Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D03-200 - PHAVONG RESIDENCE - NEW SINGLE FAMILY RESIDENCE
PHAVONG RESIDENCE 13601 42ND AVENUE SOUTH D03 -200 z z. W. 6 J U 0 U D CO = - J• L Wo g u. Z� F- O Z 1- 111 Lu O= ca F- WW ULO .. Z W O H z Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7360600531 Address: 1360142 AV S TUKW Suite No: Tenant: Name: PHAVONG RESIDENCE Address: 1360142 AV S, TUKWILA WA Owner: Name: PHAVONG, BOUNSON & KHAMPHENG Address: P.O. BOX 68324, SEATTLE WA Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y N N Private: Y Y Profit: N DEVELOPMENT PERMIT Contractor: Name: FOX HOMES LLC Address: 2615 JAHN AV NW, SUITE E4, GIG HARBOR, WA Contractor License No: FOXHOL *015PL Permit Number: D03-200 i z .. Issue Date: 10/13/2003 it ILI Permit Expires On: 04/10/2004 JU O 0 V) J H U w w 0 2 Phone: = w Contact Person: z '— Name: DEBRA KAY - FOX HOMES, LLC Phone: 253 858 -2614 I- 0 Address: 2615 JAHN AV NW, SUITE E -4, GIG HARBOR, WA w • w U � Phone: o w w . DESCRIPTION OF WORK: LL z CONSTRUCTION OF A NEW 2,766 SQ FT SINGLE FAMILY RESIDENCE, 574 SQ FT ATTACHED GARAGE AND 112 SQ FT U �. UNCOVERED DECK AREA. PUBLIC WORKS ACTIVITIES INCLUDE: STORM DRAINAGE, DRIVEWAY ACCESS, STREET USE, GRADING, TESC, 0 0 UNDERGROUNDING OF POWER, AND POSSIBLE PAVEMENT MITIGATION. WATER DIST. 125 AND VAL -VUE SEWER DIST. D03 -200 r-• Expiration Date:09 /20/2005 Value of Construction: $ $237,079.08 Fees Collected: $3,847.81 Type of Fire Protection: N/A Uniform Building Code Edition: 1997 Type of Construction: VN Occupancy per UBC: 7 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 450 c.y. Fill 450 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Public: Non - Profit: N Printed: 10 -13 -2003 Water Main Extension: Water Meter: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 N Private: Public: N ** Continued Next Page ** D03 -200 Printed: 10 -13 -2003 doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: M1Y & - P )X rne Date: lo )13 )Co Print Name: Anne. Tror- ' 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. D03 -200 Printed: 10 -13 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7360600531 Address: 1360142 AV S TUKW Suite No: Tenant: PHAVONG RESIDENCE PERMIT CONDITIONS Permit Number: D03-200 Status: ISSUED Applied Date: 07/02/2003 Issue Date: 10/13/2003 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296- 4722). 4: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (206- 835 - 1111). 5: All mechanical work shall be under separate permit issued by the City of Tukwila. 6: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 7: Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 8: Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 9: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 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: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 13: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 14: Ventilation is required for all new rooms and spaces of new or existing buildings in conformance with the Uniform Building Code and the Washington State Ventilation and Indoor Quality Code, Chapter 51 -13 WAC. 15: Fuel burning appliances may not be installed in sleeping rooms, U.M.C. 304.5. 16: Appliances which generate flame, spark or glowing ignition, shall be elevated 18 inches above the floor (U.M.C. doc: Conditions D03 -200 Printed: 10 -13 -2003 .,.6:....1A+,u, City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 303.1.3.). 17: Water heater shall be anchored to resist earthquake (U.P.C. 510.5). 18: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 19: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 20: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. 21: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 22: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 23: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Notify City Inspector before 12 :00 Noon on Friday preceding any weekend work. 24: Any material spilled onto any street shall be cleaned up immediately. 25: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 26: A bond in the amount equal to 150% of the cost of work within the right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 27: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 28: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 29: The Land Altering Permit Fee is based upon an estimated 450 cubic yards of cut and 450 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 30: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 31: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 32: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 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. doc: Conditions D03 -200 Printed: 10 -13 -2003 "a4'3'63ELI8"S:'{':"l tc22=2MESSZESSISESS City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 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: ) - 6x - H - r) (Y)C. Date: ) 0 I )3) C� Print Name: #4Y) V ►'�C doc: Conditions D03 -200 Printed: 10 -13 -2003 CITY OF TUKWIL4 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE'IaOCATION, Site Address: . Cu OJ 4i PCV� 3 . Tenant Name: m un5� OrkA Mailing Address: PO F)nx (ilP)32 -4 Property Owners Name: Company Name: Mailing Address: Company Name: & t sto 17 rC,tf -h r •" • Mailing Address: 22. ° 70 Contact Person: RUber - + G, (1513 E -Mail Address: Company Name: A rC l.v 3 E nc i nCC• r I YC, Mailing Address: ZC) 2, E Si3 L- 1(;G P m 13, Contact Person: ("dal (' 4) ► n E -Mail Address: \applications \permit application (3.2003) 3/2003 Page 1 King Co Assessor's Tax No.: `"7 3 C (p D Q 53 1 Suite Number: Tu K.u�,la City (Y7 Floor: New Tenant: ® .... Yes war c1 3100 o3Zq State Zip Name: Deb y c f` ?Ctt. -Fox ktOmc L Day Telephone: Z53 - 0553- 24.e, P—+ Mailing Address: 2(i5 VW) Ave. ni.t 3U) J Wer c1 35 City State Zip E -Mail Address: h0 tY.CDU o) CCr>1 Fax Number: 2E-53- 8 SF) - 522 I GENERAL: CONTRACTOR INFORMATION - rox .1 -tonne 5, t.-.i- C.. 2co I S aerY)r) ■"C, ()u) SLi 1+6 £ -L! 6." )ei }- fu✓bv.� WA )3 � City State Zip 1 Contact Person: Deb rat )< t j Day Telephone: 253 ' Z5 - Z' 1 " L-i E -Mail Address: 1 i Cj rbn4 Gb re, cOci n ) . («n') Fax Number: 2-S 3-- .?,S'S - S22._ 2 Contractor Registration Number: FOX I+ OZ_.. Q)5 Pi— Expiration Date: G J 20 /C7 3 * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT; CORD: , .All'plans mustibe wet stamped'by Architect of, Record } ..No City State Zip Day Telephone: 2E - S4 070 Fax Number: 2.G?) -- SL-4 'OS 3 ENGINEER .OFRECORD 'All pans'mustbewet stamped ;by:Engineer of Record WA °1"03 State Zip Ron n:u 1G LC. City Day Telephone: 753- 5 (,,2 - Fax Number: 2 `L 3 -- ? 7`? : BUILDINGPERMIT :INFORM._. • Valuation of Project (contractor's bid price): $9 (31 t QUO 206 - 431.3670 Existing Building Valuation: $ Scope of Work (please provide detailed information): Ylct.v i `F2A no 1 r-' ,)cA-z"'. r Cr , Will there be new rack storage? ❑ .. Yes [J .. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below 1" Floor 2 "° Floor 3` Floor.. ::Floors : ; thru Basement ,. I mo. Accessory . Structure* Attached Garage Detached: Garage Attached Carport :Detached Carport` Covered Deck Uncovered Deck Existing Interior Remodel Addition to Existing Structure New f I Cl z. Type of Construction per UBC Type of . Occupancy per UBC �. . S. �. PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 1 2 rr/ 4 • *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: D.. 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 indicating quantities and Material Safety Data Sheets. \applications \permit application (3.2003) 3/2003 Page 2 J:;a<. ait rv'« s:+: K. um4 i,: 1.1wi.;.'+ i„: di:++ k:•: d +.bi's,:i::i.P'!i:Y<ci2'J:i�CT Sewer District .. .Tukwila .. .Sewer Use Certificate Scope of Work (please provide detailed information): lr cLo '3) t'"?C ) r} tm 1)3 'l' f'� Please refer, ta'Public'Works Bulletin #1 for fees and esfimate sheet Water District D ...Tukwila � Water District #125 ❑ ...Water Availability Provided ValVue ❑ .. Renton ❑...Seattle 0... Sewer Availability Provided 0 .. Approved Septic Plans Provided 0 ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right - of - way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance 0 ...Construction /Excavation/Fill - Right -of -way x Non Right -of -way 3 C cubic yards ...Total Cut ❑ ...Total Fill cubic yards ..Sanitary Side Sewer 0 ...Cap or Remove Utilities D ...Frontage Improvements ❑...Traffic Control o ... Backflow Prevention - Fire Protection Irrigation Domestic Water 0 ...Permanent Water Meter Size... .. .Temporary Water Meter Size.. .. .Water Only Meter Size ❑ ...Sewer Main Extension Public 0 ...Water Main Extension Public \applications\ permit application (3.2003) 3/2003 ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut 0 .. Looped Fire Line It )t Call before you Dig: 1 -800- 424 -5555 WO# WO# WO# Private Private 0 .. l- lighline Geotechnical Report ❑ .. Maintenance Agreement(s) ❑...Hold Harmless .. Right -of -way Use - Profit for less than 72 hours 0 .. Right -of -way Use — Potential Disturbance 0 .. Work in Flood Zone 0 .. Storm Drainage ❑ ...Renton 0...Traffic Impact Analysis 0 .. Grease Interceptor 0 .. Channelization 0 .. Trench Excavation 0 .. Utility Undergrounding 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line 0 ...Water ❑ ...Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) 0 ...Sewage Treatment Day Telephone: City State Zip Day Telephone: City State Zip Page 3 re 00 D W H CO IL W tL ( i) d = W Z h. Z 0 U.1 uj U D D F— W W H rz li. Z • = O ~ Z Unit Type: Qty Unit Type: Qty Unit Type: Qty : Boiler /Compressor: Qty Furnace <100K BTU iv Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace>100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended /Wall /Floor Mounted Heater Ventilation System 30 -50 HP/1,750,000 BTU Appliance Vent Hood 50+ HP /1,750,000 BTU Heat/Refrig /Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm /Ind [ EC HANICAL ;PERMIT INFI. _.NATION 206 431 '367 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: E -Mail Address: �j! t -et'Y,c s HCciii l� I qtr? Indicate type of mechanical work being installed and the quantity below: GOrno City State Zip Day Telephone: 2_,c5 53 • c7(e)5 Fax Number: 2.5 3 "' Sj - 3T,(n l Contractor Registration Number: hi 1 tr,' khDC3 rnP Expiration Date: - 7 ) 1 1c * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ 4 .r12!C12, . Scope of Work (please provide detailed information): ! t'Y*1 16 h L7(1 (' nofft.,1r6i J y45 tor CC( G'ti vY' Jt Stan 'n Use: Residential: New ....Er Replacement .... Commercial: New ....J Replacement .... Fuel Type: Electric [] Gas....' Other: TAPPLICATION NOTES. plicable to all permits in, this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW TI-IE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OJ( A[ HORIZED AGENT: Signature: �( Print Name: Q A olvC, Mailing Address: pv 'box (0 3 2 a \applications\permit application (3.2007) 3/2003 Page 4 SE-ATT LE" City Date: Q 7 6 2 . -0 3 Day Telephone: 2Q. U - 069 gC Stale Zip Date Application Accepted: 7— —D Date Application Expires: y Staff Initials: Z = l'— • W 6 • 2 U U O O W1 U) u. W co W Q _ Z = F— Z1- uj • p U O — t7 I- W O W Z U= 0~ Z Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: R03 -00802 SKS 1165 TRANSACTION LIST: Type Method Payment Check 1340 ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 7360600531 1360142 AV S TUKW PHAVONG RESIDENCE KHAMPHENG P PHAVONG PLAN CHECK - RES PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PLAN REVIEW Description RECEIPT Account Code 000/345.830 000/322.100 000/345.830 000/345.830 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 1,685.76 Current Pmts 1,148.26 250.00 37.50 250.00 Total: 1,685.76 D03 -200 PENDING 07/02/2003 1,685.76 Oj.06 07/03 1716 TOTAL 1605.76 07/02/2003 12:22 PM $2,093.05 Printed: 07 -02 -2003 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: R03 -01241. SKS 1165 TRANSACTION LIST: Type Method Payment Check 1406 ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 7360600531 1360142 AV S TUKW PHAVONG RESIDENCE KHAMPHENG P. PHAVONG BUILDING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE Description RECEIPT Account Code 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 2,162.05 Current Pmts 1,766.55 107.00 267.00 17.00 4.50 Total: 2,162.05 D03 -200 APPROVED 07/02/2003 2,162.05 10/13/2003 09:38 AM $0.00 :1630 10/14 9716 TOTAL 2241.36 Printed: 10 -13 -2003 RECEIPT ' = Z, � w Parcel No.: 7360600531 Permit Number: D03-200 6 U Address: 13601 42 AV S TUKW Status: ISSUED U O Suite No: Applied Date: 07/02/2003 co 0 Applicant: PHAVONG RESIDENCE Issue Date: 10/13/2003 W z I.