of the split sealing plug. Insert the plug into the control panel hole making sure the metal is fitted properly into the plugs' groove. The plug protects the cord from sharp edges and also seals the control panel from insect intrusion. Make sure there is ample slack in the pump cord inside and outside of the control panel such that the cord exits the panel vertically and does not impose strain on the plug. Strain may cause the sealing plug to dislodge over time. For a QR Series air pump, wire as shown on drawing "Control Panel Connections using QR Series Air Pump." 12. Install a short length of schedule 40 PVC Conduit with a h" terminal adapter and a 'A" tee fitting as shown on drawing "Control Panel Connections Using Linear Air Pump," and "Control Panel Connections using QA Series Air Pumps." Install the pressure switch tubing and the wire from the float switch in the tank into the conduit. The tube is to be installed into the tee fitting then irno the control panel and the float switch wire is to be installed into the bottom of the conduit then into the control panel. This conduit will protect the air tubing and float switch wire from damage. For extra protection of the linear air pump cord, install a short length of 3/8" split tube polyethylene around the cord from the air pump to the control panel. Install compression female connectors to the end of the Boat switch wires and push into the pressure switch top and bottom terminal. Use a terminal crimp tool; not a pair of pliers. 13. Install the float switch wire in the trench under the air lute from the control panel to the treatment Install at 1'-0" depth minimum. Connect to the float switch norm* oven contacts using underground rated compound filled wire nuts. See sheet "Additional Materials Needed for Control Panel Electrical Installation' furnished by installer. Also see drawing "Float Switch Mounting ". 14. The control panel is equipped with an electric cord to allow for easy installation, however, local codes may require the unit to be "hardwired" directly to the source. In this case the electric cord can be removed and the entrance hole used for approved conduit or wire attachments. If the receptacle cover is removed to rewire, it is very important that boar 10 factory screws used to mount the receptacle cover to the inside handy box are replaced and tightened The inside handy box should be secured to the back of the control panel with special screws and outside serrated washers to insure a good ground connection. It is important that these screws be tight at all times. Reconnect the green ground wire. 15. Connect the pressure air tubing to the 1/8" barb- fitting in the air piping system. The air tubing should be protected as shown on drawing. 16 Install 3/4" schedule 40 PVC piping between air pump and treatment unit. A minimum of 12" ground cover is recommended. 17. Plug control panel cord into service outlet. If outdoors, use an outlet cover U.L. rated for continuous use outdoors. Air pump should start. 18. Check air piping joints for leakage using a soapy water solution Repair if necessary and then carefully backftll air line and inlet. Discharge piping and cover plant to grade level. 19. Re -check water level in the tank, install a fresh 9 volt Lithium battery in the alarm circuit. 20. Plant is ready to receive incoming sewage. No special start -up procedures are required. The process is naturally occurring and does not require any special additives_ 2 l . Test alarm circuit by momentarily disconnecting the power from the air pump and allowing air pressure to decrease. This should take 5 to 10 minutes. Alarm should occur. Plug air pump back in and alarm should stop. LiR tioat in tank to horizontal position. Alarm should occur. Release float. Alarm should stop. 22. Replace cover.on control panel. 23. Change battery every 6 months or after an alarm situation has occurred. In the event that a fuse blows, replace with a Type T, dual element time delay of the same amp rating as the existing fuse. 24. The distribution of air to all droplines must be uniform. If the air flow is not evenly distributed, check the air pump or the main air line. 25. Spend time with your customer whenever possible. Review operation instructions. Be sure that the customer has a manual to keep: This saves valuable time avoiding return visits. 26. Retain these instructions for future reference. i �. li Pusan% of Inky Ovtpvt ti 9 a R § RIO Wive Ou pvt sa 231 Nartomeuers A a If iv Relative Irtta r ttry • e e rIt1S {NIA omlr l.empr DOT) 214 OM 544 11.41 Relattve Germicidal Eflectivenerl 6 B a i3 2i1 em 3 gl Ka g b Output g a b 8 U. 22 :1,07 20 22 I - At 760 711 . +o`, Saicoi inc. P O. Box 1090 Fallbrook, CA 42023 :080 Tel (760) 731.0746 Fax: (70) 731 -2405 ONSITE WASTEWATER EFFLUENT IJV DISINFECTION UNIT MODEL 3G INSTALLATION INSTRUCTIONS 1. First, unpack •the unit and check for any damage in shipping. 1 here are 7 sub assemblies that comprise the UV system, which are: 1. Disinfection, chamber - 3 inch ABS with 4 -inch inlet and outlet hubs. 2. Disinfection subassembly - anodized aluminum frame, pure fused quartz sleeve, Teflon ® cover, packed inside the disinfection chamber. 3. PVC handle for disinfection subassembly. 4. Long Life_ UV lamp- packed inside the PVC handle. 5. Riser pipe; 4 inch ABS with a '/. inch PVC nipple at one end. The PVC handle and UV lamp are packed inside. 6. Electrical subassembly_ junction box with pre wired alarm board, electronic ballast, and UV lamp power cable. 7. Two 4 -inch Scb 40 ABS pipe couplings. Note: Inspect the unit upon receipt and report any damage. There will be some additional items needed for installation, which are: 1. ABS cement (also multipurpose cement if bonding to PVC PiPe) 2. Silicone s 3. Teflon tape 4. Isopropyl (rubbing) alcohol 5. Glycerin (available from drug stores) 6. Wires A schematic drawing of the unit is shown in figure 1.. EII0- 41I; 04..- •2uui 20.2? FAA ;e.' 770. 24u.` I! INSTALLATION ALTERNATIVES 1 . In ground couple the 4 -inch inlet to the exit pipe of the pretreatment unit, and couple the 4 -inch outlet to the drain field pipe. 2. Pump tank - couple the UV unit inlet pipe to the pretreatment unit exit pipe at the entrance of the pump tank. 3. Figure 1 shows that the electrical junction box should be above ground level. Ifithis should pose a problem with lawn mowers, the box could be placed below grade in an irrigation or water meter box. Or an artificial rock could cover the junction box. The Junction box is rated NEMA 4.X. However, to be safe it should be protected from flooding. In pump tank installations care should be taken to prevent flooding of the junction box or the ballast suspended below it. H,1%, 04 . 22 2010 :t. :J FAA 76(' 731 240: a SAL( tlk I:t III DETAILED STEPS 1 Cut 4 inch riser pipe and lamp handle to meet job needs. Use the fl- inch connection io the pretreatment unit as a reference point. The lamp handle upper end should be slightly below the' /, inch nipple and the riser pipe. 2 Attach the threaded end of the lamp handle to the 1 inch threaded nipple OD the upper end of the disinfection subassembly, which is packed inside the disinfection chamber. Teflon tape should be used to seal the threads. Then remove the disinfection subassembly by pulling the handle upward. 3 Bond the riser pipes and couplings and connect the disinfection chamber to the upstream and downstream (if any) pipes. The unit symmetrical and tither port can be used as the inlet (or outlet) 4 inspect the disinfection subassembly. Using a clean, sofi cloth and isopropyl (rubbing) alcohol, clean the Teflon ® cover and remove any fingerprints. Then lubricate the rubber gaskets with either water or glycerin. Note: Do not use silicone or petroleum based lubricants. S. Slide the disinfection subassembly through the riser pipe into the disinfection chamber using the handle. Make sure that the subassembly is at a right angle to the inlet and outlet pipes, and that the holes on the upper hub of the subassembly lock into two pins in the disinfection chamber. The orientation is very important for successful UV unit operation 6. The UV unit opccates on 120 VAC single phase (50 or 60 HZ) power and consumes 30 watts. A dedicated l 0 breaker on the main electrical panel should be used for service. 7. An electrical junction wiring diagram is shown in figure 2. Inlet power, ground and alarm wires are fed through conduit to the '/4 inch nipple on the riser pipe. Enough wire should be pulled through the riser pipe to reach about one foot above it. 3 A1 .1 .41 I,: • - E 04 2007 2' 2; FA1 760 731 2 ;0: Irk r: , r . , t. , 1E'<1/1 ;c. 1 8 The wires should then be fed through the cord Grip on the bottom side of the electrical junction box. The cord grip can accommodate five 12 A WG wires in addition to those pre- wired. 9. Attach the wires to the terminal block as shown io figure 2. The wiring schematic is also sbown on the inside of the junct box cover. 1 U The alarm contacts are compatible with both normally open (N/C)) and normally closed (N/C) external alarm units (furnished by others). They accommodate up to 120 volts and up to 500 nullianrps. Select the common and the contact that complies with the receiving alarm panel. 11 • . Tighten the cord grip, attach the four pin connector to the UV lamp and ca arefully lower the Iamp through the handle. Be careful to not damage the quartz tube during insertation 12 Lower the ballast so that it is loosely attached to the PVC handle by the two tie wraps. 13. Place the electrical junction box on top of the 4 inch riscr pipe. tuck excess wire into the riser pipe. 14. Turn the breaker at the main electrical panel on. The LED light on the side of the junction box should now be on, indicating that the unit is operational. 15. Fill the recess in the bottom of the electrical junction box where the wires feed into the cord grip with silicone sealant. Then, replace the electrical junction box lid. 4 ' 120 & 240 law6 r I Saloor 3G NC CONTACT 1 1 DPST NC HIGH CURRENT RELAY 1 0•:• • 1.-.1 i i Electrical Junction Box Aid all Reidy Contacts Salcor; Inc PO Box 1090 FatIbrooK, CA 92028 760 - 731 -0745 'Ground 120 WO_ VAC [ Common j O o o o O O Alarm Boara 41, 4 1i 1, if . 04 22 201 2 . 24 ►.AZ 760 7 ?1 :40! MALNTENANcE AND SERVICE The Salcor UV 30 disinfection unit is designed to provide long service life. It is recommended that the UV lamp be replaced every two years to insure proper disinfection. To replace the lamp: I Turn off the dedicated breaker Iocated in the main electrical panel that supplies power to the UV system. 2. Remove the electrical junction box and ballast from the UV disinfection chamber and carefully set it aside. 3. Using the power line connected to the UV lamp, lift the lamp out of the disinfection subassembly. 4. Disconnect the four pin connector attaching the power line to the UV lamp. 5. Connect the new lamp to the four pin connector and completely lower the new lamp into the UV subassembly. 6. Tuck the remaining power line into the riser pipe. 7. Make sure the ballast is still in position on subassembly handle and insert the plastic section on the back side of the 1jq, ' • ('4 2.2 '2o0; 20 FU 7hv 731 :405 Junction Box: connection for 120VAC or 12VDC line and external abr. --� 3150 1 NOTE: Nol oh dimensions 4 0 scole SAL(ok :Kt' Salcor UV Disinfection Unit L.a 30 00 (Adjustoble al ins;ollvfion) 4" Pipe , U4 2 ; 20 If FAQ ; NU iJl 2io;) ELECTRIC Al JUNCTION CX WITH INDICA ?CRS A►:D ALARM CONTACTS— --\\ GROUND I EVE! SECTION A -A 7- 4 PIPE SALCOR UV DISINFECTION UNIT 4 1 TREATMENT PLANT EFFIUENI UV LAMP TEFLON COVER SUPPORT FRAME AND GASKET 26 (AD:US1 AP LE AT INSTALLATION) ()MINE EC1 ED EFFLUENT 31.5 V A MANDiE FOR REMOVAI SUPPORT FRAME & GASKET UV LAMP/ QUARTZ TUBE & TEFLON COVER iF.4 1 DISINFECTION SJF • ASSEnnB1v NOTE: 1401 All DIMENSIONS TO SCALE Updated 2 WINTERIZATION Buried drip systems are not prone to frost damage because, in their design, vacuum release and drain valves are provided. Please follow the following precautions: a) Manifolds, supply lines and return lines must he sloped back to their respective dosing or treatment tanks. Under extreme conditions return and supply manifolds must be insulated or buried below frost -line. Be sure drain valve on flush line remains open long enough for entire field to drain. b) Remove the check valve at the pump. c) Insulate equipment boxes, including Headworks box or filter and field flush valve boxes as well as zone dosing valves, pressure regulator and air vacuum relief valves. Use closed -cell insulation such as perlite in a plastic bag. d) The top of air vacuum relief valves must be no higher than soil surface. e) If using an index valve to split field zones, be sure it is capable of self - draining. f) WASTEFLOW lines will self -drain through the emitters into the soil. If the cover crop over the dripfield is not yet adequately established, add hay or straw over the field for insu- lation. g) Mark the valve box with a metal pin so you can find it in the winter when covered in snow. h) If using manual filter flush valves or manual field flush valves, they should be left cracked open slightly to provide for drainage of the flush line in freezing conditions. SYSTEM MAINTENANCE: The best way to assure years of trouble free life from your system is to continuously monitor the system and to perform regular maintenance functions. For large systems or systems with a BOD > 20 mg /I automation of maintenance is essential. For smaller systems with a BOD < 20 mg /I bi- annual inspection. and maintenance is adequate. 1) Remove the spin filter and install a clean cartridge. Clean the used filter cartridge back at the shop with a pressure hose. The filter cartridge should be cleaned from the outside inwards. If bacteria buildup is a problem we advise first trying lye, and if the problem persists, soak it in a chlorine bath. Soak the filter cartridge in a mixture of 50% bleach and 50% water. 2) Open the field flush valve. 3) Manually turn on the pump. 4) Flush the system for approximately five minutes. 5) Close the field flush valve. 6) Check for proper pressures in the field and if a ball valve is used reset the field flush 1 -psi loss. valve for 7) Remove the lids on the vacuum breaker and check for proper operation. 8) Turn off the pump and reset the controller for auto mode. 9) Periodically remove and clean the field flush and filter flush valves. Check for effluent surfacing in the field Geof ow Design and Installation Manual - 2000B 19 FEEDER LINE FROM PUMP GEOF LOw FM- DDS -100 FLOWMETER ON FEEDER LINE TO DRIPFIELD AFTER THE HYDRAULIC CONTROL BOx F LIN/ METER 'DIGITAL READOUT DISPLAY t NOTE: FLOW METER TO BE INSTALLED ABOVE ANY WATER TABLE. RETURN LINE TO HYD, CONTROL BOX ACCESS BOX TO HAVE LID TO THE SURFACE FOR MONITORING AND SERVICE INSPECTIONS. FINISH GRADE VALVE BOX PVC MAINLINE MANUAL BALL VALVE FILTER SCH 80 UNION PVC LATERAL LINE PRESSURE GUAGE MANUAL BALL VALVE NON FLITER AND GRID • FLUSH LINE BRICK SUPPORTS 1 AT EACH CORNER 1 CU. FT. PEA GRAVEL SUMP @G©E ©1 MANUAL HEADW❑RKS BOX SECTION CHEMICAL INJECTOR PORT V 'oo *�"% .s. ,� .IP:��:t='� � -� :�0 NOTE: CHEMICAL INJECTOR PORT NOT NEEDED SINCE GEOFLOW WASTEFLOW PC DRIP TUBING HAS THE ROOTGUARD BUILT IN Not To Scale SECTION \ m% \ \ \\ \i- \ \ > \\k ,sl Mg NI ( 6 ©©J E \D FEED / FLUSH SUB - MANIFOLD ti 522 FINISH GRADE 6" ROUND VALVE BOX GEOFLOW APVBK -1 AIR /VACUUM RELIEF SCH. 80 NIPPLE (LENGTH AS REQUIRED) BRICK SUPPORTS (THREE) PEA GRAVEL SUMP PVC PIPING AND FITTING @E©E @ 7 1 AIR /VACUUM RELIEF SECTION (PLUMBED TO PVC) OH fir 001i Mepilq? „i i � ‘1 ,. 0 - • 11,-----3:. :rv:i----,,-.. ------ ------ , t • 7, 7 g ; 8 .„, sz = - w •.-... 8 .,4 &•,,fr■ ''. '' '''''' r‘ ` I ,.... I',, .., 17 "..... .a..-- ZVI w w (i) —.. tiy• 5T0' i So 11M 41.13 ..... V._ 0 • 0 r OM. 41 lerif■ .. . „ . a a 01 .71 0 0 ii ii N LU LL Le, V IS ig . ),1)5tild 011 CO 1uI 1:D V ?:1)1111 t - - t : 1 N. • C 1". • ..... Cu • ill 1 ) h of 3 ...,-.-:7-7:rr.'"f7:'"?7:7?7.:".". • • • • : t • „ . KWi LA • • . . • „ • • f t • • •,••••••• C7. 3 t: . • •••1 • 7 : '•‘; OR'POR AT •••ret • ' •,,,••••••" •;; (012) (024) ME December 9, 2009 Fermin Silva 25112 11 Ave S Des Moines, WA 98198 RE: Request for Extension Building Permit No. D07 -424 Silva Residence —14940 51 Av S Dear Mr. Silva, This letter is in response to your written request for an extension to Permit Number D07 -424. At this time the City of Tukwila Building Division will not be extending your permit since it is not necessary. This decision is based upon the fact that the most recent inspection occurred on December 4, 2009 which results in the expiration date being automatically extended 180 days, through June 2, 2010. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, Jend fer Marshall pe it Technician Department of Community Development Jack Pace, Director File: Permit No. D07 -424 City of Tukwila W:\Permit Center\Extension Letters \Denials\Pennits\D07 -424 Permit Extension Denial.doc Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 AMP vow PIMP RECEIVED _Dec - - 2,001 DEC 08 NOS' COMMUNcif DEVELOPMEHT LIM Wt leA4C{ 10.e.C_CLL,c5e ex._ke_r_t-Vion 6u:AQU'irt WcAra I I ^to_n_, 20(0J 450 - I 11 4.clovvo 5 Ave 5o [02_1 t,0 1..ko 014 -et July 17, 2009 Fermin Silva 25112 11 Av S Des Moines WA 98198 RE: D07 -424 Revision #1 Dear Mr. Silva: City of Tukwila Department of Community Development Jack Pace, Director This letter is following up on the conversation that you had with the City on Wednesday, July 15, 2009. You met with myself and Nora Gierloff, Deputy Director with the Department of Community Development. The main topic of the meeting was regarding a permit revision that was issued to you for the above permit. The permit revision indicated that a large wrap around deck would be constructed as part of the on -going construction for your project. In 2007, when the City first reviewed your project, the City noted that the property contained a wetland, wetland buffer, and stream buffer. When you submitted your original application planning staff requested a full wetland delineation (See Notice of Incomplete Application dated November 21, 2007). You responded by amending your application to not include any work outside of the footprint of the existing building which negated the need for the wetland delineation. The revision that was issued to you on June 12, 2009 was issued in error by the City. As you noted when we met on Wednesday, no work has occurred on constructing the deck. As I noted when we met it is possible to still construct the deck as indicated in your revision. However, you will need to submit a full wetland delineation showing that the deck is outside of the wetland's buffer area or propose mitigation that is consistent with TMC 18.45. You indicated when we met that you did not want to do the wetland delineation. Your next option would be to modify the deck to remove the possible intrusion into the wetland buffer. This can easily be done by redlining your revision plans. Planning staff has amended the plans on file with the City. You will need to bring in your approved set to be redlined with the deck reduction. This can be done in a matter of minutes at our Permit Center. Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Please call me at (206) 431 -3684 to set up a time to meet to have the plans redlined. If you are unable to come to our office, Planning staff can visit the construction site to make the changes in the field. Please feel free to contact me if you have any questions or concerns. Bej4 egards Bra don J. Miles Senior Planner cc. Nora Gierloff, Deputy Director Bob Benedicto, Building Official Brenda Holt, Permit Coordinator Jim Dunaway, Se r Building Inspector Carol Martin, Bu' ing Inspector File (D07 -424) DATE: CONTACT: RE: ADDRESS: ZONING: July 15, 2009 Fermine Silva D07 -424 14840 51 Ave S LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application revision. The property contains a wetland, wetland buffer, and stream buffer. When the applicant submitted his original application planning staff requested a full wetland delineation (See Notice of Incomplete Application dated November 21, 2007). The applicant responded by amending his original application to not include any work outside of the foot print of the existing building which negated the need for the wetland delineation. On June 10, 2009, the applicant submitted a revision to the permit which called out the construction of a wrap around deck. The revision was issued in error by the City; however no work has commenced on the construction of the deck as of the date of this letter. Since the applicant does not want to submit a wetland delineation, a smaller deck than what was shown in the revision will need to be constructed. The marked up redlines indicate the size and location of deck that will not encroach into the wetland buffer and thus avoids the need to submit a wetland delineation. The applicant could still construct the full deck if they submit a wetland delineation showing that the deck will be outside of the wetland buffer or propose mitigation that is consistent with TMC 18.45. The revision as submitted is approved subject to the redlines indicated on the plans. May 29, 2009 Fermin Silva 25112 11 Ave S Des Moines, WA 98198 Dear Mr. Silva, City of Tukwila Department of Community Development Jack Pace, Director RE: CORRECTION LETTER #2 to Revision #1 Development Permit Application Number D07 -424 Silva Residence —14840 51` Ave S This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, L :(0 Bill Rambo Permit Coordinator encl File No. D07 -424 W:\Permit Center\Correction Letters \2007\DO7 -424 Corr Ltr #2 to Rev #1.DOC wer Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: May 29, 2009 Project Name: Silva Residence Permit #: D07 -424 Plan Review: Allen Johannessen, Plans Examiner 6. Note: Make sure the MST strap notes are transferred to the new plan. Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Previous letter requested a note `Identify exhaust fans and whole house ventilation for the residence. (2006 WSVIAQC) " Provide that note on the plan. ( WSVIAQC 302.3.2) 2. The stairway is shown with notes indicating 8" risers. Maximum stair rise shall not exceed 7 3 /4 ". Revise plan details and specifications to show stairway in compliance with building codes. (IRC 311.5.3.1) 3. The deck connection detail showing the 6x6 PT post connected to the foundation specifies post bolted to the concrete wall. Provide the size and type of bolts including spacing of bolts. A detail shall show bolts including post to beam anchorage or connections sufficiently placed to provide positive anchorage to the primary structure and designed for both vertical and lateral loads. (IBC 1604.8.3) 4. The new attic elevation detail shows R -38 insulation on all wall and ceiling. Rafter /ceiling details have changed and indicate by design 2x4 rafters. Provide a design for the roof rafters showing sufficient framing depth to provide sufficient depth for the R -38 insulation with a minimum of 1 inch clear airspace between the roof sheathing and top of the insulation. Identify attic ventilation for the two lower roof attics and show a method of ventilation for the top of the roof by either roof vents or continuous ridge vents. Include revised dimensions for floor to ceiling heights. Identify insulation baffles if applicable. Show location for attic access to the lower attics. 5. Previous letter request for a note "Provide notes on the plan that all epoxy bolt connections shall be inspected and epoxy injection observed by the building official or inspector during installation." Please provide that note on the plans for all epoxy connections. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. May 13, 2009 Fermin Silva 25112 11 Ave S Des Moines, WA 98198 City of Tukvvila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: CORRECTION LETTER #1 to Revision #1 Development Permit Application Number D07 -424 Silva Residence —14840 51` Ave S Dear Mr. Silva, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, 41/41-- Bill Rambo Permit Coordinator encl File No. D07 -424 P :\Permit Center\Correction Letters \2007\D07 -424 Corr Ltr #1 to Rev #1.DOC wer 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: May 12, 2009 Project Name: Silva Residence Permit #: D08 -424 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide a new plan drawn to scale by a design professional familiar with current building codes. New plan shall be of sufficient clarity and identify previous plan layout from previous approved plan and shall clearly show all new construction revisions. New plan shall clearly identify engineer's recommendations for retrofits for foundation connections. In addition, since there have been a number of alterations to the exterior openings with additional openings added to the building, further lateral calculations with recommendations by the engineer, for shear wall fastening of the exterior walls for this building, shall be required. (IRC R106 & R602.3(1)) 2. The revised plans show an additional bathroom and bedroom located in what was supposed to be an attic storage area. The original plans were approved by King County Health Department and this building department as a two bedroom one bathroom residence. Before this revision can be approved, documentation from King County Health shall be required with their review and approval of the changes. In addition new scaled drawings shall be required with dimensions for the new rooms and bathroom (including the main floor) with all fixtures placed accordingly. Bathroom fixtures shall be shown to meet clearance including headroom requirements with dimensions. (IRC R304, R305, R306 & R307) 3. Identify exhaust fans and whole house ventilation for the residence. (2006 WSVIAQC) 4. Identify all smoke alarms in bedrooms and outside the close vicinity of the sleeping rooms. (R312) 5. The stairway has been relocated from the original plan. Identify run and rise dimensions including stairway width. Identify headroom dimensions for stairway. Identify the landing depth at top and bottom of stairway. (IRC R311.5, R311.5.3 & R311.5.4) 6. Identify all connecting hardware for the deck post, beams and joist hangers. Provide a detail to show how the deck ledger shall be connected to the house per code. Identify size and type of joist members, and decking. Identify guard rails with details and dimensions. Identify post size and material type. 7. Provide revised elevation drawings to show all the changes to the building plan. 8. Provide notes on the plan that all epoxy bolt connections shall be inspected and epoxy injection observed by the building official or inspector during installation. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. September 11, 2008 Fermin Silva 25112 11 Ave S Des Moines, WA 98198 Dear Mr. Silva, Sincerely, 41,01 di* Brenda Holt Permit Coordinator encl File No. D07 -424 Department of Community Development Jack Pace, Director RE: CORRECTION LETTER #2 Development Permit Application Number D07 -424 Silva Residence —14840 51 Ave S This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. P:\Pennit Center\ Correction Letters\2007\D07 -424 Correction Ltr 012.DOC jem Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: September 10, 2008 Project Name: Silva Residence Permit #: D08 -424 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Previous request for "engineered specks signed and stamped" is referring to engineer calculations and the Geotech engineer evaluation documents. Provide structural engineer's calculations and geotechnical engineers documents, wet stamped and signed by the engineer's preparing those documents. All calculations shall reference complying with the current 2006 international building codes. Engineer calculations shall refer to the "structural" portions of the building. 2. Specify type of washers for mud sill anchorage to the foundation, typically 3" x 3" x Vs" galvanizes plate washers. (IRC R602.11.1) 3. Sheet #4 shows a detail of an attic roof truss design with no explanation, references or specifications. Please identify or remove the design. If this is intended to be used for an attic or room then additional details and specifications shall be required to show method of insulation, attic access and access location. Please clarify. 4. In addition the plan shall identify that roof trusses shall be manufactured trusses or provide an engineered design for the trusses. 5. Placement of the smoke detectors shall show one in each bedroom and one outside the close vicinity of the sleeping rooms. Please correct drawings to show smoke detectors meet code and are interconnected. (IRC R313.1) 6. Bedroom windows shown do not meet egress. Net opening for bedroom egress windows shall be 5.7 square feet with a minimum net opening of 24 inches in height and 20 inches in width. Egress window sills shall be a maximum of 44 inches above the floor. Provide sizes of windows and show windows to meet egress for the bedrooms. (IRC R310) 7. The stairway to the basement does not meet code for head clearances and does not show the required stair landing. Stairs shall have a landing at the top and bottom. Stairs shall have a head clearance of a minimum 6 feet 8 inches vertically from sloped plane of the stairs. Show stair rise and tread dimensions. Revise stairway to show stairs shall comply with building codes. (IRC R311) 8. Details for the concrete indicate smooth steel bars. Rebar is typically prescribed for concrete connections and construction. Please provide the correct specifications for the reinforcing bars to be used in the concrete. In addition the detail #5 needs clarification or revised to show wall connections from existing to new concrete. In addition specify type of epoxy, size of holes to be drilled in concrete and method of installation with inspection for epoxy and steel installation. 9. Roof framing plan shows a stairway in the middle and a washer / dryer. This detail is not consistent with the rest of the plans. Please clarify. 10. Show floor, wall and ceiling insulation in compliance with 2006 Washington State Energy code. Walls R -21 in 6" walls, ceiling R -38 and floors over unconditioned space shall be R -30. Identify whole house ventilation per Washington State Indoor Air Ventilation Code. Show attic ventilation. 11. The column base detail #4, sheet 2 has no reference. Remove the detail or identify where this detail is keyed too. 12. Proposed basement plan has notes and details that do not appear to be consistent with that plan detail i.e., "RIDGE LINE & DINING AREA ". Please provide clarification or remove details and notes that do not apply. 13. South elevation, page 3 shows a patio door from the main floor to no where. If a deck is to be provided there, provide the details for that deck including all material and hardware specifications. Show how the deck is connected to the house. Show guard rails with specifications. In addition show steps and/or landing at the lower patio door. 14. Provide a complete set of the revised plans. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. August 19, 2008 Fermin Silva 25112 11 Ave S Des Moines, WA 98198 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: CORRECTION LETTER #1 Development Permit Application Number D07 -424 Silva Residence —14840 51 Ave S Dear Mr. Silva, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, 3,-`4569 Bill Rambo Permit Technician encl File No. D07 -424 P:\Permit Center\Correction Letters \2007\D07 -424 Correction Ltr #1.DOC )em 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo slow 1 ri r Date: June 25, 2008 Project Name: Silva Residence Permit #: D08 -424 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The plans do not clearly address the foundation. Geotechnical report by NGA indicates that the existing foundations are old, deteriorating, experienced some movement and also indicate where the foundation will most likely be replaced. The other concern is how the new auger piles shall be placed under an existing foundation unless that foundation is removed. Provide complete details with the floor plan to clarify the foundation construction. Provide an engineered design for the foundation construction or retrofit, which ever occurs. 2. In addition to item 1) the geotech report talks about the existing house to be removed while supporting the foundation. The plans are not clear or do not reflect a method or show in the details of how this will occur. In addition foundation connections are not indicated or shown. Provide complete details to show how the residence shall be seismically connected to the foundation. Provide cross section details that identify specific hardware and connections. Cross section details and plan details shall identify all connections and wall construction from the foundation to the top plate roof connections. 3. Provide manufactures specifications for the "Structural Insulated Panel system ". Manufactures specifications shall provide connection details, specify hardware and all other related details specific to this house plan. 4. Provide details to show how the floor system shall connect to the new steel beams. Show all beam connections with details. 5. Clearly identify all portions of the building to show all that is existing construction and what portions shall be new construction. Please clarify if the roof is existing construction with material detail/specification or show the roof with a manufactured roof system. 6. The plan sheets provided originally with the incomplete letter are numbered in a mix match order. Provide a complete set of plans with all sheets combined with all sheets numbered in order. 7. The engineering provided only pertain to the engineered floor system. The engineered specks are signed but not wet stamped. In addition the code references in the speck sheets reference outdated 2003 building codes. Please provide "wet stamped" and "signed" documents by the engineer (with the engineers cover sheet) for the floor system that references compliance with the 2006 International Building Codes. All engineered plans and engineered speck- documents shall be "wet stamped" and "signed" Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. June 5, 2008 Fermin Silva 25112 11 Ave S Des Moines WA 98198 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Letter of Incomplete Application # 2 Development Permit Application D07 -424 Silva Residence —14840 51 Ave S Dear Mr. Silva, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on June 2, 2007 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the following comment. 1. Provide engineers specification sheets that are stamped and signed by the engineer. Planning Department: Stacy McGregor at 206 433 -7166 if you have any questions concerning the following comment. 1. Respond to all requested information in City letter dated 11 -21 -07 (copy enclosed). Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenzer service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. S' cerely, Bren• a o Permit Coordinator Enclosures File: D07 -424 P:1Permit Center\Incomplete Letters U0070D07 -424 Incomplete Ltr #2.DOC wer 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 November 21, 2007 Fermin Silva 25112 11 Ave S Des Moines WA 98198 RE: Letter of Incomplete Application # 1 Development Permit Application D07 -424 Silva Residence — 14840 51 Ave S Dear Mr. Silva, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on October 1, 2007 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Planning Department: Brandon Miles at 206 431 -3684 if you have any questions concerning the following comment. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, R°11^^111)— Bill Rambo Permit Technician Enclosures File: D07 -424 P :\Permit CenterkIncomplete Letters\2007\D07 -424 Incomplete Ltr #I .DOC wer 'taw fter Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 -431 -3665 DATE: CONTACT: RE: ADDRESS: ZONING: November 20, 2007 Fermine Silva D07 -424 14840 51 Ave S LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted is incomplete: 1. The plans show a wetland buffer; however, this is no supporting documentation to justify the location of the buffer on the plans. Provide a full wetland delineation, showing the location of the wetland, stream, and associated buffers. The delineation shall meet the requirements of Tukwila Municipal Code (TMC) 18.45. 2. Provide a survey of the site showing the location of the existing structures, property lines, and the sensitive areas. 3. Update the site plan to show the location of existing foundation and the location of the existing foundation. Also, show the location of the deck separate and not as part of generic footprint. 4. The plans and application provide no information on how sanitary waste will be handled from the house. Show the location of existing or proposed septic system with drainfield or show the location of the sewer line which will serve the property. 5. The plans note, "Install a system that will route the water directly to the wetlands without retention or detention. An energy dissipater will be installed at the wetland boundary to prevent erosion ". The plans do not show this system. 6. The property contains sensitive slopes; provide a geotechnical report complying with the standards of TMC 18.45 which will address all construction and utility activities that will impact any slope with a grade over 15 percent. Please note that the removal of any significant trees on a slope requires the submission of tree clearing permit. 7. Clarify the proposed use of the structure. Sheet 2 of 6 shows that basement as being open. However, sheet 1 of 5 notes under Wall and Ceiling Finishes that that the basement will have a bedroom, bathroom, kitchen, and living room. An ADU must meet the following requirements: a. Minimum lot area of 7200 square feet; b. Accessory dwelling unit can be no more than 33 percent of the square footage of the primary residence and a maximum of 1,000 square feet, whichever is less; c. One of the residences is the primary residence of a person who owns at least 50 percent of the property. d. Dwelling unit is incorporated into the primary detached single family residence, not a separate unit, so that both units appear to be the same design as constructed at the same time; e. Minimum of three parking spaces on the property for units less than 600 square feet and a minimum of four spaces for units over 600 square feet. FERMIN SILVA 25112 11TH AVE S DES MOINES WA 98198 RE: Permit Application No. D07 -424 14940 51 AV S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 11/15/2007 , has not been issued by the City of Tukwila Permit Center. Per the International Codes, Uniform Plumbing Code and/or the National Electrical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 11/10/2008 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 11/10/2008. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: 10 -01 -2008 ifer Marshall it Technician Permit File No. D07 -424 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 August 14, 2008 Fermin Silva 25112 11 Av S Des Moines WA 98198 Dear Mr. Silva: File: Permit No. D07 -424 City of Tukwila RE: Request for Permit Application Extension #2 Development Permit Application No. D07 -424 Silva Residence — 4645 S 148 St If you should have any questions, please contact our office at (206) 431 -3670. P:\Permit CenteAExtension Letters\Pemrit Applications \2007007-424 Application Extension #2.doc jem Jim Haggerton, Mayor Department of Community Development Jack Pace, Director This letter is in response to your written request for an extension to Permit Application No. D07- 424. The Building Official has reviewed your letter and considered your request to extend the above referenced permit applications. The City of Tukwila Building Division will be extending the expiration date of your permit applications for an additional 90 days from the original application expiration date, through November 10, 2008 as requested. A correction letter to your resubmittal received by the City will be forthcoming. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 my 770 7 1,9,` Fern _ 7/vci- A€ /y Leo/ /re/fl 2 a P ,ergo l2 Q 8_ LJ A0-I g/ Se Cats TS./ ?€e 6. g 41/ 17d�� 7'foiIeI/7 7 7 9 / t ea 9 77,1/„ CITY art/ I uJ Y' W /1 __ _7/ A'S tel) e .7/ AU G 1 1 2008 p 4oti&e 1 /Vee/ Q`� ex /e �' or E RMIT CENTER j2ir y' a p / f c c i / i zi / A 6 1 7 1 / ° `pp'e4 tad S1 •i/ Jail ! 7/ Per ,7 Alit w, tci -/146-71 a b C a.,t q 2 pig v l Lai, / ,l i �l 4r 6 a- 776 �a /7 r ee, 777 P 7'071• X J lee, t,(fra. ii;t3 (ar _ 2 ,Z Q-nal. I_ dee,/ e v n 4,4 "he )/ aSfr- e a- /sq ap // Pa a- '9orr Co#,Fa -r//4 0/K 4 Sepl, G. Mend goys Pa/ Y''/ Yeir FERMIN SILVA 25112 11TH AVE S DES MOINES WA 98198 RE: Permit Application No. D07 -424 14940 51 AV S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 11/15/2007 , has not been issued by the City of Tukwila Permit Center. Per the International Codes, Uniform Plumbing Code and/or the National Electrical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 08/11/2008 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 08/11/2008. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, x c: 07 -15 -2008 er Marshall t Technician Permit File No. D07 -424 Cizy of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 -431 -3665 Public Health Seattle & King County HEALTHY PEOPLE. HEALTHY COMMUNITIES. David Fleming, MD, Director and Health Officer May 7, 2008 Jeff Amman 14525 246' DR SE Monroe, WA 98272 Re: Site Application Deficiencies Dear Jeff: Address: 14940 51' Ave S Parcel No: 766160 -0092 Owner: Fermin Silva Activity: ON0083329 Public Health has received your Site application for the above referenced property. It has been reviewed in accordance with the King County Board of Health Code Title 13. Based on this review, it has been disapproved for the following reason(s): 1. The minimum required absorption area is not being met. For design purposes minimum 450 gallons/bedroom /day shall utilized in determining the unit volume for single family residences. KCC 13.28.070 2. A portion of the active drainfield is not meeting the minimum set back to the down slope existing house foundation. KCC 13.28.030 3. Soil log 1 had distinct mottling at 20 inches. With a proposed trench depth of 18 " - 21" there does not appear to be adequate soil depth, without a winter water table review. 4. On May 5, 2008 water was observed at 35, 27, and 34 inches in soil logs 3, 4, and 5 respectively. Distinct mottling was observed at 15, 15, and 24 inches in soil logs 3, 4, and 5 respectively. There also appeared to be filled soils to a minimum depth of 12, 15, and 24 inches in soil logs 3, 4, and 5 respectively. The area also has undulating topography and has steep slopes. This does not appear to be an adequate area for a reserve drainfield area. 5. The City of Tukwila has the house posted as uninhabitable. After viewing the home PHSKC would have to concur with their evaluation. It also appears that a significant remodel would have to be done to improve the home to habitable; as a result any on site sewage system proposed will have to meet current code. KCC 13.64.020 6. Provide a letter of concurrence that the components of the waste water system meet the setbacks to the wetland down slope from the existing residence. WI. LJZ1J • Castaate Public Health Center .4350 SE Eastaate Way • Bellevue, WA 98007 206 -296 -4932 F 206 -296 -4919 King County City of Seattle vww.metroic.00v/health ediOtaisu Ron Sims, Executive Gregory J. Nickels, Mayor Jeff Amman May 7, 2008 Page 2 New applications will require a new fee of $602(Or Current Full Fee), and will be reviewed for compliance with rules in effect at the time of resubmittal. If you have any questions, please contact me at (206) 296 -9738 between the hours of 8:00 AM and 5:00 PM or leave a message on my voice mail. NOTE: ANY PERSON AGGRIEVED BY ANY DECISION OR ORDER OF THE HEALTH OFFICER MAY NOT LATER THAN 5 P.M. OF THE SIXTIETH (60 CALENDAR DAY OF THE DECISION OR ORDER, FILE A WRTITEN APPEAL TO THE HEALTH OFFICER FOR RECONSIDERATION OF SUCH DECISION OR ORDER. APPEALS FOR RECONSIDERATION ARE CONDUCTED VIA THE SEWAGE REVIEW COMMITTEE PROCESS PER KING COUNTY BOARD OF HEALTH, CHAPTER 13.12. APPLICATION FORMS FOR APPEAL ARE AVAILABLE AT THE EASTGATE PUBLIC HEALTH CENTER SHOULD YOU CHOOSE TO APPLY FOR RECONSIDERATION OF THIS DECISION /ORDER. Sincerely, atone Baker, R.S. ealth and Environmental Investigator 11 Community Environmental Health JB:dc cc: Fermin Silva May 21, 2008 Fermin Silva 25112 11 Av S Des Moines WA 98198 RE: Request for Permit Application Extension Development Permit Application No. D07 -424 Silva Residence — 4645 S 148 St Dear Mr. Silva: This letter is in response to your written request for an extension to Permit Application No. D07- 424. The Building Official has reviewed your letter and considered your request to extend the above referenced permit applications. The City of Tukwila Building Division will be extending the expiration date of your permit applications for an additional 90 days from the original application expiration date (through August 11, 2008) as requested. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, Ter Marshall rmit Technician File: Permit No. D07 -424 City of Tukwila Department of Community Development Jack Pace, Director P:\Pemiit Center\Extension Letters'Permit Applications \2007\DO7 -424 Application Extension.dac jem Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 RECEIVED MAY 0 8 2008 olagig My ` a 7rm, VG`- Vr,e wee. ex 7i', 0771 ("fat {ar Sep /4 Per1'71 I se7r a ll 7 870e P 7/ 7/ poi? tic lien /M, Pep'a7 L -L soy ,- 2/e 21 )/ ParY/74 /real 3 w ) 7 47- g efiea-y. -s c� ` 1 l e-- or /I ce -77e / YQur' ,/ems /p ,,jh y Sif o6"/M A- 6 *dot 04 -04 -2008 FERMIN SILVA 25112 11TH AVE S DES MOINES WA 98198 RE: Permit Application No. D07 -424 14940 51 AV S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 11/15/2007 , has not been issued by the City of Tukwila Permit Center. Per the International Codes, Uniform Plumbing Code and/or the National Electrical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 05/13/2008 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 05/13/2008. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: fer Marshall it Technician Permit File No. D07 -424 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Documents/routing slip.doc 2.28 -02 PENT GVOROCOPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -424 PROJECT NAME: SILVA RESIDENCE SITE ADDRESS: 14810 51 AV S Original Plan Submittal DATE: 06 -10 -09 Response to Incomplete Letter # X Response to Correction Letter # 2 X Revision # 1 After Permit Issued DEPARTMENTS: lost' building Did��i§ion Public Works ❑ APPROVALS OR CORRECTIONS: Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete ❑ Planning Division ❑ Permit Coordinator DUE DATE: 06-1 1 -09 Not Applicable Comments: n n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 07 -09 -09 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 -424 DATE: 05 -26 -09 PROJECT NAME: SILVA RESIDENCE SITE ADDRESS: 14840 51 AVE S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 X Revision # 'I After Permit Issued DEPART EN : v.� ding !vision Public Works Complete TUES/THURS ROUTING: Please Route PERMIT 00t)R3 COPY PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2-28-02 Fire Prevention ❑ Planning Division Structural DETERMINATION O COMPLETENESS: (Tues., Thurs.) DUE DATE: 05-28-09 Incomplete ❑ Permit Coordinator Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Structural Review Required ❑ No further Review Required n REVIEWER'S INITIALS: DATE: DUE DATE: 06 -25 -09 DATE: a Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: S'd''►" 0 l Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 -424 PROJECT NAME: SILVA RESIDENCE SITE ADDRESS: 14940 51 AVE S Original Plan Submittal Response to Correction Letter # X DATE: 05 -11 -09 Response to Incomplete Letter # Revision # 1 After Permit Issued DPARjMES: SiO7 Building Division Public Works DETERMINATION OF Complete Comments: TUES/THURS ROu TING: Please Route PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 Fire Prevention Structural COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Not Applicable Structural Review Required REVIEWER'S INITIALS: Planning Division ❑ Permit Coordinator DUE DATE: 05 -12 -09 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required n DATE: DUE DATE: 06 -09 -09 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) r Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: ! I1-0 9 G Departments issued corrections: Bldg' Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 -424 DATE: 10 -13 -08 PROJECT NAME: SILVA RESIDENCE SITE ADDRESS: 14940 51 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # After Permit Issued DEPARTMENTS: Bulr� ng 'Divlslon 1 1125 Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROuJTING: Please Route APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2-28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete Structural Review Required ❑ Planning Division ❑ Permit Coordinator DUE DATE: 10 -16 -08 Not Applicable ❑ No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 11 -13 -08 Jot Approved ❑ Approved with Conditions 1� Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: B i d f g ivision� Public Works Complete PERMIT COORD COPY ` PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -424 DATE: 09 -04 -08 PROJECT NAME: SILVA RESIDENCE SITE ADDRESS: 14940 51 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Planning Division ❑ Permit Coordinator DUE DATE: 09 -09 -08 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 ROUTING: Please Route REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Structural Review Required Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Fr Notation: REVIEWER'S INITIALS: Permit Center Use Only aa CORRECTION LETTER MAILED: - l' /-t)8 8 Departments issued corrections: Bldg [ Fire ❑ Ping ❑ PW ❑ Staff Initials.( a, Documents/routing slip.doc 2-28-02 ❑ No further Review Required DUE DATE: 10 -07 -08 DATE: ACTIVITY NUMBER: D07 -424 DATE: 06 -19 -08 PROJECT NAME: SILVA RESIDENCE SITE ADDRESS: 14940 51 AV S Original Plan Submittal X Response to Incomplete Letter # 2 Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS �rERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ing vision Fire Prevention Public Wor Structural �1 X10 -tom DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: j3144 11-t -/ Planningt ivision Permit Coordinator E DUE DATE: 06-24-08 Not Applicable ❑ No further Review Required DATE: DUE DATE: 07-22-08 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) {d Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: UV— ACTIVITY NUMBER: D07 -424 DATE: 06 -02 -08 PROJECT NAME: SILVA RESIDENCE SITE ADDRESS: 14940 51 AV S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: / t I. B I e( g l'vision Public Works IC Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TU ES/TN URS ROUTING: Please Route Documents/routing slip.doc 2 -28-02 PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Lil 1 14, (P- t Fire Prevention Incomplete Planning Division Permit Coordinator DUE DATE: 06- 0 -08 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 07 -03 -08 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PLAN /ROUT SLIP fissr ACTIVITY NUMBER: D07 - 424 DATE: 11 -15 -07 PROJECT NAME: SILVA RESIDENCE SITE ADDRESS: 14840 51 AV S X Original Plan Submittal Response to Correction Letter # _ Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works X DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11 -20 -07 Complete Comments: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2.28 -02 51I lylrv(/ III -01 Fire Prevention Structural