- CO LL wO Receipt No.: R04 -01728 Payment Amount: 1,800.00 J Initials: LAW Payment Date: 12/28/2004 09:25 AM N User ID: 1630 Balance: $0.00 H W I Z I— Payee: KHAMPHENG P PHAVONG Z O 2 D U � O C O H w u j Z I-- Payment Check 2552 1,800.00 O . .• Z W H =` 0 ~ TRANSACTION LIST: Type Method Amount ACCOUNT ITEM LIST: Description Current Pmts doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 BONDS /DEPOSITS Description Account Code 000/386.908 1,800.00 Total: 1,800.00 Printed: 12 -28 -2004 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1dd3) 1Z. ❑ 0 Response to Incomplete Letter # Response to Correction Letter # Revision # I after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner w • w U� O N Project Name: . ' 1 ( ) Pie- k ' r Y' r ... o I-- w Lij o Project Address: ) ;2, (,,,e-, 1 Lt 2 n .i f' t _ ) c - l.a.o 1 I �; , = - Contact Person: �� . k - Phone Number: 253 - ??S8 'Z� y ) u_ z - ,tom ,�.� r . - II����r�, 14 .. J w Summary of Revision: U Clcd roL- n 1--,- 1 YTh p) L r 1Q1 r)C2 - Et - (1:-1 . - }fit - loc lo- 1ti,rvc)r - - z I r) loci c - - -- r , rr tc. t .r'') -l - NThc 4. }z r CI r - v nCr Y. - YAP (.47) ) ( %iih r,-\ 1 r> 6 cr ve. - Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [e Entered in Permits Plus on City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: ) t 3 -- 20 0 0-3/-03 O3 DECEIVED CITY OF TUKWILA O C T 3 1 2003 PFRMIT CENTER 08/06/03 J tn., vY:s+�:!rrsax �. «w „..44.0,41 H. ;. ..:4 � w w 0 J IL. a I CI �.w Z = zI- Date: I lii Sheet Number(s): City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Project Name: Phavong Residence Project Address: 13601 42 " Avenue South Contact Person Debra Kay Entered in Sierra on 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: D03 -200 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 to ® Revision ft 1 'afterrb Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Phone Number 2t5 :3 - 3E5 5 - 2(o )(---1 Summary of Revision: 1 Y ncA..47 t'�Gj�'(�1 �7: C?t 1� 10(7_i ( GIC_ldc_'e--) I� '"� � k7G1 fir' -rr1 ► �-�-- ^ c.•t51 1 1 }oc`' t c C hc--(-- I We_ e L, '51 T 6-WY) 1 C i iT ✓- , Ltdc`'. Lc? 3 I I C`.>in I c CI dd i r`7L1 � "�Gt �� CSC �� :� °� `"r 1�1� �' . It:' ;— H- 1 1'2)r _ v —\ - , -�z.1 �� 1� �t v ►'� RECEIVED TUKWILA NOV 1 3 2003 "Cloud" or highlight all areas of revision including date of revision PERMIT CENTER Received at the City of Tukwila Permit Center by: ��A` 11/05/03 y,. P '7 t i / " I ) J ,� n tom_ / Type of Inspe io : A Address: 13 ie l ) /4 -'�-S` Date Called: l x,61 /1) ( Special Instrut ) cLLt; ions: ` i r Date Wanted. -a m. (7.m Requester: P on e N a�31 IP D1v- 5 L .O6 38 A pproved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PER 31 -3670 Corrections required prior to approval. COMMENTS: r Y W \1 Cows p\'e4 �. Inspector: r Date: 3u El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pr • ® � n Type Ins ection:� i rlmici d Ad ress: ) S` Date r lled. 1 f ° � Spe ial Instructions: Date Wanted: \ 7., a.m. )301 Requester: -Th P lone No LS33 (oh(Q -nO5- INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 A pproved per applicable codes. Inspector. 4P PER (2 4 1 -3670 Corrections required prior to approval. COMMENTS: Viec, Cnw f Vo, Date: 14 10_ 2 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project. V Or � � Type of 9spe ion: c Address: Date Called: Q Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: 3to INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector. Date: 0_ 041 Ell $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project-:7 `�gvorr .--- x-e5 ype of Ins ection: COI v►n t r` Address: Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 - bo3 - .2-o u P AO 2+6) 31 -3670 T 0. 174 Approved per applicable codes. Corrections required prior to approval. COMMENTS: l O ∎Nre C t t cAA S C o vtA d-e `( Inspector: ( 19 Date: ta- 30- Uzl $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: i 1 k eChI , WI rA 1 `?lv‘c/it TM /a j ) Type of Inspection: 2 IRkkiv,AWv 4 w,i ( (pO & Vey' iCir&i1- r, c /1�1� ` t� iJ) C- (')Y'IS �; I ow en yeti Date Called: �7 J / c am ' - 7 - �C/ e / -\ ( 4 _ -eo -r cAN -e; � \--e-�1-e i Special Instructions: / C/. G/i, L f G iJ gac.eze � (J 1-4) Si VYG In n ►v.ri cl(Trd Co? p `� 31 (�` 10/) 1) �'P 1 \ 1 s,! - Iv. 5 1;44: ((M S-P r f -f r /1 �( k. ; ^7) ,n -k-e r'I o r )■ ti 6)0 ►rct 4'"'.e (I TO e "t' 4 33 8.) 09s- c0. 4s A 7-.. S V,�e)1 -e., ( �tYO 8,w�t -e c_ - O.r r�,lrs y‘ 04 Lkk V'k_ Project: , • , Type of Inspection: Address: l C / , 1 4 7 ' ( 2 / : Y r 7 r /!( 1.L S. Date Called: �7 J / c am ' - 7 - �C/ e / .. __. Special Instructions: / C/. G/i, L f G iJ gac.eze � (J Date Wanted: (�` Requester: Phone No: /S J y c.V - .5 c �� J�(C)J 39 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. Date: iz- a — oL1 E] $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: \ . I -) 3 N1 C 1-)l l a vs ,NO-1 t vqs -4 Red_ r"ir'I ( kr S'P \ v\s - i t t~ r, thilv(` 1k(13 it 3 Date Called: Special Date Wanted: a.m. p.m. Requester: Phone No: t Proje VA VO \ . Type of Inspection: YVVeY \c j - ( l CUo t l D0Gr Address: O 1 L Instructions: ) it 3 Date Called: Special Date Wanted: a.m. p.m. Requester: Phone No: i INSPECTION NO. L1 Approved per applicable codes. ',03- god INSPECTION RECORD Retain a copy with permit , 1 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PE Corrections required prior to approval. Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: .. 1 .) 3 B \3 `I 4. t lArVeg yi o(s ` c \ � n -e v - PIA-4-t Y e, r P i V tn f k -e : (X� C r14 tele% tA s-\ C1 .4- (iN1v\aC4.4 , \ (\ 5 UkAt, XL A .I) f4k osC �Y'.1SS DO'v,r� C' LO,rr . I,v1r CrA \- tL 1r. \ I. Date Wanted: a.m. p.m. Requester: Phone No: Proje A( A\1Ov�r S Type Inspection: t 1‘ vw tst) 1a -k i or, Address: N 1 1-0.- AJ . S. Date Called: t Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: 3� INSPECTION RECORD Retain a copy with permit INSPECTION NO. • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 11 Approved per applicable codes. Corrections required prior to approval. Inspector: Date. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ss COMMENTS: -rf w1S T ,rc) v✓l Pre6 ck 29 ` 3 \ 0, r S't-C# dirc rkve : tt >r IM C (-)v\ vt PC-`WY' " 1 \ O Y1a t 1 n P (1\6041C o‘ k 1 1 C1 i S1. �rtJ G w. 0,4 -F- ro n rv P C K ij cwA i rr co on`Y-tOW\ c).-C XYC)vv± -ev..J v._ s10 .\ s 400 vv\ v c IN . �+ im u 1 , S\O ()It' N s ‘ Y' X-acrd . 3.) t x- -,0v`A C vv , .,\.. -eS re) r \ - \ - k U)ci --c-vCTW, ...ev,,,,z, -e 1A.A.,A. `- 5 -- D �rr) �1OQ � awa f . y a.m. p.m. Requester: Project. Type of Inspection:— Address: 1 Dat Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: 3 1 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 . bn-)00 ❑ Approved per applicable codes. El Corrections required prior to approval. Inspector " R Date: i El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 95 COMMENTS: Type f In, p cti 014.0 I ra 4.5 () P,Qp �''A- .2. 1 -�-P wl 5 q vt eX 3 el Special Instructions: � S4► � (t- SMc, yc1 .e . Requester: a4I4't Phone Noi) S 3 g5--__0(,/ 4 C°ttc r Stvv.;Lr 40 11 t j \ -WA . '"? d P J tC e , &.5 --etc 3 :) -de ' J >r erty: _`" Nr >N� �G \, t �e u S\ 5 l t O Cho y" - , C - \ - . 4 ; r ‘1 ) C 4 . P'-ev evC' f Ct Op u r) U ( �j \{nv\ c, � v i s i ()Y 4 ' 1 I Project: 1 , \ /) - >7114 , t� Type f In, p cti 014.0 I ra 4.5 AddSe o oct Date Called: tz. 1_, 04 Special Instructions: Date Wanted: 1 Z /ZI�fO 4 �pm Requester: a4I4't Phone Noi) S 3 g5--__0(,/ 4 INSPECTION NO. INSPECTION RECORD Retain a copy with permit D a PERMI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20•)431 -3670 El Approved per applicable codes. ER' Corrections required prior to approval. Inspector C Date: 1 I _Q D $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: J. (4 5 COMMENTS: r --- \ - -) 0 L � kr - wl i ! - c� I f A dress: ( 4 IPI S Date Called: 12/20/4 S p 3000/ ecial Instructions: Date Wanted: F V A+- -1)0,1, v'Vt lr't i tr 4, r.) ;• k vv-ed sr-e 4 01,1 \-1\r)(1...5 � Phone No' II S o\ i cl 1 -Q v -e. t C r r) u v\ C `) vt Cl-P, Y' 4 4�- lio . 2• -) . 5 �∎ -P Ir 1 rat o cL TD o c-+ 1 b a 4-i° S Y1.0 ec ri 9' In-e S't7-e ( .--)-. v - -\'l,e ?Wits or ‘a0(tv,5 Sv. OnV`1 3 ) j ?c) S-k 40 OS . t v-e._ c o v, n o c.� i o,,, 't a- VeGi vvl S Proj t: (l 7 Type of Inspection: �`Yal G Ui1/('. A dress: ( 4 IPI S Date Called: 12/20/4 S p 3000/ ecial Instructions: Date Wanted: tea; Requester: Phone No' \ 1 INSPECTION- RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. TO 0200 (206)431 -3670 Est Corrections required prior to approval. Inspector: Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: L., --\ I ' 64 X rf.) v\ A . Address: O 1 ` 1 4 Au S S .) In r ‘ r a Li p krr , k C. i ` f w1 V;\ r,n. tr wl t o Ov\ -Q s `ck.e t 3 4--0 36" :l, li a.m. p.m. . v" () w'. 11\05-e (74 ' V\e c (1 K - P4(.v., rat Q ( ') i n ,• S.}+r C 1 4 " Yv. i h t vvt ,nN1 413 111,4" r , 1 WV.A.N tvooW. v-tN r)\ 'rthAtto( 4-0 lC.A rif.t. w i A- I 3 . C4 tt l vhrtia.l ■ - c-c-e/f -eivve 1) e k,(L4- . 7. t L._a v`C. i v, a'� �n��iw• hr\. v1� vvi V,nn 3 ^� I � 17,(c," lD ' -- t-Q.)e R -) '‘'xi4 AIsAr�tr . 4f) 1,qc( ) 1 3 Li 41 C- 0 (1 O r '`?I", - . . t )t S feY , r e » r N t A i )1 p Project: 11 VOA/ 1p Type of Inspection: Address: O 1 ` 1 4 Au S Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 '003 2003 (206)431 -3670 c orrections required prior to approval. Inspector f'' Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 13. COMMENTS: Type of Inspection: 4l Address: \?4490 k A) S Date Called: W S'C , � ( (4?,v , G (_ - Date Wanted: ( yv\ -Pr In - 4 !\ l , (AL \v510 Requester: 4 I l U I!, --tom ( f /►' Ve\AA`1 t-,,,, 1_v�C'�U��Y ,4-lxe AY, Project: -- G Type of Inspection: Address: \?4490 k A) S Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: 2_6 INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 -O -, zoo (206)431 -3670 Corrections required prior to approval. Inspector: / J Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: o Project: �a VehnC P Type of In pectin : LMCk -Pit - V- 1 tans -CYO yr 1 11 Address: 17 01 Ao Date Called: Special Instructions: Date Wanted: 1 _ l -)0 -014 a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 - oo P R TN (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: A A C'U (A I Sp c-e . 4?4t 5 -( Inspectorz"' Date: t �_ 6)-0_ 0L $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project 4 Type f Inspection: 4 `�� y s l i 1w t �QOCt `LJ�'d._ Uft I I Addr s. �b 1 L a 4A) (> Date Called: l" - ) - 0 - 0 1 } a.m. p.m. Special Instructions: Date Wanted: Requester: Phone No: 2 la INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PER N (206)431 -3670 El Corrections required prior to approval. COMMENTS: .4 Grin X G inn v. V\SpPC.- t dy, Inspector:e Date: U 1 _ lQ ) _ ` $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: L _ M U O r t'a Type of Inspection: -51) Address: I o el24e S Date Called: 1,1 ,9okk y Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 -ate INSPECTION NO. PERMIT NO. Approved per applicable codes. Corrections required prior to approval. COMMENTS: Po 90 A - e-r, /3.41-0 . 3.\ 2-1 - . \ e.- pflo Inspecto INSPECTION RECORD Retain a copy with permit Date: ' 6q $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 6 U O 0 • 0 WI I— w 0 u. W w Z � Z0 O • N 0 I— W HI- — IL. O .. W • = O E- ' Z Pro'ec : t) /'flC �Ps �c Type of ins ectio� f� r -1ce . 