Incomplete Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: N - 0 LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required Planning Divi o daid 9 Permit Coordinator DATE: DUE DATE: 12 -18 -07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Ti Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 514-01 atil? I Summary of Revision: v -op +0 �i.. s arS JJ .4t�' -i T Received by: Received by: r7,e yam, ;7 gi/✓G-t-- REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: S\4 SITE ADDRESS: NI 40 S t A S REVISION LOG PERMIT NO: t(:) - ORIGINAL ISSUE DATE: ,68 (please print) (please print) (please print) (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us i REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ( v to - © Plan Check/Permit Number: D07 -424 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ® Revision # 1 after Permit is Issued • ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: SILVA RESIDENCE Project Address: 14810 51 Ave S Contact Person: Fe," S Phone Number: ;DO 4' 1l Summary of Revision: e)„,4,-/ Received at the City of Tukwila Permit Center by: [entered in Permits Plus on l ` ( 0 \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director Rte CiTYOFTUKWILA JUN .1 o 2009 ER MIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision includin date of reevi REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: '` 6 Q 9 Plan Check/Permit Number: D07 -424 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 • Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: SILVA RESIDENCE Project Address: 14840 51st Ave S Contact Person: Fey 7 37/6t- Phone Number: 4) 37O _ i 7 p/ e// i f F Summary of Revision: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Sheet Number(s): 2 "Cloud" or highlight all areas of revision including date of revi Received at the City of Tukwila Permit Center by: Entered in Permits Plus on ' L7'01 \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED CITrOPTIJKWitA MAY 26 /009 PERMIT CENTER Date: \I City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # •['r Revision # after Permit is Issued Plan Check/Permit Number: efEr Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: /'(9' S/ S>` i9u J S4 9S-(‘.(f Contact Person: 6rtst t ,�(/ct, -- low.; Number: "966 4 -'s O -// 7/ Summary of Revision: L t?acifP_ �1/. ODdr4 4 € GEED WY OF TUKWILA MAY 11 200a *EMI CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of r is Received at the City. of Tukwila Permit Center by: Entered in Permits Plus on 6-1 I `01 \applications\forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: rir Entered in Permits Plus on \applications \forms - applications on line\revision submittal . - _....... J. 0 ., '././.I City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Project Name: SILVA RESIDENCE Received at the City of Tukwila Permit Center by: REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /0 — /3 - aoOg Plan Check/Permit Number: D07 -424 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Address: 14940 — 51 Avenue S Contact Person: Fermin Silva Phone Number:A06)67o `i Summary of Revision: /t1 t6u)e / / /� - ; /e- /4t 2 -- /h1 Y/SI/ 7 hnezce . ' ('nn� 7 (.0 f// �e �y / may7u�Atz-h)r/h -I!u' rnn 4111 Cse5 - /� /�qs� ire -/he 3 .0 , 0 -/e-c z. hex,K , sPe raj.. 1# /7 -/o s ew - t he_ 1'eo h sla . •-Z" Qri reperriny J t�s -/ 4-he i eQ,54_ry and btinji (J �%f y / S - .J / hi ells() providing S ft''a -/ion ,shie- s Sheet Number(s): "Cloud" or highlight all areas of revision including date of rev i�ion RECEIVED OFRIKWILA OCT 131003 r 1appliationslforms- applications on linelrevision submittal Created: 5-13 -2004 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206- 431 -3665 Web site : /tttp : //www.ci.tukwila.wa.us Date: 9- /V v - Plan Check/Permit Number: ❑ Response to Incomplete Letter # f Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ce Project Name: c // e e;Je7 7c e Project Address: / y9 4 /0 / c c7 L 17 V & g Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Contact Person: Fey 777, /11/1-• Phone Number: 4 9y/ - 95,3 Summary of Revision: 1 47 7, -1 r J i 0.1 p/0- L5 I /l 9 e7'L //s 0, Prov,»; o 0/0 ( w.i/ro c. /, 7 4.79/ 77 v 07r/ r // -1 h P, )7 /t? . 4 a ire \,✓ e-/ J /t , w, 0.21/ " /y! Pay IvnifI]°ey, RECEIVED art OFTUKWILA SEP 04 2006 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ISKEntered in Permits Plus on 9-m--00 Date: 6 -ez 0 6R Created: 8 -13 -2004 Revised: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: it Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: MVO lj « 7 / „fe S 7i /Ktx!l `/c - 9 r/ el:3 r Contact Person: P r � jT Z f j4- Phone Number: A° 2 tQ V/ 9'633 Summary of Revision: Prov /V%1 lae ,L,,e 34 - A . fr — PfrA C Gowprot -, I`Tv Ic ebr PAR fuNt4ttAtic I Q AIM Received at the City of Tukwila Permit Center by: Nr Entered in Permits Plus on 001 1/ \applications\forms- applications on Gne\revision submittal RECEIVED OF TiJk WILA JUN 19 2008 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site : /rttp : //www.ci.tukwila.wa.us Revision submittals must be submitted In person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: - drS Plan Check/Permit Number: /O 0 - yp £/ 0 Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner 1Q-- Entered in Permits Plus on 10-.1-o 6 leppliationslfomss- applications on hnekevision submittal Created: 1-13 -2004 Steven M. Mullet, Mayor Steve Lancaster, Director Project Name: [ /VA Project Address: / 9Ile ‹ s "91-re s - Contact Person: p '- sit i t to Phone Number: 96 74 917��— Summyy of Revision: A aY 7 1 S �.Q 4 , o/ , led Het, 5 r, - We det / Aid • /1 ( 1 V '4' S 01 tcm 12eA4v' Ace <-er s viol / a c4/0d fry bY noil etwo4-pif 3, .-Cefr e . Y . env OF TUKWILA 1JUN 0 2 2008 PERMIT CEUrcn Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: <— qtafri. CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -367o FAX (206) 431 -3665 E- mail: tukplanaci.tukwila.wa.us AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) COUNTY OF KING ) `l /a s s. , states as follows: [please print] 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under No. , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Permit Center /Building Division 206 431 -3670 Public Works Department 206 433 - 0179 Planning Division 206 431 -3670 PERMIT NO: DOI — I A L4 caner /Owner's Agent Signed qnd sworn to before me this g day of - DC C'P /er NOTARY` PUBLIC in and for the State of Washington Residing at /1 ✓i G1. , County Name as commissioned: / rk My commission expires: OS-? -9 - /C) , 20 Dr. 18.27.090 Exemptions. The registration provisions of this chapter do not apply to: 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; ii. An owner who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12. Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile /manufactured home dealer or manufacturer who subcontracts the installation, set -up, or repair work to actively registered contractors. This exemption only applies to the installation, set -up, or repair of the mobile /manufactured homes that were manufactured or sold by the Mobile /manufactured home dealer or manufacturer; 18. An entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly, and immediately appropriate to the like -in -kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and /or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. •r• •±1, • ......s.. 0 n BEAN sa�u n I31=1 IRS I =500. I MrSAI 1113111,41 El ier= - — II 0 + • . _. ... • •.r., s +•: ..•...:!,1 • 1l!/•dr1 sin ij i t I CY t to2l31 u H TOP OF FLOOR 108' 4-3/4" TOP OF BASEMENT FLOOR 100' 0" PEAK OF ROOF: 132' 7- 13/16" ■ ■I11■■■■■11■ ■ ■ ■M11 ■■ ■IMM■ ■ ■ ■ ■ ■■{■■M ■■■■®■■■®■■■■■■■ IIM1111■■■ 11■■■ 11■■M11M ®■■■®® ®®■■ ■■■■ ■ ■ ■ ■ ■ ■ ■■■ ■■ 11■■ ■ 11111 ■■® ■ ■® ®■®■ ®■ MMINOM ® ® ■ ®M ®11■ ® ® ®MMIMMM ■®O ■111 11 ®■■■■®®1111■ ®®M®I1111■11M1 11 ■ TOP OF, ■■ I■ ■I■ ® ■■■■■11■■ ■® ■■ ■■ ■ ■ ■■■■ ■■■ ■ ® ■■ ■■■MINI■1111■ ■■I ■ ■■■11■■ ®■■■1 ■ PL A TE Cragallara �0® 11111111 111111WNW 11IM11111111IM11 ® ®011MERE M I PL TE MMI11■■ ■ ■■ ■M■11■11 11■ ■II1111■11■11INI ■1111111 ■■11111111 :M■ ■■11■■ 1111 ■ ■■ ■111111■■ MIMMIN 1111 11■ ■ ■ ■ ■11■■■■■11■■1111■ ■1111■11■ ■ ■■ ■1111■ ■!1 ®11® Hardiepanel siding Cultured stone veneer 11M1 II ill 1111111 TOP OF FLOOR 108' 43/4" SCALE 1/4 - - TT PEAK OF ROOF: 132' 7- 13/16" 111111111111111111111 I' I I I I I I I I I I I I I (I 1 1 II1IIIII ' I 1j II 1 1 III 1 II 111111111111111 11111111111111111111111111111 IIIIIIIIIIIIIIIIIII tilt IIIIIIIIIIFIIi .11lllllll,_L Ll 1 f l T i l l l 1 l l l l l l l l lll 1 l� I f l 1 I 1 I 1 I I I ' I 1 11 11111111 111111111111111 1 1111111 ll i ■ ■■ ■1111 •■ ■■ aft Cultured stone veneer w 1 0 SOUTH ELEVATION SCALE 1/4" = Hardiepanel siding TOP OF FLOOR 108' 4-3/4" TOP OF BASEMENT FLOOR 7001011 TOP OF 11T 3-1/2" TOP OF FLOOR 108' 4 -3/4" TOP OF BASEMENT FLOOR 100' 0" w 1 1 Hardiepanel siding PEAK OF ROOF: 132' 7- 13/16" Cultured stone veneer EAST ELEVATION SCALE 1/4" = REVISION CO RIR E TI LTR# R ECEIVED MA -26 2009 - PERMIT CENTER W 8 N v r n � .� co o N • to a% cc Lu g ;°- W R.c�,Lu hp o • ° Z W SHEET 3 OF 5 JOB #: 07001 INSTALL CB4 S THAT DRIVEWAY, ROADWA AND STRUCTURES DRAIN TO CB4 AT MIN. 3% SLOP CB2 ROU DRAI ROOF TO THiS APPROX, LOCATON OF FIRE HYDRANT, 138 FEET FROM STRUCTURE shown . .. wn for existing 9 approximate. . n ' rtor to starting construction, struct i, g onlon; ontact ONE -CALL ( -800. 424 -5555 ) for utility locations. O TACTS P roe c : t M a _ n a er. 1 F er m in v telephone e h2 o 6 9 41 9 5 3 3 Design @S! nE _ Engineer: ee r. H 9 o wr a� W e er telephone _ h n e 9 20 3727 W O . n e r. i n S! iva telephone _ h one:- 2 6 94 5 3 3 1 . ` At least one week beginning ' . , c 0 nstru coon co contact Public Works Utilities Inspector r an schedule P ule a preconstruct►on :meetrn meeting. Notify the Utilities fY Inspector at 206 - 433 -01 . 79 at least . 48 hours (2 working n days) s before 9 Y startrn project site Pr 1 to work. 3. Request a west a Public Works utih inspection c etr 0 n utility at P (east 24 hours (1 working day) in advance Y) ce calling allrn g 2 06- 433 -0179. 4. The Contractor assumes sole responsibility for worker safety, ty, damage to structures and improvements resulting from construction operations. 