7 Address: Z6 () ) V r4vt" c:: Date Called: Id 1;,W1> /0 (/ pecial Instructions: Date Wanted: a.m. ).2 /OS/ /U :m Requ st )< �/714 2 ) 7� ,'Y[ -iCi Phone No: v L% c90 6 - i I- y5 Q7 CCR tr Z oz 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: 234T.,OU i 01— q t, 6,1„, Agi-vtetP Inspector , Date: ( 'aCt 1 6 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ProjeL . Type of Inspe tion ( Address: I 110k L Au S Date Called: 0- -i (0 1 Special Instructions: Date Wanted: t 1 a -014 a.m. p.m. Requester: Phone No: ,-S (Onto S 60c Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. COMMENTS: 1nvv4 c„, TC I IN. J Inspector' \ V evvv I t Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Gr.; s 1 i v. 4> i vl e v et i. .41' o v\ r P i i h In -P .e c(; 4 6-e C0 im /0444 V-p to t,v o r, C 0 m I 40 1\ i o, (-N.) „-C C y I n ' 2.) A tS N fl he 9.t ,.r., I l . r Ci),,k.\ raGn51cn, coUa • (3. L t 3.) 1 1 r 1-AG v-ci 14 t' P 411,, \l e to Ail `I 1, 1 1.) ,brier' i,t - ∎vN (4 rya 444/P 004 7 • i,1 )G t k V\ 6 i .cCi rr U) ll r) 4 Co VV -ps`0� 1 CAL: \) PA a- CA . 440‘)%,.P y\ L jet/t7: �f ( � /l /� L/V V J l Type. o f/� ectitoln�: J i 1 t Wa Ph s• 0 _D ate is, Calle ` cial Instructions: 1 Date Wanted: .m. R equester. P one No s� 1 & 5 - ? — ,)(.12 ) L INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. Inspector: r (20•)431 -3670 Corrections required prior to approval. Date: � v El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: �+l G ad /.lam r' Type of Inspection� __ • c J 4P. 44.40W Address: Date Called: Special In ructions: Date Wanted: S �a.m.y Requester:` Phone No: INSPECTION RECORD Retain a copy with permit INSPECTI NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: �/�� Date: ? E$47. RE1 - SPECTION FE REQUIRED. Prior to inspection, fee musty e paid at 6300 Southcenter vd., Suite 100. Call to schedule reinspection. Prole / Ad/ y l' Type of Inspection: • / eV -•. „� 5 "41 Address: is6o ze Date C Iled: e Specia instructions: Date Wanted: 2-- , ..a : r /5 0 - fr - Requester. Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1 -3670 COMMENTS: Approved per applicable codes. Corrections required prior to approval. Date: 5 V ❑ $47.00 RETNSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pro loot A' 4U DIA » I Type of Itoecti n lo I ri ess 42 : c) i r Date Called. .... ( Special Instructions: Date Wanted: ,:- •. / 1 y Jar Requester: t Phone No ,,,,Cp 1 if INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMI (206)431-3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: El $47. REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: \ l tAdt h X k 0 ✓' l'P Q v� -- )a PP r AdInt a �� .� CA.c t v\ -Px U j % ,� Q, s � �A 1 0 v\ 1/UP L,t S A -t 9) , i ■' vvAv 4-PCt A v54- - 1/4'•ervv 1 iv '{ iGv-1 W W ir\ ti a- v\ op, t,u yF. SI C,e • S G ∎ c, — t 61 over 4000 V v ' � s 4 (Gott' t-P u'v x' ?G 4 r I ff ( ( -e)< 0S-eC1 v A ( vyk lw' -er bi4kJU h 2-0 4)A1 t s v. <4,J\cA ► r,,.., r Pt � �� , , � re r„k r WrA1 vorA tt 5 yn-4I v, --?-A y c\ () \O w• c- rA i r I, ie.( C,'+-t r-( {, (( 1 Project‘ Type orrj.3 ion: t AdInt a �� .� Date Called: Special Instructions: Date Wanted: a.m. p.m• Requester: Phone No: • 20 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit bCG INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspector: r�� Date: \- O' U $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: c�5 COMMENTS: f 1 A\DO11.u, egtreAr-Q . . Address: / li o n 1 HD- � S Date Called: Special Instructions: U t -; \iA--- ar .tc Q.L'1 d Date Wanted: 1 riv rf rt) I r-r (7 1 h Ir, •vro -k -ec--\ c t a)" G vr,vvvrl (lain Itc , &A:4'v\ i\- flaV‘Siv, - Ao C IKtor f e ‘..\- CVow k 5r4Ue ?Pr I c,r(r54 U ll V�t L _��v Co ;cool 64-1 k F»C i- iowi ". Project: r\CIl1) Y e f S Type of Inspection: \-` 100r 1 r ulGt q /G• Address: / li o n 1 HD- � S Date Called: Special Instructions: (j .\ Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. tO3 ?O (206)431 -3670 C orrections required prior to approval. Inspector: Date: ( , 1 � _ O L1 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: `~ W 6 U 0 too J H � LL J ? d = W Z I ZO W W U 0 O - 0 I— WW = H W Z to O ~ Z Project: VOv1 CI s t ° S Type of Inspection: 1-ramI v Address: l?)b0( )-- �- Ai. S. Date Called: to— i 5 -09 Special Instructions: �-ac) Date Wanted: a.m. � 1 — 09 Requester: 3 d � v\ Phone No: ,.s3 — 60 to - 5 toO s INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 X03- o (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: � rfu�„ W "r�w> > v�r & ( ) Inspector: Date: al41— ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: z = Z '~ W a: 00 co N W J H u) w Q u i w z= w • w o U N OH W W H H LL O Lj U =. O ~ Z COMMENTS: Ins ec i Type of on: Shf'gr JJ � l..3411I 1) q-e nri -a 12 r or ( a vl S L e 1P 3S - 3. v\ t i» v' -e. r, Y` , ve Pr S S `Pv\Cl .._ i 4oUvv-4.40 Phone No: Project' VUIn. Ins ec i Type of on: Shf'gr JJ � l..3411I Address: 1r211,0ni 1 -k; 4). s Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: IRApproved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: ' ,) ti kew\ 1 e4 t re Je 'I h ( �Q C iyp � t �r V-e - JrC �1�? kj ,4I, 41 . 2..) Shp,. y- Wad 1 G c pro../at l re7V1)- A ' 1-A Inn I ln.l 01 p rrr\l e r �y ye•e Z�. p 7C44 tnn144th r,;„-v• PIPr'V i r1 torV3 I "e - Pr• . ° Phone S -. ��S (� r . ( 7 cw (eir S fi(Y - 6 Pr t: a 410-0 b"& • Type of In pef n: d 1,4 /A Ad es o 4 J'tS 1 Date Called: V iy a S cial Instructions: .. J C)Y\ 5 _ ^� )1nO 3 5�j^ Date Wanted: (ei io d.m. (zav R equester: Requester: Phone S -. ��S (� r . ( 7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Appro per applicable codes. Inspector: (206)431 -3670 ( Corrections required prior to approval. Date: f ` 1 T` $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: t4 I- W ft 2 00 co o. tn J H co Li. W ua d = W Z � W U � Ca W H lll U =. O ~ Z COMMENTS: Ncri e6.,. eijc„. „...c j .u, IZ d 1eQ '6" - I: r'o jrs3 c.,. co R ca (cj S -c'v cs ` Yle Do \r Date Called: � "7 /oLl (..._ C J 1 1 a. I rq rnA:1.1 In,C o ,!` fvN S .a- 0 to o Q -A eI p.r; o --\--(- (),) / 8 - 1 - . t..k) eo_44b4. . Date Wan�te`d: 1 r V fj / (� `"J 2,)n e-- -'r o J 0 l;,.R E uJ A (1 , Requester: (t i ` ,^ r } Phone No: , g 6 3 —13<8-02- Proje rh Avc c Zto5. Type .Inspection: 1- la Ann I Address Date Called: � "7 /oLl O } k- (2., A S � u Special Instructions: Date Wan�te`d: 1 r V fj / (� `"J a.m. p.m. Requester: (t i ` ,^ r } Phone No: , g 6 3 —13<8-02- INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 - 3670 El Approved per applicable codes. \Corrections required prior to approval. pector: t No.: Date: 7.00 REINSPECTIO FEE REQUIRE DI. Prior to inspection, fee must be p id at 6300 Southcen -r Blvd., Suite 100. Call to schedule reinspection. Date: z =H W re 2 J 00 N 0 -I I- 0) WO J j co �W • z = z W U O I— W L1O Lb Z c o z„ Project.tk Type of Inspection: •, Address: L 1 f 13 ,;) AO 3 Date Called: / Special Instructions: Date Wanted: a.m. P.m. Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 01 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PER DOI 2o c 206)431 -3670 Corrections required prior to approval. COMMENTS: Inspecter� L Date: 7- oil El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: N F , s crA. c_ka.e. , hoiritf\ st cl-e o -e v\-4 ( . 1 .) 1- 1 c Apere-e rot( ywr s cri- 1:70./ ul ; ev-I ow( . di--- 4- ■ .0r( 4o14 3.) unOot 4-144444441444 c eic., p-\; 4\mo/A 1 V‘.501 cil io-vx \o-e n bot4 S 4 .). TravvIQ '‘ I r-eA k n c7t t ■,-, c. , \ c.(0-,-i LA() s--i-A;r (.., ---- - - . S.) Ilec.ess ay..J ■,%) 0 ir k Ftt-k-Coi , 1 - 0 " 014ri c ‘ I (n) F re ,5 •eWe'VreAAveiv, 4 7 9 f' pr 60 ?lot f 5 ? 7) CcoA 1(...,k-1(., ciii)0■,-e \Xt.! Project:— .- e> Type Type of Inspection: 1,... r r4 vv c Addres.*: A U S Date Called: Special nstructions: . Date Wanted: _ ,. a.m. P.m. Requester: Phone No: Approved per applicable codes. 1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 c(i e INSPECTION RECORD Retain a copy with permit (206)431-3670 Corrections required prior to approval. /IA.\.04)- El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be "-I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No.: Date: COMMENTS: g .) A . .tat,,c1(‘ et, o f 0 4 6 ivic 40 05 1 3 . r 4 W% v\ el 1 64-4 S tia S 1 _ -I•) r k_ 4?r( 1 br ° ' "-' Si A P r)S hr) 1. ( 4 1" 0 -1- 4 Vn icy► P -, •P . � r4 UV\ , inn "D4-e 2 . S� re/it.) t 1 a --).`\ y 1 I s I ©r 0 )mot 1 c%C\' 1V ()! ( 1 11.) C ro [i � S 1 i‘ °iCirc; 1 A rC,•!fd .e tin+ . Project II � tUov - S Type of Inspection: • , �V GM v� Address: 176o! .b- Av Date Called: / Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. nspectori -W INSPECTION RECORD Retain a copy with permit 3 -ate (206)431 -3670 Date: L1 v El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: �.� "� �.. 4 1 I1T•r� ` 45.: �...�Ir.�.u:ril. '... r.. _v�.L.i�:�: '.1..1..i ii. , '�:4�.���'���f':i ', "L:RS, •�ra Gi "��*�`iV • +,s'._.' 4-v.. i.+b. COMMENTS: 3� r r _ � 1' .) G tC savetaY % 1 CX* S r tAJa dress: Le () 1 . ti 7- A S y r,. tAr-9 5 G Inc LA 6n [1 S n4 V O ,C. -- Wok/ t C P ,.P Inca ; h e m s n p iro ✓a' 411c Specraal Instructions: p Yk t� eS ' 4s ,c G L s a rti \-\-S) Ss . 2•) ri1; ""h h0 -4-s Grog v.I la.C. he( 5 \/G t/'►o✓_$ Phone .---- ?8S8r2 (0lV l 3.) 1r0‘.1% AP -P v\r;1,... 5 s4 I >rs... )c( Acv' CI Pf v w a Off. hoAk c,t(4.OS n- c- f 1A-4v ((n 11)1 -;1, - ?V� 5 4 o r(oy, ` 1 ti .) ,a4{lntr rO01(L -P inr' h.., r 5 e \4 v -Ctc44 env. , -, Q 7p :4 vol � A Type of I sectiion: dress: Le () 1 . ti 7- A S D �te Called: . I Specraal Instructions: Date Wanted: a.m. ....R e f 3 7 Requester: n il a Phone .---- ?8S8r2 (0lV INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. yCITY OF TUKWILA BUILDING DIVISION 3 em Wadi 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. D3 0 0 ' c orrections required prior to approval. Inspector' U n (R ht Date: S- 7 01/ El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins%ction. Receipt No.: Date: 6 1` . 4 :: r.:s i " st ikiNka :gym *a;: - ., COMMENTS: Vic,: S �U.t ,rrkevior sken,r 14,44 y t v � 1 55(h 1' S 7;7 c I, Je ei- .P l il rt .. Ako Vn■ SSt tel L J 's r S7 ID) 0 r � �.a e vc� ■ � v 1 — Spar I :t Jr MS ) 37 5 - Yr4 y) '* PC( ``e 1/1 {9 (X (.4 )al It MI t Sc hG Date Wanted: a.m. p.m. Requester: Phone No: Project: --- V, - PS 00 V\ Type of n SH\ ea if 1.‘ j a I) Address: 9 Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION NO. Inspector 44-P INSPECTION RECORD Retain a copy with permit Date: Approved per applicable codes. orrections required prior to approval. S -pi/ $47.00 REINSPECTION FEE R QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z =Z • re 61.1 WV U co H W O g J ▪ = — = W F— _ Z W O F U � o -- 0 1— W W H U LL •Z W U = O~ Z p p-7 Typ of Inspectiion� Ad ress: Date Call. 0/ DI{ Special Instructions: Date Wanted. a.m. Requester Pho e�N _...( — ), ce I i 11 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 17 Approved per applicable codes. Corrections required prior to approval. COMMENTS: pector: 1 /- $47.00 REINSPECTION IFE REQUIRED. or to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. eceipt No.: Date: — 2 Date: COMMENTS: ct: uoyl AeA i Type of his ection: C ......."02 — .Q.A.A.K1‘ . S tAA--CA...A. t - .--- Date Ca led: c' ZOP C I -I Wanted: (-)3/0 a.m. ' • Requester: L........e..., uo . a.t, 1,......o.....,„.....„ f... _ P o ct: uoyl AeA i Type of his ection: A ts6 ..21. - 79- Date Ca led: c' ZOP C I Special Instructions: Wanted: (-)3/0 a.m. ' • Requester: Phone No: 53- g--g-dLei4L 10 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 663:420 ' Approved per applicable codes. Corrections required prior to approval. Date: 2.-z"; -(- El T.oO REINSPECTION FEE EQUIRED. Pri r to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: P je t• V o � Type of Ins7ction: a S"!2 ess: 5 ,„ : „ 1 DD I :S Date C Iled: �/ 0 704( Special Instructions. Date Wantecf� / / (�lJRequester: /I I ( PhonQ t�o U s u _0(04/. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 t?I Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 2 ,. 4 - 0\ nA_Aitt(,) I ctorr: Date: — y ri 00 REINSPECTION FEE REQUIRED. Prior inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: .£kw : Typ of Ins e ction: . J Li) ,Ate ate Called: /e9 Spe0nstructions : 00/0 1 (4- 101 e9 10 4 Date Wanted: a,rn Requester: Phon 4 75 7731 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: 14- f-- CJ) $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: L. COMMENTS: Type��lnspection: 7 • . �G L�l Un�i r r /GG,/v7 Address: V ! /.-: C,..- - e)/ `•i, ? '9 i . Date Called: / /2 - /7- 6.3 /v / «J f; / e. , IR y-t r.197,1"." f/ r �, 'J % / ate.. rte" m. Requester: . /-� ./ / " ^(;;(-..._/f-G Phone No: • ,5 3 , - 4-/ L /' /-,/,5,,, 5 /- /_ / 91/_ n / Project:,./ /x--41 ttG 0 / Oa r � Type��lnspection: 7 • . �G L�l Un�i r r /GG,/v7 Address: V ! /.-: C,..- - e)/ `•i, ? '9 i . Date Called: / /2 - /7- 6.3 Special Instructions: Date Wanted: 72 - /l -_• -6 ate.. rte" m. Requester: . /-� ./ / " ^(;;(-..._/f-G Phone No: • ,5 3 , - 4-/ Approved per applicable codes. INSPECTION REC RD Retain a copy with permit INSPE► ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 R Corrections required prior to approval. $47.00 REINSPECTION FEE REQURRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspecto Date: / Via- /4 Receipt No.: Date: • ProjeeN --- TIN uovv- -P Type pl Inspection: t Ch.)1A (k e44 'CAA. FI) CA 11.AL Address: 1 1) ' A ■ I u 5 Date Called: i Special Instructions: Date Wanted: a.m.,. 05712 Requester: Phone No INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 • nspector:c 1)0 - o (206)431-3670 ApproVed per applicable codes. Corrections required prior to approval. COMMENTS: Iv\if v:1011- otp(N.ett (AA ‘ONA bV C ) Date: i) .7 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at t300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt. No.: Date: • • • ', Pr''e : • i -. r_/ Ty of lnspectio : V �4 /a� f•L _ Add � ' Q , , Date Called: Special In� ructons: �� �° U 6 ' g(190° r\ 1 .3 o Date Wanted: -' 12- 2./O a.m. earl: Reques V1Ojr) P i n " --S5 - " 4 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 A pproved per applicable codes. PERM • $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (206)431 -3670 COMMENTS: El Corrections required prior to approval. Inspector: - 100 Date: v ?j Receipt No.: Date: S ,J. P: J. 1 l ZIA I . A.% A /., Ty. • of Inspection!, it 1..a /47 / ...e2 Address: t� a M) Date Called: 1\ a / 03 1 s. Special Instruction t - )i /4 .40 �- - '. -I, wk-- �- I/(lO Date Wanted: ( .m. P. Request r: , , Phone o: X5.3— `?5 g c? (o / Li '; 7 INSPECTION RECORD Retain a copy with permit INSPECT ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ApprtVeu per pplicable codes. COMMENTS: 4 rt zef,/,4 7 ,- /71_, 5/ Corrections required prior to approval. AQtd El $4 .00"itEINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcent j lvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: V P ect: dd l' V /e s, T of Inspectio r-7-1D/ (.4 J o,7 - Addrl C;(- Date Called. a (j2ok?3 Date Wanted:`' J4 / a. -� Special Instructions: c ,,,) „„...e.-k-- _ Requestef ,c3 4 : INSPECTION NO. Approved per applicable codes. El $47.00 REINSPE paid at 6300 Sout INSPECTION RECORD Retain a copy with permit Doi PERMIT O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (216)431 -3670 Corrections required prior to approval. COMMENTS: e;0/, ) Inspect r• Date) „v v . / ON FEE REQUIRED. Prior to inspection, fee must be center Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: . COMMENTS: Type spectio • i , 017(5/7 I 3 o 3 to -- vv.r cA ■ the■ a4 r a.m.; ‘--rfo ._- ; Ss by Requester 2:, oft Oki t, S - c, v1 A:1 v W ov' e q r a r:ci ,So■ 1 ru• o - c-c i ►-N av,x Act,4 i av,, t . 5 A" V k _` "2�t �■ h t h A k.1 of 3. S o4 s c R 1-- .. \-e. v1`C£ 1A ?iA'k Gtvtr∎}1 �D r C., . {.741•G c t�. \C P r 1 reel P j ct: 24/ . Type spectio • i , 017(5/7 '40 I ldre . , ' ,. � �` � r Date Called: ' Date Wanted: a.m.; -ci• Instructions: 7 5 00 r..-1,1,‘ Requester 1 .. . Phon ;5 . - gSS — C,P -f a, INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit (206 431 -3670 Corrections required prior to approval. Inspector: Date, ) `` 19 ` � 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: P�p� c �� /Jl #( l 1 ) - P Ty of Inspection: �ar7 1 i Add ss: 1 6eo( D to Called: 1 I 1/zJo3 Special Instructions: Date Wanted: I' 1(3)(D m, Requester: n Phone No: Q • Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT N (206)431 -3670 COMMENTS: I � og-- aer/ /),-, 5t _,?'t' )2 OW-tilt 1 ,41-t. `/ I.) "- 7 ■) 1 It /t :,; " , 0 cis �? w...� _r(e9/1 1.- f , 4.4. -fr, 0771 Corrections required prior to approval. S47.17 7 EINSPECTIO rEE 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: S .� A dre ss: 4) a - 5/c7 ``ie S Date Called: r� l /102 k y .. Special Instructions: / J /0..0011111 11' .SS16,IC CO I I 6e c i � 5 et fi /// V) . lit'_.(,/ D ..c { a" 6 • 11' uS f >Li11, c . C... -11-'L i-et .• y lit - d 9 , 70 .�,Ai, r,,,n, r Anr..CP P. 0. G ". 77) ,, -r_:r , ,�.e J �/) (.,./.../.1e./1 t o) �L t A . pz,f N,,,, r r: t":,- e, Project: hv © Type of Inspection: S .� A dre ss: 4) a - 5/c7 ``ie S Date Called: r� l /102 k y .. Special Instructions: / J /0..0011111 11' .SS16,IC CO I I 6e c i � 5 et fi Date Wan , n 1113 / p. Inc; Requester: (give /---) Ph o ne e No: (.� �) 75*— 7-2Z / LI) 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 1h -aoo Approved per applicable codes. Corrections required prior to approval. Inspector: ki Date: /1i ?, , Ei $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: 6form /downspout conned 12.-16-03 Date Called l 13D yak pi-47m ki .. ket , Y, +l, � ge hO n licg., cc,tzt. p .. 'r 0 0.44 47141 6 c4 e t m & ! o /� 4 Q .. R Y A 1.x/1 ti s tr 1) Il,n. ` 1 _. ' A i i 9 . !_._4A .A.AI a.. 1►1 I /1 eAll-' t7P ,fm 'KS r'Y1Cri P (N.1 p • % >C . Project: P h � Vo n Y 9 Type of Inspection: 6form /downspout conned 12.-16-03 Date Called Address: f 3 60 Zn� Ave S Special Instructions: • +l, Date Wanted: 12 -17 - 03 p .. Requester: oeh Phone No: , 1 2S 7 14 773 ) Approved per applicable codes. Dos -Zoo 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 Corrections required prior to approval. Date I) I 1 6 3 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: on z , re 6 J U U c o cl) J H N LL W 0 2 g Q I d W z Z0 W U � w 0 1— W W 2 H Iii z co 0 z r r•!; �' of ' ti0r fir fry 1 &44y peN t^; ci0.an .5; +6. --- 36."-C Av(1 S . F G 1 PO 3 Z.W • uurr -yay I -- 7 y 1 i C.a.' N'O r y toe -Al of k 141 t ' DRAINAGE REVIEW IMPERVIOUS AREA ROOF DOWNSPOUTS FOUNDATION DRAWINGS DRIVEWAY DRAINAGE FROM : FP+X -HOMES TO: MR. DAVE LARSON FAX NUMBER: 206 -431 -3665 PHONE NUMBER; 206-431-3678 Thank you for your assistance. PHONE NO. : 2538585221 FOX HOMES, LLC FACSIMILE TRANSMITTAL SHEET NOTES /COMMENTS: PermitNo.: D03 -200 Site Address: 1360142n Ave. S. RE: Footing Inspection Correction,Notice Dear Mr. Larson: FROM: MASAKO DATE: 11/17/03 COMPANY: CITY OF TUKWILA DEPT, OF COMM. DEV. TOTAL NO. OF PAGES INCL. COVER: 4 RE: FOOTING INSPECTION ❑ URGENT ❑ FOR REVIEW ❑ PLEASE COMMENT ❑ PLEASE REPLY Attached please find a revised plot plan that matches the floor plan and a report from Mr. Robert Pride, the geo -tech engineer of record with his observations on the foundation and the soil conditions. The homeowners have re -flag the survey markers on the lot and will be present for the next inspection to physically point them out so you can confirm the setbacks. The only correction required by Mr. Pride was on the clean -out at the northeast comer. Please let us know whether or not we must obtain another report from him confirming the correction before we can schedule a re- inspection by the City. FOX HOMES LLC • 2615 JAHN AVENUE NW, STE, E•4 4 GIG HARBOR. WA 98335 PHONE: (253) 858.2614 • FAX: (253) 858.5221 Nov. 17 2003 10 : O3HM P1 0 PLEASE RECYCLE RECEIVED N � �11r 1 . r" , J 4� 1 , 7 2. O3 DEPARTMENT 207 1 p YOd�Q e 107 6 I- 144.0 12 0 90 106.6 z ce LL w z 0 a 5.50 TION LAND CLAIM ' ER TO a J'472 � ( 6) CONCRETE A \ LP.QRi;ONFLI T IO 1- z o °i 01 0 101 1 Y: UI C( P( PI-tAV k %ip4 -14c. � 1 in klP AV E 40. viA gk I nv PEt2M t NO C?03 - U W = Mr � . u i 0 RIN4 C= 0 • 270 2 u. W = LU I W z S z FROM : FIX —HOMES PHONE NO. : 2538585221 Nov. 17 2003 10:04AM P3 FIELD MEMO Canwlting Engineer FOUNDATION EXCAVATIONS FROM : FOX -HOMES FOUNDATION EXCATTONS: PHONE NO. : 2538585221 Nov. 17 2003 10:05AM P4 • Footing trenches for house and garage expose stiff gray silts and stiff sandy silts (weathered lacustrine deposits). Z • Exposed bearing soils are approved for design value of 2,000 psf. ce -J C.) • Drain gravel in NE corner of footing area should be removed to depth of about 4" co o to 6" to expose native soils. Excavation clean -out should extend 3 to 4 ft. to south w= and west from corner. -I F- • o • All footing areas are approved with recomm. clean -out @ NW corner. g a a 1 w Z = E- O z1- 11J Lu U � O - 0 H WW li- g : .. Z w U = . O~ RED° ; R (E tLif NOV f`]3}tlj I . 1 2003 .Z Sep 25 03 07:50a ROBERT M PRIDE INC APPENDIX A Summary Logs of Test Pits 1 - 7 425 814 5672 p.7 Z _ �; � 6_ i 00 W =' J i co LL w LL Q N D Z d . I-w I Z � i- 0 Z uj O = O H. w • w . L I t •.Z — I ~ O Z Sep 25 03 07:50a ROBERT M PRIDE INC 4.1 w 2 - Surface Conditions: Northern Ruilding line 4. w -Ft Thig log it part of the twit prupun.d by Yonemitsu Geological Sern'ocs (YUS) for the mooed ro.tt and .should he rend tof with that report for complete tot l ion. This swrLn --i- t a pplies only at the location of this trot* al the l nue ofexcavation. Subsurface condawns muy is 0 eltuov at location with the paxsal a of lm,e. The data presented are a simplilicnnon of uetuul ' umdtdoas eatcountcrcrl. m Stti. t_, In . LOG OF TEST PIT NO. TP -1 DESCRIPTION hill SILTY SAND WITH GRAVEL; Ply, fine to medium, trace roots, scattered brick fragments; medium dense, moist c. 425 814 5672 p.8 PROPOSED TRAVONG RESIDENCE Tukwila, Washington For Robert M. Pride Yonemitsu Geological Services (YGS) Engineering Ceolog)+ and Applied Earth Sciences Elevation (Appmx.): Dug to refusal on ooncrete stab; c ompletead and bockfilled on 1/17/03. Na grounwater cneountrreJ during test pit excavation. vrojoet HO. 02- 700029 r'Lyute MO. A -1 :�,:ti ✓�t.. SLY. i1..LYa'Jd':�Mi»:++_.... _. Sep 25 03 07:50a ROBERT M PRIDE INC LOG OF TEST PIT NO. TP -2 Surface Conditions: Northeast building corner Elevation (Approx.): • I ; I W �M i 2 3 4i 5- 6 7-i 8 9 � 10— 11 L 425 814 5672 p.9 This log is pan of the rcpon pnpored � Yunnaibu Geological Service (WS) far the named project and shook! he rend together r wit 1 tl)Jt i j ort For complete interpretation. Thee gnmmury applies only at the legation orthis trench at the lute ofcxwwtiuu. Subsurraoe condition.; may t.'hwtgc tit location with die passage nrnme. The data preauttud etc o simplification ()factual condttw encountered. DESCRIPTION Fill SILTY SAND WITH GRAVEL; Gray -brown mottled rust, fine to mtxlium trace concrete rubble, boulders to 3 -foot diameter, rcattutxl wire pipe and bricks; medium dense, moist ✓ Old Soil 1 1orizou 1 SILTY SAND WITH GRAVEL; brown fine to medium trace wood fragments, logs and roots; medium dense, moist Cutluviuttl SILTY SAND; dark broom, fine to medium , NC:Ri t:red rook and gravel; medium dense, moist Glacio- tocutrine Deposits SANDY SILT; way, fine thinly boddutld with silt and silty sand; very dense, mnict Bottom of test pit at depth 11.0 feet; complcicd and bat:kfiled on 1/17/03. No groundwater crieOu ttl', n d during test pit excavation PROPOSED PHAVONC RESIDENCE Tukwila, Washington For Robert M. Pride Yonemitsu Geological Services (YGS) Engineering C;eoloU and Applied Earth Sciences L 3 o]ect no. U2- 700029 Y'l CI Irt' NI1. A -2 • • mot Sep 25 03 07:51a ROBERT M PRIDE INC LOG OF TEST PIT NO. TP -3 Surface Conditions: Nurtfwe.1 building corner Elevation (Approx.): at • � U, w 1 2 3 6• V) I 1.8M M n► O •'- 425 814 5672 p.10 This log is part of the report prepared by Yoncmitsu Gcolo gicvl Scrviw (Y(S) rot the mimed procct and Should be reud together with that Tenn for eumplcto ulterpDretut,On. This summary app a only at the locution 0i trench of the time of excavation. Subsurthec conditions may change to location with the pamge of time. The data pr are simplification of actual conditions cnommILTCd. Al 6:0 encountered slab concrete layers SILTY SAND; brown fine to medium. trace concrete rubble up to 2 -lion diameter, and brick fragments; medium dense. moist. DESCRIPTION fill Bottom of test pit at depth ot feet and dug to refusal; completed and backfillcd on 1/17/03. No groundwater encountered during test pit e,u ivelion. PROPOSED fillAVONG RES>[BENC:F. Tukwila, Washington For Robert M. Pride Yonemitsu Geological Services (YGS) En &ineering Goology and Applied Earth Sciences Projcr•.r No. 02-700029 Figure No. A -3 u) i , t - ' i t, c. v E ca I ta __,v 3 i 4 5 6 1 7 8 LOG OF TEST PIT NO. TP-4 Surfdcx: Cuncliiions: Western building line .... V V . . V V . I.. • DESCRIPTION Elevation (Approx.): This log is part ot'thc rcpurt pre4purt:d by Vonemitw Geological Scrvicc (YGS) for the named pro t•cr and should he road to eUi r with that icp Ort for complete interpretation. This summary amities only at the location of'this vcnctt at the t ime 01 cxtaavutiun. Suksutfatx conditions may ■ change, at location with the passage of time. '11te data presottl:d 1% o simplification of actual ! condit cnecutntcred SILTY SAND; brown fine to medium, s need concrete fragments up to 2 -Iixt diameter, bricks, metal drain tile; medium dense, moist 1 Glacio- Lacustrine Deposits SANDY SILT; gray, thinly bedded with silt very dense, moist I t Bottom of test pit at depth 8.0 feet; completed and back on l /17 /03.No Groundwater cncounicnxl during led pit cxtaivatiini. PROPOSED PHAVONG RESIDENCE Tukwila, Washington For Robert M. Pride Yonemitsu Geological Services (YGS) and App pp in lie d Barth Gen s a Sciences PYOjFCL No. r• 02- 700029 3•itplre Nn. A-4 .