5. The Contractor shall have the permits) and conditions, the approved plans, and a current copy of City of ty Tukwila Development Guidelines and Design and Construction ons a truct/on Standards available t the site. job site. 6. All work k shall e conform r m to these e se approved v e d drawings. PP swingsn . A changes 'fr • Y from the m he approved plans ... . require. pre-approval p p pP oval fro m the owner, . , the en engineer, and dt the 9 e City fTuk tY Tukwila. 7. i methods and materials shall meet City of Tukwila Development t Y Gur Guidelines and Design w 0 „ DRAWING INDEX NO NEW BUILDING AR Al COVER ER SHEET A2 FLOOR PLANS A3 .. ELEVATIONS A4 FLOOR RA AND ROOF FRAMING A5 DE M OLt TION PLAN 10'. BSBL All I trench n c he excavation n operations at ro ns shall ha it meet exceed all applicable exc G cable s hop n9 laws for trenches. pP All trench safety iy systems shall me requirements. et Wl$HA Place power, cable, e P fiber optics, and telephone ho 5' . ne h ne . lines si P in a trench nc hw separation .. with a 5 minimum horizontal se P nfromo other utilities Adjust _ in o Il manholes, catch h basins and vai vesi rights-of-way ri hts-of wa ore after y easements r asphalt- paving. 1.: When a . , is • ctrvi s . it Jstal I asi n with minimum . sign rmum two-r rich letters stating Permrttee 9 or company name, and day and evening enin h on e 9 P numbers. TMC 8.1 40 2. Install barricades, 11 . cades signs, warning lights, i 9 hts and 9 safety devices e ices s tY uffi crept to riot, • public of obstruction notify p ubl struction or traffic hazard. Devices vices must remain until the obstruction tro n is clears is cleared and right-of-way is rest he Y restored. TMC 11.Ot3.170A 3. Maintain access to fire stations, fire hydrants, fire escapes, and fire fighting e ui ment. 4 P TMC 11.08.180 4. Maintain access to property adjoinin excavation adjoining tion or site work. 5. .Preserve and protect all property e p rh/ adjoining excavation or site work. 6. Restore disturbance to private a tea. P and public p . property. :TM 1 1 .0 8.2 20.0 7. Disturbance of survey monuments • Y numen is and markers requires the e D q ir ect or's pies royal. Pp A licensed surveyor shall replace disturbed monuments and markers. 8. Comply with with alt state stae and city laws and procedures to protect ct public from air, water and noise It o ution. TMC T P 11.08.210 9. Install tem temporary sidewalk or curb ram . ramp if permanent blocked. TMC . 11.08.22 0 10 :Cover open excavation with non -skid steel plates ramped to elevation way P of contiguous right of y surface. TMC 11.08.220 g 11.Store all stockpile material shall be stored in a safe manner to protect the public. CB1 ENERGY DISAPATER AND DISCHARGE. LIMIT OF WETLAND BUFFER REVISIONS No changes shall be made to the scope of work with out prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. PAVEMENT EENT RE STQRATION . Compact backfrll to compaction of undisturbed ro un d or compact m 9 act backfill c kfi Ii to meet e e t City standards. Restore pavement . .. .. immediately t to its original condition mmediate ollow, backfilling b lY f g ackfillin or when concrete is 9 cured. a. Except for winter or conditions other weather conditions which re vent P paving, co mplete avin resurfacing, or facility replacement: P g, tY On principal arterial, , ma'or or collector within 1 or str eel wi ii thi 3 calendar days. ,.. On other streets s within thm7 calendar rda days b. For work prevented due to weather: Provide rovide a temporary patch. ch. ryP Provide de ac o addressing construction .. . schedule to add ressing means and methods to minima traffic ffic disruption trop and to complete as P om fete work P quickly a s q Y possible. 1. All methods and materials ` - - shall meet City of Tu kwila Development evelo m ent G i ud A Guidelines s antl Design . 9 n and Const ruc t� on t San lords and the current ent <K�n County King n Surface Water Design Manual, ual unless otherwise rwi se approved. 2, Mark all storm "Dump p rm drain inlets � . ets with D ump No Waste" and �� d either,: Drains to "Drains �� "Drains ns to Wetlands", , or Drains t o Groundwater", as a Irca pP ble. Permit . Flay° review approval is subject to errors and omissions. ns. Approval of con on uments does not . orize the violation of adopted e` or ordinance. R =pt d s is acknowledge,... of p Fief 'SEPARATE PERMIT REQUIRED FOR M is _ Electrical *Numbing ar Gas Piping City of Tukwila BUILDING DIVISION e } Date:, 1`, ►WING I NDE COVER SHEET FOUNDATION, AUGERCAST PILE BASEMENT, AN[ DETAILS ELEVATIONS FI RST FLOOR PLAN TABLES AND DETAILS lush an d ' dis' inf ec t new, cle aped or repaired a ire dw ` water mains. ins. instalC restrained 2._ i do joints at all bends, tees, and other direction changes. 3. Install fire d hyrant assembly so ' nits Y stands plumb , ... mb and so P that the lowest outlet is at 18" above the finished grade. The assembl shall y ll have a clear zone around hydrant 36" rant of at least ast 36 and - . the pumper port shall face street or fire e access. 4: Install water supply pply lines at least 1 0 feet horizontally, alt t mea sured edge a to edge, 9 from any 9 Y existing or proposed 9 ds p sewer P and at the _ . least 18 inches he sab above ... top of a sewer. GRADING DI N G AND EROSION ®SIO N CONTROL R OL NOTES E S 1: The erosion prevention n and sediment control r of ESC measures eases es on the approved plans are minimum requirements. 2. Before beginning any construction activities, establish the clearing and install entrance. g limits d rnstalf 3. Before any ground disturbance .occurs, all downstream erosion prevention and. sediment nt measures es (ESC) ( must be constructed • ctedandino operation. n P . install . and maintain all ESC messes according di _ n _ to the ESC 9 S Ian plan. 4. ESC C measures, . . r ures including n all perimeter P r controls ,shall remain in place p writ,! final site cons . construction is completed i p sled and permanent anent stabilization is established. 5. From May 1 through September 9 p mber 30, provide temporary and rY d permanent cover measures res to protect ct disturbed areas that will remain unworked for seven days or more. 6. `` From October 1 throe • h i •rile 30, rovide tern • ora and • ermanent cover measures to protect disturbed areas that will remain unworked for two days ys or more. In addition to cover measures, the Contractor tra ctor shall: Protect ect stoc ' k iles and rid stee cut ut and fil!'sio slopes if unworked P rked for more than 12 hours. . Stockpile, on site, enough cover materials to o cover all disturbed isturbed -are '- - as. 7. By all . October er 8, seed all areas that w ill remain unworked during the wet is season O Ct0 _ ( ber 1 through April 30 9 p )Mulch all seeded areas. -- � c.1 z . A CV rr.1 o CO 0 04 MI A A U A -4 A and Construction Standards, unless otherwise approved by the Public. • pp Works Director. Contractor shall maintain a current set of record drawings on -site. 9. Contractor shall provide p vide record'drawin drawings prior to project final approval. 10. Contractor shall provide traffic control i ntrol and street maintenance pan c e plan for Public P Works rks a soya implementation. approval P merits P trop. 1 1.A it surveying for , Y n u public 9 c p facilities. shall be done under the direction of a Washington ashington licensed surveyor. Vertical land y ical dat um shall be NAVD 1988.For projects sects within a flood control zone, ,.. z ne, the shall Ii rovide conversion vers' ion calculations to NGVD D 1929. Horizontal . datum shall be State Plane Coordinates. 1 2 . The Contractor r for shall replace, or relocate ate al! signs damaged or removed due a to All methods and materials shall me et C i of Tukwila kwila De veto merit Guidelines ide/mes and Design g Construction Standards unless otherwise approved. pP ed. 2. T he Contractor ract or shat Im mark he end o • f the side. sewer, inside the property line, with rtY h a 4 foot ssure'tre treated to d 2 x4 buried ed in the ground 4 feet. The buried shall he buried end shll have a 2 x 4 c nailed ed i to it to prevent withdrawal of the stake. The exposed - p d 1 foot. shall be P arnted traffic yellow w and the depth to the side sewer or tee shall be indicated in black paint. 3. Install sanitary sewer lines at least 10 feet horizontally, measured edge to edge, from many existing or proposed water supply and at least 18 inches below the bottom of a water line. EXISTING 8" X 8" WOOD FLOOR BEAM (TYPICAL) NOTE: EXISTING FLOOR FRAMING AND STAIRS ARE SHOWN. REPAIR BY REPLACEMENT IN KIND AS NECESSARY. Roof: Install truss system @ 2 ft O.C. with gable end drop chord trusses. Suppliers engineer to stamp and seal shop drawings, and provide installation uctions for trusses at site delivery. All trusses to be installed with two SUP T hurricane clips at each end. Roof sheeting shall be 5/8" CDX p ywood installed with galvanized steel sheatimg clips , Simpson model PSCL5 /8 ". Roof sheathing shall be covered with Dragon skin membrane and 30 year asphalt shingles. A continuous ridge vent and circulation baffles providing a 1" clearance above' attic insulation shall be installed. Insulation shall b p ol r l e p ysty ene panes with an R value of 34 or greater. Exterior Walls: Tyvex house wrap and Hardie panels. Interior Walis: 1/2" gypsum board, taped and flushed with light texture (orange peel). Interior Ceilings: 5/8" gypsum board, taped and flushed with light texture (orange peel). Basement to First Floor: 2 by 6 pressure treated sill plate secured with SUP STAD10 framing strap embedded in concrete stem wall @ 4 ft O. Basement Wood Columns: Attachment of wood columns to wood beams, Simpson PC88 post caps. Attachment of wood columns to concrete piers, Simpson APS8 aluminum post stabdoffs. Footing to Augercast piles. Center footing over augercast piles. Tie vertical rebar of piles to number 5 rebar running horizontally in the footings. Fill with concrete leaving no voids. EXISTING 2' X 6" WOOD FLOOR JOIST (TYPICAL) NEW OSB PANELS ATTACHED TO EX,. 2 BY 4'S, 2 BY 2 @ 16" 0.C. INSTALLED VERTICALLY AND 2" GYPSUM DRYWALL. 114511LA7t014 WALLS R -2 % M St) LA1tON CE1LIt C R -38 .' F Loo R5 R = 30 FORM HOOKS ON ENDS OF AUGERPILE # 4 VERT.BARS AND HOOK TO FOOTING # 5 HORZ. BARS EX. EXTERIOR SIDING OVERLAID BY HARDIEPANELS EX. EXTERIOR SIDING OVERLAID BY HARDIEPANELS 6" thick concrete stem wall, top at 107' 6"t elev. APPROX. ELEV.`104' SCALE 114" INSTALL COLUMN BASE (4 LOCATIONS), SEE DETAIL 4 EXISTING CONCRETE FLOOR APPROX. ELEV. 100' 8" X'8 "WOOD COLUMN ANCHORED TO 18" BY 18" BY 12" CONCRETE PAD, TOP OF PAD ELEVATION 99' 8" SAW CUT —" CONCRETE WALLS, FOOTINGS AND FLOOR Elev..100'0" -I Elev. 1 -Q.1 .