- rc:;:.':......::xr, e, .,, .;.,.:.,u•- +- �a<s.x�... Shwa,:. v: s.. ri,: s. ;;..:'fi.S .' w'. 1u;.. t.:iR,:S,ti.:.:Ers�s;:: ?:.:...�. Sep 25 03 07:51a ROBERT M PRIDE INC 1 2 4 -J 5 425 814 5672 p.12 LOG OF TEST PIT NO. TP -5 Surface Conditions: Southwrart building corner Elevation (Approx.): cl i' to ) 1 413 to a.' 4r ) 00 G) Tr) ny This log is art of the report prepared by Yonetnitcu Geological Savlas (YOS) for,the normal U project and should be read together with that report the complete mruprcut,un. 'nos sumnmry -r -+ upptits only ut the location ofthis trench yr the time nfc'c vstinn. Subsurface conditions may L 0 ange at luwtiott with the pu�suge ufunn. The data presented arc a simplification nfactnal L1 A }` . amrh 'rims+ encountered. af r.1 r'1 corn : iA S1 isi� i IVl`1 Fill SILTY SAND WITH GRAVEL; gray, line to medium, trace roots, scattered brick • augment; and concrete; medium dense,wet t/ • • • • • • • • Glacio- Lacustrinc Deposits SANDY SILT; gray, thinly bedded with silt very dense. moist _i_ B ottomof test pit at depth 5.0 fact; c;ornpleted and baekF 1ul on 1 /17 /03.No Cithundwntcr cncountcrcd during test pit excavation. I PROPOSED PIAVONG RESIDENCE Tukwila, Washington For Robert M. Pride Engineering Geology Yonemitsu Geological Services (YGS) and Applied Earth Sciences Project No. 02- 700029 h .gure tto. A -5 • • • Sep 25 03 07:51a ROBERT M PRIDE INC 4 • • I 2 3.1 5 LOG OF TEST PIT NO. TP-6 Surface Conditions: Southeast building corner Monition (Approx.): •a I a 141-) 1 1+. U WI' WI' . .!r V1 U0'.1- Thin lob ie pan orthc report prepared b Yun anilsu ( h uIui iud Spviva orris) far the named projccr and !thank! he rend toi�aher with tout report fin complete under retatton. 'this s ummary applies tmly at the !option alibis trench at the time ot'excavation. Subsurfuir conditions may dtune,e ut luu' ition with the passagg of rime The data pre:cnted arc a avtrplifiuttiuu of ectunl tutldttiuns encountered. SANDY SILT; gray -brown mottled rust, fine: medium dense, wet rlacicr- Lacustrine Deposits _... ...,, SANDY SILT; gray, thinly bedded with silt very dense, moist Bottom of test pit: at depth 4.0 feet; completed and backfi on 1117 /43 .No Groundwater encountered during test pit excavation. • PROPOSED PHAVONG RESIDENCE Tukwila, Washington For Robert M. Pride Yonemitsu Geological Services (YGS� � nsitteerins `tmIol and Applied Earth Seim= 425 814 5672 p.13 DESCRIPTION Colluvium/Fill Pcu .seen: Nu. 02- 700029 viryurr. nu. A-6 Sep 25 03 07:52a ROBERT M PRIDE INC 1 2 . LOG OF TEST PIT NO. TP -7 Surt cx Conditions: center of building Elevation (Approx.): This log is pan of the report prepared by Yoncmltsu Geological Setvia* (YGS) fur the named ro ect and Should be read to with 'hut rcpnrt fin m lote elation. Ibis summary t�Mha w m applies only at the locar'nn of this trench at the time of excavation. Subsurlaa; conditions ma ,d'angge at locution with the passage of time. 'Mc darn presented are a :nmplificalttn' of actual unt'litiuns a'wuntered. • or • dI 1 .r 0o DESCRIPTION Fill SILTY SAND WITH GRAVEL; gray, fine to medium, trace pea gravrl, scattered concrete fragments and concrete; medium dense,wct Clacio-Lacustrine Deposits ,, SANDY SILT; gnly, thinly bedded with silt very dense, moist ,,,._..__...._..... • Bottom of test pit at depth 2.5 feet; completed and back !Mix! on 1/17/03. No Groundwater eneounteted during test pit exctvation..7 PROPOSED PHAVONG RESIDENCE Tukwila, Washington For Robert M. Pride Yonemitsu Geological Services (YGS) L'ngineering Geology and Applied Earth Sciences 425 814 5672 p.14 t Nn. 02- 700029 figure tJO. A -7 .... w.. ai..a.l.+uW.$....�.. .,. �alJV.kw. “a41. MY•A.VL. .. 6M...4 CITY OF TUKWILA LEGAL OWNER INFORMATION SHEET Project Name: QN tw ()NCB esi DEj)C5 Please Indicate the Legal Owner's Name and the Type of Signature Block that the Owner uses for Signing Legal Agreements, Deeds, and Easements that will be recorded. (NOTE: Errors ►vill cause a delay in permit approvals) All billings and financial information will be sent to this address unless otherwise noted. Owner's Name: Address: btlknson anck Vharn ph e.r21 Pha•t Q3 (Please print) Individual(s) Partnership _ 1 U2nc kle 5 . `rit Oils LOA 1sI(01 Phone Number: (2 'Z.4 2..-0(o75 FAX Number: ( Corporation L.L.C. Parcel Number(s) 1 3L Q(.o 0 - 0 53 (Tax Code Number) (Six Digits) (Four Digits) Legal Description/STR V4, SEC , TWN , RNG Legal Description Attach an 8 1/2 X 11 -inch bond paper sheet *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Please indicate where legal documents are to be sent for proper signature and execution. B3uunson cuM Pla \Mo Contact Person: To, Pkawn() (Please rint) Address: (p 32e� Company Name: Company Name: &u { —tit (A)IPt 90 cog- o3 Phone Number: (Za 2 -4 2 - -0(0 FAX Number: ( ) *********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Please indicate where civil plans are to be returned for plan review correction. tt.4n50n ti Khamp44eori PkO\JG �" J Contact Person: }�- t P YIc \J (!Y� (Please rint) Address: -- Pb (9% R)1) (M cg- a ?ZL Phone Number: (7 -7- 4 2 -' 0 6A5 FAX Number: ( ) pplicant/ • gent Signature 09'2-cv o Date 1•1" EXHIBIT A LEGAL DESCRIPTION OF PROPERTY 1 • W Oia O 0 . PARCEL A w w THE WEST 90.00 FEET OF THE EAST 170.00 FEET OF TRACT A OF Lux ROBOINS VIEW TRACT ADDITION TO RIVERTON, ACCOROING TO PLAT w u RECOROEb IN VOLUME 17 OF PLATS AT PAGE(S) 90, IN KING COUNTY, W O WASHINGTON: g EXCEPT. THE SOUTH 310 FEET THEREOF. g a TOGETHER WITH EASTERLY HALF OF VACATED 40TH AVENUE SOUTH. u_4( co = d PARCEL 8 . Z w. A NON- EXCLUSIVE EASEMENT FOR ROAD PURPOSES OVER THE NORTH 1-0 50 FEET OF THE EAST 80 FEET OF SAID TRACT A; Z I- uj • 0 O • Y 0 H W W • 0 - O: ▪ Z U= 0 Z WHEN RECORDED, RETURN TO: City Clerk _ z City of Tukwila z 6200 Southcenter Boulevard 'w Tukwila, WA 98188 6 D JU 00 N J H Reference Number(s) of Related Document(s): u. w Grantor: Bounson and Khampheng Phavong J u_ Grantee: The City of Tukwila = a I- al z Legal Description (Abbreviated): A Portion of the NE1 /4 of the SW 1/4, Sec. 15, T. 23 N., o R. 4 E., WM. w Full Legal Description is found on Exhibit A of this document. v D- o I— Assessor's Tax Parcel ID Numbers: 736060 -0531 = w u' o. ..z SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT �= H This covenant and hold harmless agreement is entered into between Bounson and Khampheng z Phavong, husband and wife, ( "Grantor), and the City of Tukwila, a Washington municipal corporation ( "Grantee "). RECITALS WHEREAS, Grantor owns and has applied for necessary permits to develop certain real property (the "Property ") legally described in Exhibit A, which is attached and incorporated by reference. WHEREAS, a portion of the Property contains sensitive areas of potential geologic instability (potential slide areas) as depicted in Exhibit B, which is attached and incorporated by reference. WHEREAS, as a condition of the issuance of construction permits for the Property, the Grantee required the Grantor to execute and record this "Sensitive Area Covenant and Hold Harmless Agreement" to hold the City of Tukwila harmless from all loss incurred as a result of any landslide or seismic activity, or soil disturbance. WHEREAS, Grantor assumed this obligation in order to obtain said construction permit No. D03 -200, issued on , for the Property. WHEREAS, Grantor has performed a geological report, prepared by Robert M. Pride, Inc., dated January 19, 2003. WHEREAS, the parties agree that this agreement constitutes an arms length, bargained - for agreement, which includes a waiver of liability that runs with the land for risks created by the proposed use of property because of the shape, composition, location or other characteristic unique to the Property sought to be developed. NOW, THEREFORE, the parties agree as follows: AGREEMENT 1. In consideration of Grantee issuing development permits, which constitutes good and valuable consideration, the receipt of which and the sufficiency of which the Grantor hereby acknowledges, the Grantor shall defend, indemnify, and hold the Grantee, its officers, officials, • employees, agents, and assigns harmless from any and all claims, injuries, damages, losses, or suits, whether brought by grantor or third parties, including all legal costs and reasonable attorney fees, arising out of or in connection with any injuries or damages to persons or property caused in whole or in part by any landslide or seismic activity or soil disturbance on the Property, legally described in Exhibit A, which is attached and incorporated by reference. 2. Grantor on its own behalf and on behalf of its heirs, successors and assigns hereby waives any right to assert any claim against the Grantee, its officers, officials, employees, agents, and assigns for any loss, or damage to people or property either on or off the site resulting from any landslide or seismic activity or soil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property. except only for such losses that may directly result from the sole negligence of the City. 3. Grantor will inform its successors and assigns of said Property that the Property is in an area of potential geologic instability (potential slide area), of the risks associated with development thereon, of any conditions or prohibitions on development imposed by the City of Tukwila, and of any features in this design which will require maintenance or modification to address anticipated soils changes. 4. Grantee's inspection or acceptance of any of the Grantor's construction or other work either during construction or when completed shall not be grounds to avoid any of these covenants of indemnification. 5. This covenant and hold harmless agreement shall be a covenant running with the land and the rights and obligations contained herein shall run with and burden the Property, including each parcel comprising the Property and shall inure to the benefit of and be binding upon the Grantor and Grantee, their successors and assigns. '+n;m S' bw.tin..lr' Y Wino . EXHIBIT B DEPICTION OF SENSITIVE AREAS wrr ,t w.Rw;taw,..�.n+x. ..n a....«a.041 .r...a, rc ta43.4. ....: r. 8 .a.r.:.: . Y.:+ . .... ...�+ i<�i+:dJ.+.if.a�iA'4M'S4i?!M#. w^.'.x� .vl!•ui.ec... +�. rear. m.... �..,... - ...vw+ IN WITNESS WH this day of REOF, said individuals have caused this instrument to be executed , 2003. 