- DEMOLISH AND REMOVE STRUCTURE EAST OF EASTERN FLOOR BEAM. INSTALL 6 AUGERCAST PILES @ 54" O.C. ENSURE PILES ARE INSTALLED AS INDICATED IN DETAIL 1 AND CENTERED ON THE REPLACEMENT FOOTING AS SHOWN IN DETAIL 2. TEMPORARILY SUPPORT THE REMANIDER OF THE STRUCTURE WHILE THE REPLACEMENT FOOTING AND WALLS ARE CONSTRUCTED, SEE DETAIL 3. RAISE THE TEMPORIARILY SUPPORTED STRUCTURE TO ENSURE A LEVEL FLOOR ABOVE ND INSTALL POST SUPPORTS AS SHOWN ON IN DETAIL 4. RECONSTRUCT THE BIUILDING EAST OF THE EASTERN - FLOOR BEAM. IMBED in J -BOLTS A MINIMUM OF 10 INCHES INTO THE RECONSTRUCTED CONCRETE WALL AT MINIMUM OF 4' O.C. AND INSURE A J -BOLT IS INSTALLED WITHIN 6 "OF CORNERS AND AT THE END OF CHANGES IN ELEVATION OF THE CONCRETE STEM WALL. 2 " ANCHOR BOLTS SHALL ALSO BE INSTALLED A MINIMUM OF 5" INTO THE CONCRETE WALL THAT REMAINS. 8" HOLES SHOULD BE BORED THROUGH THE EXISTING SILL PLATE AND CONCRETE. "SIMPSON EPDXY -TIE SET' SHALL BE USED TO GROUT THE ANCHOR BOLTS. ALL ANCHOR BOLTS SHALL BE INSTALLED WITH A 3" BY 3" BY in GALVANIZED STEEL PLATE WASHER AND SELF LOCKING NUT. FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. Elev. 1007 Elev. 100'0" RENOVATION BASEMENT PLAN Elev.:102'0" R ebar # RODS @ 9" O.C. INSTALL IN in HOLES AND GROUT WITH SIMPSON SET -PAC EPDXY. R Range Outlet Dryer Outlet D Ceiling Surface Incandescent -- 'Nall Surface Incandescent O Line Voltage SmokeDetector With Batte Backup Recessed Electric Heater Duplex Receptacle Outlet Duplex Receptacle Outlet - Split Wired Duplex Receptacle Outlet GFI Protected T wo Lamp Fluorescent Fixture Surface. Mounted c > .> >>>>>>>> z UUUUUUUUUU TOP OF FLOOR 108' 4-3/4" TOP OF BASEMENT FLOOR 100'0 CONCRETE WITH CULTURED STONE VENEER PEAK OF ROOF: 132' 7- 13/16' - 1 I I I 1 111 111111111111111 11111111111111 11111111111111111111 11111111111111111111 IIIIIII1II1lI111IIIIII1II1II1IIIIlI1III111111 .11 IIIIIIIIIIIIIIIIIIl1IIIIIIIIIIIIIIIIII11I IITIIILIJI 1 1 1 1 1 1 1 1 . 1 ' : I - . 1 • 1 1 . 1 1 1 1 - 1 1 1 - 1 . - - 1 1 III1111111 I1111111I1111111111111111 '1I1I111111.1 1IIIlI' I IIIIIIjII11I111 1111(IIIIIIII'1II(IIIIIII 1111111 IIIIII11111111II1IIII1111111 111111III11II11I III IFIIII ITOP -o> ' IIII 1 1 1 1 1 (l I I:T I I 1 I .I - (l 1 1 1 1 I 1 I :III -I 1 1 I I i I I I 1 I I I I I .I I I I 1 I I I I 11'1 1 1 I I PLATE I I 1 I I I 1 1 I I ' 1.1 1 1 1 1- 1= 1= 1- 1- 1--1 -- - -1- -I- 4 4 - 1-1- -1 I -I -1= 1-1-1- a--4- -1- 4 -1• -� -1- -I- I - 1 - -1-4-4--1--1-444-1- 1 1 1 2 5 3 -V /2 ", ;, l 1 I 1 I 1 I 1 1 1 I 1 1 l I 1 1 I I I I I I I I 1 I 1 I 1 1 I I 1 I l I I I 1 I : 1 l I 1 1 1 I l . I l I 1 1 l 1 1 1111111 111111 1 1 1 I1 11 {1 1 '1 111 11I1 1 1 1 1 I1 1 1 1 1 :1[11 111 - III 111111111 III II11111III1I I I 1 I I I IIIII11 lII111III11I1I11II11.11 1 1 1 1 1 1 1 1 1 1 1 [ [ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 PEAK OF ROOF: 132' 7- 13/16" 8' -0' JL'. I ; CONCRETE WALL ` 2' -O' 4WITH CULTURED 4 STONE VEN ~ �'� _., r ; Y • • • or ' -O 7 l ir s • ; , •t . . + 3.� � t 4. #y /, ,it�' 1 �`• 4 ' II II I 8' -0• a• •.I NORTH ELEVATION 44' SCALE 1/4" RUTH ELEVATION SCALE 1 /4" t r t• •+ • 1. x ' .•• " �, • .,• r . •� • a 4' -0" J J .11 , 7 + i•: :.:• ! S a J •rj, • t • 4' -0 I I ) J I '.: , •� • 1, 4 ! . J. , a•• •( • rr • .•4 . • •, ,•i •t r•i1S •. • . 3 4. C TOP OF PLATE 125' 3 -1/2" TOP FLO 108' OF OR 4 -3/4" TOP OF BASEMENT FLOOR 100'0' TOP OF PL 117' 3 -1/2' TOP OF FLOOR 108' 4-3/4" TOP OF PLATE 117'3-1/2 TOP OF FLOOR 108' 4 -3/4" TOP OF BASEMENT FLOOR 100'0" 2 WEST ELEVATION SCALE 1/4" • F1 • • : r ' t,n " . ,. � _ T ^• CONCRETE WALL +•� ` .. �, ,-!IL IL I)- .. , .`t.'�•:_�� ;��,`�M. i. W IT S TONE HCULVENEER T,URED `�i's::', ', ;y.���': *,�..� � . "'.• ,r: w 1 ?- i :• "...,.' + �:` t' ":;.= :AST ELEVATION SCALE 1/4" PEAK OF ROOF: 132' 7- 13/16" RECEIVE OCT. 13 2008 PERMIT CENTER KtV1tVVtl f-u CODE COMPLIANCE NCE APPROVED OCT 1 7 2088 City Of Tukwila BUILDING DIVISION d z > . >,> > > > > "> > > wwwwwwwwww: oze kot .c cV W F- U) Q L > i J Q W 2 Qw0 Z J w Z W Z 0 0) 0 SHEET 3 OF JOB #: 07001 Level Room stairs first entry first living room first dining area first kitchen first master bedroom first master bath HEAT LOSS C ALCS Component Area Walls Ceiling Bsement Floor Fenstration doors VOLUME infiltration 24000 TOTAL all Material gypsum dry wall gypsum dry wall gypsum dry wall gypsum dry wall gypsum dry wall gypsum dry wall gypsum dry wall say 20,000 BTU /HR NOTE: ASSMUES 72 DEGREE INDOOR TEMPERATURE' WITH 27 DEGREE AMBIENT TEMPEIRATURE (97.5% DESIGN TEMPERATURE FOR SEATTLE) All ceilings and walls shall be finished by taping and flushing, applyi a light texturing (orange peel), and painting with an off white paint. The only y exception will be the east wall of the u value A temperature BTU /hr heat transfer 0.0345. 1,072.24 0.0294 45 1,270.59 0.2500 17 4,080.00 0.2500 45 3,015.00 0.2500 45 225.00 SPECIFIC HEAT OF AIR A temperature BTU /hr heat transfer 0.008 45 8,640.00 EXISTING 8" X 8" WOOD FLOOR BEAM (TYPICAL) L iik, til IC 7 N -- �os q EXISTING 2" X 6" WOOD FLOOR JOIST (TYPICAL) � III .._ egos-- a ®ee�s ®� 1111111111 ® ; I �� � ��,�, ®r..., ®' mil ®l1: NOTE: EXISTING XISTING FLOOR F �� ., FRAMING AND STAIRS ARE S R BY REPLACEMENT IN KIND AS NECESSARY. HOWN, REPAIR EXISTING FIRST FLOOR FRAMING PLA SCALE 4 NOTE: THE EXISTING AND PROPOSED ARE IDENTICAL. THE ONLY CHANGE WIL L BE IF A DETERIORATED MEMBER IS REMOVED IT WILL BE REPLACED BY A SIMILAR MEMBER 72 72 48 48 24 24 39 39 72 72 72 72 39 first first first . first first first first basement 30 15.00 30 ' 15.00 27 9.00 27 9.00 30 5.00 30 5.00 30 8.13 30 8.13 30 15.00 30 15.00 30 15.00 30 15.00 30 8.13 142.38 sq ft 1024 sq ft 13.90% 1NDOVV SCHEDULE Width Area Sill Style inches sq. ft. Height :! Double Frame inches Pane Material 18 Single Hung yes Vinyl 8 Single Hung yes Vinyl 18 Single Hung yes Vinyl 32 Single Hung yes Vinyl 56 Single Hung yes Vinyl 56 Single Hung yes Vinyl 41 Single Hung Single Hung yes Vinyl 8 Single Hung yes Vinyl 18 Single Hung yes Vinyl 18 Single Hung yes Vinyl 18 Single Hung yes Vinyl 56 Single Hung yes Vinyl Hung yes Vinyl stairs entry livin g room dining area kitchen half bath master bedroom master bath laundry carpet yellow p ine yellow pine yellow pine vinyl vinyl yellow pine vinyl vinyl dish was 8'_1 - Number Height Width Swing inches inches 36 left 96 right 32 left 32 right 32 right exterior exterior french door w /fixed pane interior interior interior wood interior closet '. wood interior closet wood interior closet wood interior closet wood interior closet wood interior closet rno i r et OF TRUSS SYSTEM IS TO PROVIDE MORE STORAGE SPACE IN THE ATTIC. IT IS NOT THE INTENT OF THE OWNER TO PROVIDE FOR FUTURE BEDROOMS OR LOFTS. IN ADDITION, LITTLE, IF ANY, OF THE ORIGINAL ROOF WAS ON THE HOUSE WHEN THE PROPERTY WAS SOLD BY THE CITY OFTUKWILA. THE CONFIGURA THE ORIGINAL ROOF IS THEREFORE UNKNOWN. TION OF 3" CLEARANCE #4 HORZ. TIE 9" O.C. NOTE: EXISTING FLOOR FRAMING AND STAIRS ARE SHOWN. REPAIR BY REPLACEMENT IN KIND AS NECESSARY. Framing Ties from attic to basement: Roof: Install truss system @ 2 ft O.C. with gable end drop chord trusses. Suppliers engineer to stamp and seal shop drawings, and provide installation instructions for trusses at site delivery. All trusses to be installed with two SUP RT hurricane clips at each end. Roof sheeting shall be 5/8" CDX plywood installed with galvanized steel sheatimg clips , Simpson model PSCL5 /8 ". Roof sheathing shall be covered with Dragon skin membrane and 30 year asphalt shingles. A continuous ridge vent and circulation baffles providing a 1" clearance above attic insulation shall be installed. Insulation shall be polystyrene panels with an R value of 34 or greater. Exterior Walls: Tyvex house wrap and Hardie panels. Interior Walls: 1/2" gypsum board, taped and flushed with light texture (orange peel). Interior Ceilings: 5/8" gypsum board, taped and flushed with light texture (orange peel). Basement to First Floor: 2 by 6 pressure treated sill plate secured with SUP STAD10 framing strap embedded in concrete stem wall @ 4 ft O. Basement Wood Columns: Attachment of wood columns to wood beams, Simpson PC88 post caps. Attachment of wood columns to concrete piers, Simpson APS8 aluminum post stabdoffs. Concrete Footing to Augercast piles. Center footing over augercast piles. Tie vertical rebar of piles to number 5 rebar running horizontally in the footings.Fill with concrete leaving no voids. EXISTING CRAWL SPACE APPROX. ELEV. 104' EXISTING AND PROPOSED BASEMENTPLAN SCALE 1l4" =1' ce 0 0 w wg zW 0 U i j w ¢ PROPOSED GRADE 30" AUGERCAST PILE W/9 -#14 OR 14-#10 VERT EXISTING 8" X 8" WOOD FLOOR BEAM (TYPICAL) 24" 1 AUGERCAST PILES DETAIL 1 NO SCALE 20' ;f d2 I S S EXISTING 2" X 6" WOOD FLOOR JOIST (TYPICAL) NEW OSB PANELS ATTACHED TO EX,. 2 BY 4'S, 2 BY 2 @ 16" O.C. INSTALLED VERTICALLY, AND 2' GYPSUM DRYWALL. • • EXTERIOR WALL SECTION (TYPICAL) DETAIL 6 NO SCALE FORM HOOKS ON ENDS OF AUGERPILE #4 VERT.BARS AND HOOK TO FOOTING # 5 HORZ. BARS AUGERCAST PILE WALL AND FOOTING DETAIL 3 NO SCALE EX. EXTERIOR SIDING OVERLAID BY HARDIEPANELS EX. EXTERIOR SIDING OVERLAID BY HARDIEPANELS #4 HORZ. BARS @ 1' O.C. 6 2,500 PSI CONC. (TYPICAL) DETAIL 2 NO SCALE 24" VERT #5 BAR 4- ® @1'O.C. #5 BARS -i�� 6" DEEP X 18" CONC. FOOTING WALLAND FOOTING 6" thick concrete stem wall, top at 107' 7"± elev. EXISTING CRAWL SPACE APPROX. ELEV. 104' SAW CUT - CONCRETE WALLS, FOOTINGS AND FLOOR SCALE 1/4" = 1' 8" X 8" WOOD COLUMN ANCHORED TO 18" BY 18" BY 12" CONCRETE PAD, TOP OF PAD ELEVATION 99' 8" INSTALL COLUMN BASE (4 LOCATIONS), SEE DETAIL 4 EXISTING CONCRETE FLOOR APPROX. ELEV. 100' COLUMN BASE DETAIL 4 NO SCALE RENOVATION BASEMENT PLAN WALL JOINT t WALL JOINT (TYPICAL) DETAIL 5 NO SCALE D Dou7. 2" X 18" SMOOTH STEEL DOWEL RODS @ 9" O.C. INSTALL IN $" HOLES AND GROUT WITH SIMPSON SET -PAC EPDXY. Legend Range Outlet Dryer Outlet Telephone Outlet 0 Ceiling Surface Incandescent t I Wall Surface Incandescent Stay); Q Recessed Electric Heater 200 CFM Exhaust Fan Two Lamp Fluorescent Fixture Surface Mounted Duplex Receptacle Outlet Duplex Receptacle Outlet - Split Wired N Duplex Receptacle Outlet GFI Protected rn Line Voltage SmokeDetector With Battery Backup ° z wwwi 6:11 al W U aa CO 1'1 aa co co AU W Q' A >A g rii g d W F aH A A U A A SHEET 2 of 5 I JOB #: 07001