1 �uthorized Signature 1 i ature Z� STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that 'r'\'A Va& Kaki Lw) and r‘ c, m Q r\o1/4.0 r is /are the person(s) who appeared before me, and said individual(s) acknowledged that he /she /they signed this instrument and acknowledged it to be his/her /their free and voluntary act for the uses and purposes mentioned in this instrument. Dated & L. �4 ''- 4 °55 NOTARY - c PUBLIC OF ii\ip5,0% `) vac_ pt Notary in for the Sta�f Washington y ashington residing atf-e My appointment expires — 1 —0 - mss DATED this day of , 2003. GRANTEE: CITY OF TUKWILA ATTEST: Mayor City Clerk STATE OF WASHINGTON ) ss. County of King ) On this day of , 20 , before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared and , known to me to be the Mayor and City Clerk, respectively, of CITY OF TUKWILA, the municipal corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said municipal corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he /she was authorized to execute said instrument. WITNESS my hand and official seal hereto affixed the day and year above written. print name NOTARY PUBLIC in and for the State of Washington, residing at z i~ '~ w J U 0 0. U) 0 . • w; w g � co LLQ I a. 1- w z �. Z o. w O O. O -' •0I-- = U` I- LL. ~O z - I 0 I- z Filed for record at request of: Lounny Sisaiyaket PO Box 68324 Seattle, WA 98168 -0324 STATE OF WASHINGTON County of King DRIVOION 20030715001863 P U BL IC EAS 19.00 PAGE 001 OF 001 KING COUNTY, WA Z Easement Grantor: Kenneth R. Ball Grantee: Lounny Sisaiyaket and Phetthanou Sisaiyaket Abbreviated Legal Description: Esmt across Ptn Tr. A, Robbins View Tract Assessor's Property Tax Number: 736060 -0531 and 0271. THE GRANTOR Kenneth R. Ball, a single man, grants to Lounny Sisaiyaket and Phetthanou Sisaiyaket, husband and wife, an easement for ingress, egress and utilities over, across and under the following described real estate, situtated in the County of King, State of Washington, as the servient tenement: North 50 feet of the East 80 feet of Tract A of Robbins View Tract Addition to Riverton, according to Plat recorded in Volume 17 of Plats at page 90, in King County, Washington; for the use and benefit of the following described real estate, situated in the County of King, State of Washington, as the dominant tenement: The west 90.00 feet of the east 170.00 feet of Tract A of Robbins View Tract Addition to Riverton, according to Plat recorded in Volume 17 of Plats at page 90, in King County, Washington; EXCEPT the south 310 feet thereof, TOGETHER WITH easterly half of vacated 40th Ave. South; Said easement. together with any limitations or restrictions thereon and any other agreements on maintenance or use thereof, touches upon and runs with the land of both the dominant and servient tenenments. Dated hmei i / / , 2003. Kenneth R. Ball On this day personally appeared before me Kenneth R. Ball to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that he signed the same as his free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my hand and official seal 3e , 2003. State of Washington NATASHA A M ACO8A My Appointment Expires May 22, 2007 (Print name of Notary above.) Notary Publi for the State of residing at Y . My commission expires 039-10/ Jun 21 2004 10:11AM Flensburg Engineering 360 - 835 -0725 p.1 June 2, 2004 John DeGroot Fox Homes LLC 2615 Jahn Ave NW Suite E -4 Gig Harbor, WA 98335 Dear John DeGroot, Jeffrey T. Flansburg Enclosures (I) FLANSBURG ENGINEERING 1143 43' Street Washougal, WA 98671 (360) 835 -0372 (360) 835 -0725 Fax flansburgOcomcast.net Subject: The Patty Phavong Residence The purpose for this correspondence is to reply to four framing items listed in a correction notice during a recent framing inspection by a City of Tukwila Building Inspector for the Phavong Residence: Anchorbolts ® Interior Shearwall In Basement Retrofit 5/8" diameter Simpson Wedge -All fasteners a minimum of 4- inches into 5/8" diameter holes in the concrete at the scheduled spacing. Hoidown Location at Shearwalla Adjacent to Front Entry The original structural drawings specify shearwalls with a minimum length of 3' -7" at this location on sheet S3. Apparently the holdowns have been installed at a distance of approximately 24- inches apart from each other. Option 1; this narrower shearwall length requires that the specification of all four (4) shearwalls across the front of the residence at this level be increased to type "C ". This requires additional nailing as well as 3x studs and blocking at Intermediate sheathing joints within the shearwalls. Nailing may be difficult if the exterior siding has already been applied. The interior side of the shearwalls may be sheathed as type "C' shearwalls. This option does not require modification to the holdown locations. Option 2; Retrofit new rods for the hoidowns in the proper location as specified In the original engineering. Note that the epoxy use for the retrofitted anchor rods requires special inspection by an independent Special Inspection Agency. This option does not require modification to the shearwall specifications. Please refer to the attached retrofit holdown and hole preparation details. Interior Partition Wall Framing Interior non -load bearing walls that.are not shearwalls may be framed with studs at 24" on- center. If you have any questions, please call. Yours sincerely, J PPj?-F 7' -/: CDxumerns and 9a11IngeVerfrey T. Flansbury,My Doeumeite\20031324 Phavonp1724 Fiat' IZ XPIRE maimA, S .11`... g?' Q Y 1 JUN 2 4 2004 BUILDI DEPARTMENT •r Jun 21 2004 10:11AM Flensburg Engineering 360 - 835 -0725 p.2 JTF THE PATTY PHAVONG RESIDENCE FOX HOMES LLC CONSTRUCTION SERVICES 21- Jun -04 324 pp. CS1 To CS4 4165 Su Qpom+u.. [,AL. wvATcow9 A 6 bekt frivb CC. pAuy ft- ohm. PAt 3 (0 4 0 L & t Tea. RECEIVED JUN 2 4 2004 G DEPAR NT FLANSBURG ENGINEERING 1143 43rd Street Washougal, WA 98671-6601 (360) 835 -0372 (360) 335-0696 Fax Flansburgacomcast.net Jun 21 2004 10:11AM Flensburg Engineering � r t. •1• • t , _.. _ 4 . 1. . . . t . ate iti - -. " n eying _ _ :.... erc :. a . , •a e n ery ces- 9 4 T • Washou aI•�WA'.9867r-66g1--•; °',' (36 i-8'35w07 5 . fax g 4) . , • ., . ... .._ ., ...� ; . . .,. .. ..,. . ,1 0 .. , ..... ... , ... .... • • , •...• . - ; ... i $N ` j { • C 3 • ..Gl PV414 _ �.:...._ .SIB .. L3 VK► 604 I w-sT ik uAio . c.� t' ! _ 301 tu4;u U1+►t•....; 9+4 +40 t;t)o w Ng: ; I 380- 835 -0725 :. .:::......:._ ::'P!r!Jeict, 11 9 2 .µgag cs1 • ` . p. r.. - sA:r.S!.t . r 37.._- ..s • ,�; • .... :: . . ... .. • .... ice' .. G • • ; . i. ._,..J _• •■-. " - , - - • • • i _ • : I r ..1._. . _ t' • l • JUN 2 4 200 BUILDING DEPARTMENT • ' FLANSBURG ENGINEERING Jun 21 2004 10:12AM Flensburg Engineering 360 - 835 -0725 p.4 Commercial and Residential Engineering Services 1143 43rd Street (360) 835 -0372 Washougal, WA 98671 -6601 (360) 835 -0725 Fax RETROFIT 5/8" 0 SIMPSON WEDGE -ALL ANCHORS 4" MIN. INTO EXISTING CONCRETE FOUNDATION. REFER TO SHEARWALL SPECIFICATION AND SCHEDULE FOR SPACING REQUIREMENTS. EXPIRES 12 • Q' - 04 i W11t AIL AT - 13A-76 M{01 Sc-A(, udi PouNA AT tof -f -FiDar 044 fr Lo 25 RETROFIT ANCHORBOLTS SHEARWALL Project #324; Page CS2 RECEIVED JUN 2 4 2004 DEPARTMENT NT HOLDOWN MARK SIMPSON MODEL # No. OF SIMPSON SOS 114X3 WOOD SCREWS THREADED ROD 4) DRILL BIT 4) MIN. ROD EMBEDMENT IN CONCRETE 0 PHD2 10 5/8" 3/4" 10" 02 PHD5 14 5/8" 3/4" 10' 03 PHD6 18 7/8" 1" 15" O4 PHD8 24 7/8" 1" 15" O HDQB 20 7/8" it 17" Jun 21 2004 10:12RM Flensburg Engineering 360 -835 -0725 p.5 FLANSBURG ENGINEERING Commercial and Residential Engineering Services 1143 43rd Street (360) 835 -0372 Washougal, WA 98671 -6601 (360) 835 -0725 Fax Project #324; Page CS3 FULL BLOCKING A -36 THREADED ROD SIMPSON STRONG -DRIVE 1/4X3 WOOD SCREWS Li LCXP1RES /Z •04 ' dY EM DBL. STUD OR 4X AT END OF SHEAR WALL #4 BAR (MIN. SHOWN) PHD OR HDQ HOLDOWN 3'- 5" ECEIVE 2 4 2004 D PART USE SIMPSON "SET" ADHESIVE. FOLLOW MANUFACTURER'S INSTALLATION INSTRUCTIONS. SPECIAL INSPECTION REQUIRED. CONCRETE f'c = 2500 psi RETROFIT PHD & HDQ HOLDOWN DETAIL T D Z W 00 co J U) w w J w co d = W H Z � 1-0 Z 0 D ON CI 1— H� u Z W = 0 Z Jun 21 2004 10:13AM Flensburg Engineering FLANSBURG ENGINEERING Commercial and Residential Engineering Services 1143 43rd Street (360) 835 -0372 Washougal, WA 98671 -6601 (360) 835 -0725 Fax DRILL DRILL BLOW BRUSH REMOVE DUST FROM HOLE WITH OIL -FREE COMPRESSED AIR. CLEAN WITH NYLON BRUSH AND BLOW OUT REMAINING DUST, NOTE: DUST LEFT IN HOLE CAN REDUCE THE EPDXY'S HOLDING CAPACITY. NOTE: THIS PROCESS IS NORMALLY NOT ACCEPTED BY LOCAL BUILDING OFFICIALS UNLESS IT HAS BEEN SPECIALLY INSPECTED. CONTACT OUR OFFICE OR A SPECIAL INSPECTION AGENCY FOR INSPECTION AFTER THE HOLES HAVE BEEN DRILLED. DRILL HOLE TO SPECIFIED DIAMETER AND DEPTH. EPDXY 4. • 1• • • • FILL DISPENSE BEAD OF EPDXY OFF TO THE SIDE TO CHECK FOR PROPER MIXTURE (A UNIFORM COLOR) BEFORE USING. FILL HOLE HALFWAY. STARTING FROM BOTTOM OF HOLE TO AVOID AIR POCKETS. WITHDRAW NOZZLE AS HOLE FILLS UP., f FxPmEs /2 •DQ-oy • INSERT INSERT ROD RECEWED U1 2 4 2004 BUILDING DEPARTMENT ANCHORS MUST BE CLEAN AND OIL FREE. INSERT ANCHOR, TURNING SLOWLY UNTIL THE ANCHOR CONTACTS THE BOTTOM OF THE HOLE. DO NOT DISTURB DURING SET TIME. A SMALL AMOUNT OF EPDXY SHALL BE PUSHED OUT OF THE HOLE AS THE ROD IS INSERTED TO ENSURE THE HOLE IS FULL OF EPDXY. 2a HOLE PREP. FOR EPDXIED ANCHOR RETROFIT 360 - 835 -0725 p. 6 F Page CS4 .Aa TO:GREG COMPANY:OSO LUMBER PHONE NUMBER: 425 - 754 -7993 NOTES /COMMENTS: Greg, Thank you, FOX HOMES, LLC Anne FACSIMILE TRANSMITTAL SHEET FROM: ANNE FAX NUMBER: 360 -435 -3258 DATE: 5/7/04 TOTAL NO. OF PAGES INCL. COVER: RE: PHAVONG TRUSSES ❑ URGENT ❑ FOR REVIEW ❑ PLEASE COMMENT ❑ PLEASE REPLY Here is the location of the furnace and what trusses it is sitting on for the Phavong house. Please let me know if you have any other questions. FOX HOMES LLC • 2615 JAHN AVENUE NW, STE. E -4 • GIG HARBOR, WA 98335 PHONE: (253) 858 -2614 • FAX: (253) 858-5221 4 F= MAY 0 7 2004 I . ❑ PLEASE RECYCLE RECEIVED JUN 2 4 2004 DEPARTMENT -(3--)._o • co ; cn o u) N 0 CD : o CO : w ec CL • • . t0 Jamoago 6uottet4d-xol :clop lunoo3v 0) °O Q-5Uj38dS t CC 00:9 4-:::9(41ssa:10,0): Asd pO'Cl‘f:a!‘11:0 • jsd isd.orysz *Bupeollood ' „ . 1:A n '1 4A a 9 Jfl1OSO - • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN • THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 03/17/2004 15:29 Job Nark 041324r T2AR U#0227 J#041324r Fox Homes - Phavong CSI TOP 0.76 BIM 0.91 WBS 0.27 7 -4 -3 HO 4 -3 5L120213I TC 220000 • Robbins Online Plus -- version 16,0.023 RUN DATE: 5 -13 -04 SIZE LEER FS 2X 4 HF -02 1275 2X 4 207 - 1275 2X 4 SW-STUD 745 LATERAL BRACING: TOP CHORD - CONTINUOUS HTM CHORD - 120 IN. OC TRUSS SPACING - 24.0 221. STANDARD LOADING men STRESS INCREASE: 15.0% PLATS STRESS INCREASE: 15.0% LOADING LIVE DEAD (PSF) TOP CEP 25.0 7.0 11TH [BD 0.0 10.0 TOTAL 25.0 17.0 42.0 CONCENTRATED LOADS (1.53) 8 0 (LIVE) H 40 (DEAD) 1 I 0 (LIvr) I 40 (DEAD) SUPPORT CRITERIA JT REACT WIDTH JT REACT WIDTH LHS IN-SX LOS IN - A 1355 5 8 C 1213 5 8 LOAD CASE Ni LUMBER STRE09 INCREASE: 15.0% PLATE STRESS INCREASE: 15.0% LOADING LIVE DEAD (PSF) TOP CHD 25.0 7.0 B')24 CAD 0.0 10.0 TOTAL 25.0 17.0 42.0 CONCENTRATED LOADS (LDS) I 0 (LIVE) I 40 (DYAD) / �/ • 0 J (DEAD) T (DEAD) � 40 O SUPPORT CRITERIA JT REACT rIDTS JT REACT WIDTH Lfl . iM -sx LDS IN -9X A 1349 5- 8 C 1218 5- B LEFT RIGDT REEL OZN - 4SX OIN - 4SX 3604033244 QUA/1 5 2x3.`• 7x3 623 d 4x4= W :oue V 8:1355 0: 99 3x6= 8 -1 -9 7 -3 -4 9 -6 -3 7 -6 -4 14 -0 -0 212 -0 -01 0 0 0 0 4x6- e SPL . 28 -0--0 ALL PLATES ARE LOCX20 Enq.in?ering, Inc. /Online Flu*" APPROX E4E24BR CST P(LBS) 2481ST 2452ND X - 9 0,52 1710 C - 490 - 2147 19-L 0.52 1710 C 2147 490 1.-c 0.76 1805 C -490 -3116 G -c 0.76 2012 C 3116 -1946 =OTTO4 CHORDS A -S 0.91 1805 T 524 5 -0 0,78 1201 T 2369 R -I 0.65 1201 T -1061 I -J 0.65 1201 T -1784 J -D 0.78 1201 T -588 D-C 0.91 1805 T 2369 WEBS £ -E = 412 C S -B - 714 T S - w 714 T O -0 = 412 C � Type Span P1-H1 Left OH Right OH FI 280000 , 6 2- 0- 0 0 -2369 1061 1784 588 -2237 -525 DL+LL parr. m 0.38" AT I LL DEFY = 0.10" < BRG -SPAN /240 SPAN /DEFY (DL +LL) ■ 809 Plating conforms to UBC. Plate values nay be verified with Robbins Engineering, Ina. Grip values aro based on gross area toot. Lumber is SPF -S exoopt ae shown otherwise. PLATES - 20 GAUGE LOCK GRIPPING 503 -248 PSI PER PAIR INCLUDES 15.01; INCREASE TENSION 1339- 465 PLI PER PAIR SWEAR 794- 506 PLZ PER PAIR JT TIPS PLATE 822E X Y A 2001 4.00PX 4.00 5.0 3.5 O 3010 4.00 X 6.00 CTR 2.2 C 2001 4,00 X 4.00 5.0 3.5 D 1010 3.00 X 4.00 CTR CTR • 1010 3.00 X 4.00 CTR CTR F 1001. 2.00 X 3.00 CTR CTR G 1001 2.00 X 3.00 CTR CTR D Z 1100 3.00 X 6.00 CTR 0.2 J (Azk.).\.■_gy- 3 0 `r z" ► 3 S OSO TRUSS MENDS CSI P(Lfl9) M0107 M82ND TOP CHORDS A -F 0.76 2012 C 1946 -3116 F -E 0.76 1805 C 3116 490 Robbini Englneern2. Inc /Online PIw'- O 1456.:004 Vamlan 16,0 02.1 Eneriew np . Pwvml 0511 IO4 3 6 7 M Pegs: I Y 1 4 2004 7 -6 -4 8 -1 -9' 20 -8 -12 I 28 -0 -0 19 - - 13 I 26 -0 -0 TRUSS WEIGHT: 162.7 LBS REVIEWED BY: Robbins EnginoR . nq, F.O. Box 280055 Tampa, FL 33682 HO 4 -3 ri W:500 R:1218 U: 31 Inc. 4x4= C REFER TO ROBB NS ENG. GENERAL NOTES AND SI1HOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Scale: 0.183 1' NOTES: 1. TRUSSES r01NVFi'ACTPR.ED BY - 050 LMBR -TRUSS Dry. 2. EMPIRICAL ANALOG XS USED. 3. WIND LOADS - ANSI /ABCE 7 -98 TRUSS IS DESIGNED As A MAIN WIND -roncx RES SYSTEM FOR EXTERIOR ZONE LOCATION WEND SPEED - 85 MPH MEAN ROOF HEIGHT - 15' EXPOSURE CATEGORY - S OCCUPANCY FACTOR - 1.00 SNCL08AD BUILDING. TC DEAD LOAD = 4,0 PSF BC DEAD LOAD - 6.0 PSF 4. ARCROR TRUSS POR A TOTAL HORIZONTAL LOAD 07 110 LBS. 5. FASTEN TRUSS TO BAG A FOR 97 Lag OF UPLIFT, WWHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. PAGE 02 Engineering 704051435 RECEIVED JUN 2 4 2004 DEPARTMENT TRANE' XR 80 nu ar,11:l:,nit:r '1111 i:n? .uc,c m dv1' XR 80 A • XB 80 Effective 6/1/03 Unit Model No 'd Table FU-6 -A - XR 80 Single Stage, Upflow/Horizontal Left or Right Induced Draft Gas Furnace (115/1/60) Airflow In Tons Unit Model No. TUD040C924K TUDO40C930K TUD060C924K TUD060C936K 7U0080C924K TUD080C936K TUD080C948K TUD080C960K TUD100C936K TUD1000945K TUD100C948K TUD100C96OK TUD100C972K TUD120C9s4K TUD120C960K TUD140C960K Table FU - 6 - 13 - XR 80 Single Stage, DownflowlHorizontal Left or Right Induced Draft Gas Fumace (11511(60) Airflow Nominal Flue Uncrated Shipping in Output Size Ignition Dimensions (in.) Weight Max Fitter Tons (Btuh) AFUE (in.) Device H x W x 0 (lbs.) Fuse' Sizes 2 31,000 78.0 4 Silicon Nitride 40 x 14'2x28 119 15 (2) 14 x 20 x 1 2 48,000 80.0 4 Silicon Nitride 40 x 141/2 x28 129 15 (2) 14 x 20 x 1 3 48,000 80.0 4 Silicon Nitride 40 x 14'/ :x28 129 15 (2)14 x 20 x 1 3 64,000 80.0 4 Silicon Nitride 40 x 172x28 146 15 (2) 14 x 20 x 1" 4 64,000 80.0 4 SScon Nitride 40 x 17'2x28 146 15 (2) 16 x20 x 1 4 80,000 80.0 4 Silicon Nitride 40 x 171/2 x 28 156 15 (2) 16 x20 x 1 4 80,000 80.0 4 Silicon Nitride 40 x 21 x28 166 15 (2) 16 x 20 x 1 5 81,000 80.0 4 Silicon Nitride 40 x 21 167 15 (2) 16 x 20 x 1 5 96,000 80.0 4 Silicon Nitride 40 x 21 x 28 177 15 (2) 16 x 20 x 1 5 96,000 80.0 4 SiTnon Pilride 40 x 24'2x28 189 15 (2) 16 x 20 x 1 5 113,000 80.0 4 Silicon t4ibide 40 x 24'2x28 196 15 (2) 16 x 20 x 1 Unit Model No. TDD040C924F TDD060C924F TDD060C936F TDD080C936F TDDoeoC945F TD0100c945F TD01000948F TD0100C954F TDD120c954F TD0120C960F TDD140C960F Table FU TUE040A924L TUE060A9361 TUE080A9361. TUE080/1948L TUE100A936L TUE100A948L TUE100A9601 TUE120A9601 TUE140A960L TDE060A936M TDE080A945M TDE100A945M TDE100A960M TDE120A960M 2 2'/2 2 3 2 3 4 5 3 4 4 5 6 5 5 5 - X1380 Single Stake, Upffow/Horizontat Left or Right induced Draft Gas Furnace (115/1150) Airflow Hotntne' Flue Uncrated Shipping in Output Size ignition Dimensions (in.) Weight Tone (Btuh) AFUE (in.) Device H x W x D (Ibs.) 2 3 3 4 3 4 5 5 5 Table FU-6-D- X13 80 z Airflow Unit In Model No. Tons 198E- 6ES -6SE XR,XB Convertible Gas Furnaces Nominal Output (Btuh) 32,000 32,000 47,000 47,000 64,000 63,000 64,000 64,000 79,000 80,000 79,000 79,000 80,000 96,000 96,000 111,000 31,000 47,000 63,000 64,000 79,000 79,000 79,000 96,000 111,000 AFUE 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 3 48,000 80.0 4 4 64000 80.0 4 4 80,000 80.0 4 5 81,000 80.0 4 5 96,000 80.0 4 Flue Size On.) 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 ignition Device Silicon Nitride Silicon Nitride Silicon Nitride Silicon Nitride Silicon Nitride Silicon Nitride Silicon Nitride Silicon Nitride Silicon Nitride Silicon Nitride Silicon Nitride Silicon Nitride S4ican Nitride Silicon Nitride Silicon Nitride Silicon Nitride 80.0 4 Hot Surface 80.0 4 Hot Surface 80.0 4 Hot Surface 80.0 4 Hot Surface 00.0 4 Hot Surface 80.0 4.0 Hot Surface 80.0 4 Hot Surface 80.0 4 Hot Surface 80.0 4 Hot Surface Single Stage, DownflowMorfzontal Nominal Flue Output Size (Btuh) AFUE (in,) ignition Device Hot Surface Hot Surface Hat Surface Hot Surface Hot Surface FU -6 Uncrated Shipping Dimensions (ln.) . Weight Max Filter H x W x 0 (Ibs.) Fuse Sizes 40x 14 119 15 17x25x1 40x14'2x28 122 15 17x25x1" 40x 14'2x28 124 15 17x25x1 40x14 127 15 17x25x 40x171/2x28 139 15 17x25x1 40 17'2x28 142 15 17x25x 1 40x17hx28 142 15 17x25x1 40x21 x28 154 15 20x25x1 40x 171/2x28 151 15 17x25x1 40x 171/2x28 153 15 17x25x1 40x21 x28 162 15 20x25x1 40x21 x28 162 20 20x25x 1 40x 241/2x28 175 20 24x25x1 40x21 x28 176 20 20x25x1 40x 241/2x28 186 20 24x25x1 40x 24 193 20 24x25x1 40x14 40x 14'x28 40x17 /zx28 40x17'2x28 40x17 40x21 x28 40x21 x28 40x24 40x24'2x28 Max Fitter Fuse' Strew 119 15 (1)16x25x1" 127 15 (1)16x25x1" 142 15 (1)17x25x1 142 15 (1)17x25x1 151 15 (1)17x25x1 162 15 (1)20x25x1 162 15 (1)20x25x1 188 20 (1)24x25x1 193 20 (1)24x25x1 Left or Right Induced Draft Gas Furnace (115/1/60) Uncrated Dimensions (fi Weight Max . Fitter H x W x Of jibs.) Fuse'. Sizes 40x 14'2x28`•, 129__38 (2) 14x 1 40x17'2x28 = 1413_' 15 2 14x 1 40 x 171/2x 28 156 15 (2) 14 x 20x 1** 40 x 21 x 28 167 20 (2)16 x 20x 1 I 40 x 24'2x28 189 20 (2) 16 x 20 x 1 JUN 2 4 004 • Information subject to change. Please confirm with currant Product Data/Service Facts for current factory production. Ship with fitter sizes. May be trimmed for bottom retum. VED BUILDING DEPARTMENT F r complete equipment / combination s ections, please refer 10 Product Data. d00:20 . 170 62 unF • F M ' A I- ROM :. FOX -HOMES MIR TO: BILL, BUILDING INSPECTOR FAX NUMBER: 206-431-3665 PHONE NUMBER; 206 - 431 -3670 N0TES /C0MMENTS: PHONE NO. : 2538585221 FOX HOMES, LLC P" FACSIMILE TRANSMITTAL SHEET FROM: MASAKO DATE: 11119/03 COMPANY: CITY OF TUKWILA DEPT, OF COMM. DEV. TOTAL NO. OF PAGES INCL, COVER: 2 RE; D03.200 FOX HOMES LLC • 2615 JAHN AVENUE NW, STE. E -4 - GIG HARBOR, WA 98335 PHONE: (253) 858 -261 • FAX; (253) 858 -5221 Nov. 19 2003 09:50AM P1 O URGENT FOR REVIEW ❑ PLEASE COMMENT 0 PLEASE REPLY O PLEASE RECYCLE EC . a dui' P." ' Z003 v DEPA iTMENT • FROM ;. FOX —HOMES Nov 16 03 tJb: d 1p To: \. P / 'G • • • • • • PHONE NO. : 2538585221 ituDLR, II I I�aUI. •11+. FIELD MEMO - 0 .. b cb/Vit2L____\.. e .1 1 -.. OVY`T:S.... " 7 - YA Q AnCi -a c : . r-� ; t . U � _ 11.1 .., <=f4A\6)\ , g. !ay s ... Y .O .. .. . ...,. .1:4: 3 Raberi. M. Pric:c;. 'Z 3 'A t._ : • •• : �i • • t 4 e. • • • • • Gcm•culting F.nginccr Nov. 19 2003 09:50RM P2 f &v Date: t 1/ 4 /03 �f i' 3) Project No: 0a- Z :33 I• NOV n� •+c, 4 ;1471 410' Option Glazing Area % of Floor Glazing U- Factor Door U- factor Ceiling Vaulted Ceiling Wall Above Grade Wall Int Below Grade Wall Ext' Below Grade Floor Slab On Grade Vertical Overhead' I IIL Unlimited Group R -3 Occupancy Only 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 • Phc VDr Site Information Fax: 2-6;3 - �, 5s(6. FILE COPY Prescriptive Approach — Simple Form For the Washington State Energy Code (2001 Edition) Climate Zone 1 Lot: Address: 13 lob i L42) Ps-VG S . City: t..t l&.t.91 I CA State: V '" Pc Zip: Contact: DehrL1 Kan / .4 b �- Phone: 2.s2 _ 225 "" a°) —1 Phone 2: Permit #: Node _ qq Ai'PROVE0 C ; ,ri - -A&-t40 Table 6 -1 PRESCRIPTIVE REQUIREMENTS ° ' 1 FOR GROUP R OCCUPANCY CLIMATE ZONE 1 ( Unlimited Glazing Option Onl See the code text for footnote references Building Department Use Only This project complies with the following: ✓ The project is a single family residence or duplex. ✓ The project is wood frame Q.B. all of the insulation is interior or exterior of the framing. ✓ All building components meet the requirements listed in Table 6-1, Option Ill. ✓ The project will meet all other provisions of the WSEC and VIAQ. The project will take advantage of the following exceptions to the prescriptive option: ❑ 602.6 Exception 1. One door, that is 24 ft. or less, that does not meet the standards is allowed. Location of the door taking this exception Cl 602.6 Exception 2. Doors with a U- factor of 0.40 allowed without calculations, Option Ill only. Location of the door(s) taking this exception Copyright 2002, WSUCEEP02 -056 Copied by permission from the Washington State University Cooperative Extension Energy Program N 151 RECEIVED CITY CF Tl IKyVII A JUL n n 2003 PERMIT rFAITER Prescriptive - Simple Form - Climate Zone 1 5/31/2002 Option Glazing Area % of Floor Glazing U- Factor Door' U- factor Ceiling Vaulted Ceiling Wall Above Grade Wall Int Below Grade Wall Ext Below Grade Floor Slab On Grade Vertical Overhead 11 I 12% 0.35 0.58 0.20 R -38 R -30 R -15 R -15 R -10 R -30 R -10 II* 15% 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -l0 R -30 R -I0 III Unlimited Group R -3 Occupancy Only 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 ---� -F - r7 •ll" Dc y - U ( ' Cc 2 a QC) =UXA r Ylo01L - 611( H (10t0 t/ 1 r.Nt 2 3 (v IN) t1.1, One Exempt Door, If 24 Square Feet or Lass. 1 Washington State Energy Code: 2001 Edition, Prescriptive Worksheet Zone 1 Select One Option Conditioned Floor Area Vertical Glazing Overhead Glazing Door 602.7.2 Exception, Area X 3 Glazing Area Total Glazing To Floor Area Ratio 1231T). I Glazing Area Feet 4i2 42.1-2 Glazing Area Total / Conditioned Floor Area Area Weighted U- Factor 602.7.2 Exception Ratio 602.7.2 Glazing Area Total / Conditioned Floor Area, not to exceed 1% Table 6 -1 PRESCRIPTIVE REQUIREMENTS " FOR GROUP R OCCUPANCY CLIMATE ZONE 1 Exterior Doors Plan ID Component Description See code text for footnote references Ref. Door Percent Width Height Glazing Door Door U Glazed Qt. Feet Inch Feet inch Area Area Sum of Area and UA (do not include exempt door) Area Weighted U = UA/Area Copyright 2002, WSUCEEP 02 -051 Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) UA 1 of 2 • w. Plan ID Washington State Energy Code: 2001 Edition, Prescriptive Worksheet Zone 1 Vertical Glazing (Windows, Doors using Exception 602.6 #1) Glazing U Component Description Overhead Glazing Plan Component ID Description U Section 602.7.2 Exception Plan Component ID Description Ref. Glazing Ref. U Width Height Qt. Feet Inch Feet inch ( 2 L' 2 `2- c7 5 ° 1,, D 4 2 4 0 - 2. `i c.> _3 1 0 ° 3 ° o C C) co `o a ' O c ° 3 . v 5 0 ° t c' I 4 v 4 (° Sum of Area and UA Area Weighted U = UAJArea Width Height Qt. Feet Inch Feet inch Sum of Area and UA Area Weighted U = UA/Area Width Height Ref. Qt. Feet Inch Feet inch Sum of Area and Area X3 Copyright 2002, WSUCEEP 02 -051 Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) Glazing Area UA A 670 40 =UXA 3D 7 .4(.!,:7 ►S IU 12 - L112 Area UA A =UXA Area Area X3 2 of 2 U 4p7-1" Ck7nr E iG ', 1 I.1-r', -Di nirY luJir7 ,9/ ncc2 jc',... • Drntn&J' /1- ivin Wiv,(nw Nh ft / n w►ndn -n Jmc„ n -bar non IL nrx) k fct rt.) 0 fr) -F‘t rn )11 rvdm mS r. 6e,3 ) ucei , FJ e- eca 2- m*. bC I ec.c1 3 Lciurrin f n1f Y. Y.Ycri berg m5 bcr-W, • w. Plan ID Washington State Energy Code: 2001 Edition, Prescriptive Worksheet Zone 1 Vertical Glazing (Windows, Doors using Exception 602.6 #1) Glazing U Component Description Overhead Glazing Plan Component ID Description U Section 602.7.2 Exception Plan Component ID Description Ref. Glazing Ref. U Width Height Qt. Feet Inch Feet inch ( 2 L' 2 `2- c7 5 ° 1,, D 4 2 4 0 - 2. `i c.> _3 1 0 ° 3 ° o C C) co `o a ' O c ° 3 . v 5 0 ° t c' I 4 v 4 (° Sum of Area and UA Area Weighted U = UAJArea Width Height Qt. Feet Inch Feet inch Sum of Area and UA Area Weighted U = UA/Area Width Height Ref. Qt. Feet Inch Feet inch Sum of Area and Area X3 Copyright 2002, WSUCEEP 02 -051 Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) Glazing Area UA A 670 40 =UXA 3D 7 .4(.!,:7 ►S IU 12 - L112 Area UA A =UXA Area Area X3 2 of 2 Return Address: Document Title(s): l 3bE PDIA N DI 6M6Nr - to/411)0_1D M8P.C1217Lt,V)D1NC OIJ N)A -NCZ -O Lib, ii FOR_ Pu imobc2.C,2o &&)Li NC, Parties: Other: CITY OF TUKWILA City Clerk's Department 6200 Southcenter Blvd. Tukwila, WA 98188 (206) 433 -1800 /36 060 -0S31 City of Tukwila. Washington, CITY OF TUKWILA DOCUMENT RECORDING COVER SHEET 51 SAgyp -vex Lou, Last Name First Name Company Name (if business) '? 0. .Box 683J4 Address City OJ Descri State +iov�: See Q. Gk� L.e Asssor's Property Tax Parcel /Account Number(s): 2003 : 10 06000546 b r�iroAovo D03-zoo 5Q,c le WA X8168 - 03./4 Initials Zip Public Works: 2.125.'97 rrv. -Mn� Vrr.l.wuww.ur�.w{..4i:[i+' w avrr� r' NON } UNDERGROUNDING AGREEMENT WAIVER TO UNDERGROUNDING ORDINANCE OBLIGATION FOR FUTURE UNDERGROUNDING , w oc 6U 00 u) 0 The proposed development at: ( 3 Cv 01 L Z ncl /lv' z S. 'I t,06 i (C w = (street address) ~- Parcel No. "7 3lv o(00 - OG 31 requires undergrounding per Ordinance 486, 924 and 1321. w o In compliance with the requirements of Ordinance No. 1607 the property owner of this 2 single - family development has demonstrated application of the Underground Ordinance will g Q create undue hardship if carried out as part of the development. co a 1 The Owner is obligated to participate in funding future undergrounding improvements for z their proportionate share of said undergrounding fronting their property. Furthermore, if w o ui the L.I.D. /U.L.I.D. process is used to carry out the construction of this undergrounding, g the Owner waives the right to protest L.I.D. or U.L.I.D. formation for this n undergrounding. right N � g g• Owner retains the g ht to contest the method of calculating assessments in o such L.I.D. and the amount thereof to be levied against the Owner's subject property, and w other property owned by Owner which would be within such L.I.D. This Agreement shall be recorded by the City Clerk with the King County Auditor as v czn required by Chapter 35.91 RCW and the cost of said recording will be paid by the City. o �. This Agreement shall be binding upon the parties, their respective heirs, legal representatives, assignees, transferees and successors. This Agreement runs with the land. OWNER: �Ov�ii�ez (si nare L ri Lj s isai y a p Owner (print name) BOY• (PS :37-4 Street Address Date' Page 1 of /41 otp Phone ueir g 1 LA - 0 3 2 City, State, Zip (1/00) z, Address: 13(00 I y zt( kit S . Parcel No.: "12- I Owner: L--..Ou.v V1 S '► SC1:l 4 C,IICe STATE OF WASHINGTON ) ) ss County of Ic...51.1 L— ) On this day personally appeared before me L t r. —r S i p to be known to be the individual(s) described in and who executed the within and foregoing instrument, and acknowledged that ,31-1-C:.- signed the same as /tt -,e-_ free and voluntary act and deed, for the uses and purposes therein mentioned. Given under my hand and official seal this Gilt- day of :rut.) CITY OF TUKWILA: lic Worts Director Signature L_sz/pry — 77 Print Name NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON, RESIDING AT SC - rns, c - My commission expires 4 Page 2 ofg Undergrounding Agreement Waiver to Undergrounding Ordinance Obligation for Future Undergrounding July, 3, 2003 Date (aoci7) RE: 1360142 AVE S., TUKWILA, WA 98168 TAX ACCOUNT NO. 7360600531 Parcel A: The West 90:00 feet of the East 170:00 feet of Tract A of Robbins View Tract Addition to Riverton, according to plat recorded in volume 17 of plats at page(s) 90, in King County, Washington; Except the South 310 feet thereof. Together with Easterly half of vacated 40 Avenue South. Parcel B: LEGAL DESCRIPTION A non - exclusive easement for road purposes over the North 50 feet of the East 80 feet of said Tract A. Poa.9z3 • • • • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ) Lf 0 -re_ i ) QUOTE SY: Cory Shipman SOLD TO: FOX HOMES - MASAKO /DEBRA w rx.91>IV R2615 JAHN AVE NW SUITE E-4 S• .f -ty) l GIG HARBOR, WA 98335 Phone: 253''858 -2614 Fax: 253 PO#: PROJECT NAME: PHAVONG REFERENCE: LINE NO, LOCATION SIZE INFO Line -I Rough Opening: 12 X 60 Viewed !rom :xtedor. Scale: 1 /4" .41' Line -2 Rough Opening: 24 X 60 Viewed horn Exterior. Scab: 1 /4" • 1' Line -3 Rough Opening: 48 X 60 NMI NMI MUM • ■■ Viewed from Exterior. Scots: 1 /e • I epo48- - ..,4003.1.4811.56 COMM ' 1CCC) lei I ,.nrinrr + "I'' " BOOK CODE DESCRIPTION QUOTE #: 24600424 SHIP TO: P J 7PC1260 Frame Size: 11 112 x 591/2 White, Sierra Vinyl Picture Window - 314 "OA - LowE Temp White Narrow Flat Grid Colonial 1 Wide X 5 High, PEV 2033.1.48 /PDV I.S9 (09!05!03) 1) - VC tL4C. • FILE COPY 7SH2460 Frame Size: 231/2 x 591/2 White, Sierra Side Load Vinyl Single Hung Vent Height = 30 , • 3/4 "OA .. LowE White Narrow Fiat Grid - Colonial ( 2 W 2 HTF 2 HV W /Screen (Deferred) PEV 20031.4e/PGV 1.88 (003/0603) u - v CIl.4G 7PC4860 Frame Size: 471/2 x 591/2 White, Sierra Vinyl Picture Window 3 /4 "OA - LowE White Narrow Flat Grid Colonial 4 Wide X 5 High, PEV 2033.1.4111/PDV I ,68 (006/03) Li v'c( ►�(� - .- —}- .33 Pepe 1 of 5 (Prime err aebjecl b demo.) Diming, on tor viw,i tdwrnoa arty and rnry /vibe e bo afoot roal�t. JELDWEN WINDOWS &. DOORS The Sum mit' collection CITY OF TUKWILA OCT 9 2003 AS ktor i►i UNIT art EXTENDED PRICE PRICE RECEIVED CITY OF TUKWILA JUL 0 2 2003 PERMIT CENTER $76.04 2 $152.08 $108.63 4 $434,52 3104,80 2 $208.60 24860424.6/23/20D3.16 :08 TUNE NO. LOCATION SIZE INFO Line -4 Rough Opening: 36 X 36 Viawad from Exterior Scala: 114" = 1' Line- 5 Rough Opening: 32 X 60 Viewed from Exterior. Goole: 1/4" • 1' Line -6 Rough Opening: 60 X 60 \Awned from Exterior. Scale: 1/4" =1' Line-7 Rough Opening: 24 X 60 Viewed from Exterior. Scala: 1 /4" = 1' ipa411- 00_2003.1.4Wlt.56 (0&06/03) BOOK CODE DESC121PT1ON 7HS3636 Frame Size: 36 112 x 35 1/2 White, Sierra Vinyl Half Slide XO (LH) - 3 /4 "OA - LowE Temp W /Screen (Deferred) PEV Z )3.1.48/PDV 1.58 (06!06/031 LS " 1 3148.33 2 $29 C 2 7SH3260 J U Frame Size: 31 1/2 x 59112 U O White, Sierra Side Load Vinyl Single Hung w mi Vent Height= 30 , -J I - 314 "OA - LowE rn w VV/Screen (Deferred) w O PEV 20C3.1.46/PDV 1.5e (06/05103) 2 g J L1 - v C.+ l t.lC-- — `-f V) a = w $118.21 2 $23e.4 Z H 7PC6060 O Frame Size: 59 112 x 591 /2 Z White, Sierra Vinyl Picture Window w w - 314 "OA - LowE n 0 U PEV 2093.1.4$/PDV 1.69 (01106/03) O N o1-- = w -O ii i z 0- $103.132 1 1103.52 O H 7SH2460 ".... z Frame Size: 231/2 x 591/2 White, Sierra Side Load Vinyl Single Hung Vent Height= 30 , - 3 /4 "OA - LowE W/Screen (Deferred) PEV 2003.1.4e/PDV 1.66 (08/06/03) LA — V C1 1 L-1 0 3 `-{- Pape 2 of 5 Prim are sudectto cheap.) IkeWnps are act Vaud reference wry end rrar natbe to o mct sane. UNIT QTY EXTENDED PRICE PRICE $103.52 2 $207.04 24600424.6 /23/2003.15:06 Line- 8 Rough Opening: 72 X 60 •-; If r LINE NO. LOCATION SIZE INFO Viewed from Exterior. Scale: 1t4" = V Line -9 Rough Opening: 84 X 60 Mewed from Exterior Goole: 1/4" a 1' Line -10 Rough Opening: 28 X 60 Viewed from Exterior. Goole: 1/4" • 1' Line -11 Rough Opening: 36 X 60 Viewed !tom Exttmor. scale: .I4" = 1' mo 48.00_2001.1.43/1.50 (O1 BOOK CODE DESCRIPTION 7HS7260 Frame Size: 71 1/2 x 591/2 White, Sierra Vinyl Half Slide X0 (LH) - 3/4 "OA - LowE W /Screen (Deferred) PEV2003,1:48 /PDV 1.68 i06105)03) '~ w D $184.67 1 $184.67 U O N 0 W 11,1 J = f- Y2 L w O Q . Z = H 3238.99 1 $236.98 Z uj Frame Saxe. 271!2 x 59112 Whfte, Sierra Side Load Vinyl Single Hung 0 Vent Height= 30 , — -314"0A - LowE i w — White Narrow Flat Grid - Colonial ( 2 W 2 HTF 2 HV u_ o W /Screen (Deferred) — Z PEV 2003.1.48/POV 1.50 ((Y91+05/03) N LA V C1 1 LAC — - 3 C-4 b O 3 1 I 72$8460 Frame Size: 631/2 x 591/2 White, Sierra Vinyl 2_Vent Slider Vent Wldth• 21 , -3/4"0A LowE W /Screen (Deferred) PEV 2CO3.1.48/POV 1.58 (00/05/C3) 7SH3660 Frame Size: 351/2 x 591/2 White, Sierra Side Load Vinyl Single Hung Vent Height= 30 , - 3/4 "OA - LowE W /Screen (Deferred) Pi"eV 2003.1.48/POV 1.58 (00/05/03) Lit vU IL.4 Page 3 of 5 (Pdoei era sub)eattochange.) Oreehge ae far visual reference only and may not be to erect stela. UNIT QTY EXTENDED] PRICE PRICE $115.68 4 • $452.04 3124.60 1 $124.60 24400424 - 0/2 3G3 15:00 LINE NO. LOCATION SIZE INFO Line- 12 Rough Opening: 24 X 36 :dewed from Exterior. Scale: 1 /4' = 1' Line- 13 Rough Opening: 60 X 54 Viewed from Exterior. Stele: 1/4" - 1' Line -14 Rough Opening: 48 X 54 viewed from Exterior. SIx;IB: 1i4" =1' Line -15 Rough Opening: 36 X 60 Viewed from Exterior. Scale: 1 /4" a 1' Line -16 Rough Opening: 36 X 60 Viewed from Exterior. Scale: 118" - 1' epc48.00_2003,1,4/1.58 (Od/OSN3) BOOK CODE DESCRIPTION 7SH2436 Frame Size: 231/2 x 351/2 White, Sierra Side Load Vinyl Single Hung Vent Height= 18 , 314 "OA - LowE Temp W /Screen (Deterred) p_V 20C3.1.48.'PDV 1.58 (O8r05/Q3) 7A- c L 7HS6054 Frame Size: 591 /2 x 531 /2 White, Sierra Vinyl Half Slide XO (LH) - 3/4 "OA - LowE W /Screen (Deferred) PEV 2003.1.48/PDV 1.58 (OaaC6/03) L -V6Iut 3 - 1 7PC4854 Frame Size: 471/2 x 531/2 White, Sierra Vinyl Picture Window - 3/4 "OA - LowE Temp PEV 2003,1,48/POV 1.58 (08/08/03) L1 — V C:t ) L4G- 7S H3660 Frame Size: 35112 x 591/2 White, Sierra Side Load Vinyl Single Hung Vent Height = 30 , - 3/4 "OA - LowE W /Screen (Deferred) REV 2000.1.48/P V 1.88 (06/Db103) Mull Main Item Frame Size: 351/2 x 59 1/2 White, Special Mull Pattern - Sierra Picture Flush Mull P EV 2a:a 1.48 /PDV 1.58 (09/05/03) LA — Vc%, 1L-' — 9 .3 UNIT PRICE Page 4 Of 5 (Pr'cee are euoJeat m ciengt) Drorrnpe ere f r Vaud refuwxe only end mey na De to oxect ocdo. $115.02 2 $157.83 1 $157.83 $183.39 1 $124.60 2 $280.52 1 QTY EXTENDEb PRICE $230.04 $183.39 $249.20 $280.52 24800424 - 623/2403.15:0e UNE NO LOCATION BOOK CODE UNIT QTY EXTENDED L SIZE INFO DESCRIPTION PRICE PRICE Line- 16-1 Rough Opening: 36 X 481/4 Vswoo from Extarior. Scaly. 1/4" = 1' Line -18 -2 Rough Opening: 36 X 12 1/4 X 6 Vowed troll Ext,dor. Scale: 1!4" =1' Line -17 Rough Opening: 12 X 60 Viewed horn Exterior. Scale: 1/4 "= 1' +00-48.00L2G03.1,48►1.68 (03/061 03) Frame Size: 35112 x 47 314 White, Sierra Side Load Vinyl Single Hung Vent Height= 241/8 . - 3 /4 "OA - LowE White Narrow Flat Grid - Colonial ( 3 W 2 HTF 2 HV Match Line # -1 , Match- Horizontal , WIScreen (Deferred) LA - \.16:41/,-f C. L. Frame Size: 35 1/2 x 11 3/4 �9 ca I 4C, White, Sierra Vinyl Low Profile Picture Window .. Rise= 6 , - 314 "OA - DS Minimum Glass Thickness Box/SwiggleiSuper Spacer • LowE White Narrow Flat Grid Colonial 3 Wide X 2 High, Match Line # -1 , Match- Horizontal , 7PC1260 Frame Size: 11 1/2 x 58 1/2 White, Sierra Vinyl Picture Window - 3/4 "OA - LowE White Narrow Flat Grid Colonial 1 Wide X 5 High, PEV 2003,1,48/PDV t ZS (06/003) L� — V'( LAC, , =3'3 Paso 5 of 5 pica an rrubjeCt , onanya) Orarirye are fi rms:M reforms only mono not bs Woad scan. 349.20 2 393.40 Total: 33,848.12 Sub Total: $3,848.12 NET TOTAL; 33,048.12 24050424.0/23/!003 -154d J JTF THE PATTY PHAVONG RESIDENCE FOX HOMES LLC VERTICAL AND LATERAL LOADS, RETAINING WALL 22- Jun -03 324 [EXPIRES (1..- p 'j—vc f I pp. V1 To V11 pp. L1 To L9 pp. R1 To R20 pp. C1 To C28 efTY Of TUKWMJI APPROVED OCT -9 2003 As Noy) RECEIVED CITY OF TUKWILA 'JUL 0 2 2003 PERMIT CENTER JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street Washougal, WA 98671 -6601 (360) 835-0715 (360) 335 -0696 Fax flansburg @att.net W re JU U O : co 0 W= J H W O Q . F ▪ W Z I— O Z !— U 0 O — o I— = U. LI wZ U = OF— Z The Patty Phavong Residence - Fox Homes LLC �I 1C- AL LC) okos 2.5 51-kou) s c)P �t7O% 4� Aft LLO V P L t t1 F t2 ps 1ttkP _coF F2-A V\A\ M . JEFFREY T. FLANSBURG CONSULTING ENGINEER hlG (N5..S4-t5D g� , cy1 tV.05. ( \Q.v;iR- Tpo' 5 E►k 4 45 <a'tf 612 Ql- QZ 'so` lo' 5) ( t 2 to lb S 8 1 ' t Z. tbk..0) + X $ k {{pc C 't ' L ) +. 6,13 , t2- Piz 3 O' x iI. 4- (zs) ilOo P C3�1`1 w / 1 A D► 5 2 t L.= S' 0 -s X x / IS) .14` 4- 30 61 7, 1 / 2s (5Th r / /to L( ` ti) 5 2S )' (' ) Put t'i3o 2 &'� lb P o i 5 i - tee, +Iv p Project No. 324 Page No. V1 6/22/03 4, 4__ s , C Cq) C L 6N6ceft - . aav2. tA-I { Erku tgS - r LO AD, E. 5 - Npc.at.,) z • z W QQ • � JU O 0 co tu 1.11 W 2 = w Z = 1-0 Z F- W • W U � O — CI 1- at U i ll .. z W U = z. JEFFREY T. FLANSBURG CONSULTING ENGINEER Project No. 324 Page No. V2 The Patty Phavong Residence - Fox Homes LLC 6/22/03 U =Loop. F2- APAINCI it- FLoo(L. J NY5, L= v3- L= 3' - L, C'40 p5F Z- Ftsve. Jc,1c s G . ILO R 6 Z 'itO - \P'Q z e iz "O( Fol - Pt e 16" 64_. B' (g ( 64 ) Pte= P +. 445 Pk 42- 3- 1. ° L. C75) ( -kb 4-t t&- Pc Lti eat z � w QQ � JU O 0 � o 111 H O L w 2 � . gQ I- w Z = Z U.1 0 O N ON w w U- O w z 2 JEFFREY T. FLANSBURG CONSULTING ENGINEER Project No. 324 Page No. V3 The Patty Phavong Residence - Fox Homes LLC 6/22/03 Otk- 6-SI 9tIvti! ADM' A5 P13 47- q" 603 \ Us- L., 9L 5 l etS) P GP P t- ogim- piQ L1 iP at)) Q$ V> L ( 7`tqo 4-tg 04- Pa- (.) - 1.' 56 1 Stu ) I 12 (6(1) PL P clNe.% 4M-P�- 4z. ( (-N- ¥— P& °•` ( Z' (4 f ) PCP t L 14;14- ne,.. ifs 4.S as 1 as-0 r-so (.2:2_60 (530 (3c Lk ) k2)0) LL 7 C-S \-1 ce Cod 7. 4 ') 14' ( s) 4 --- -4- 6' z . . Z ILI • C 2 C.) O 0 CO U) 11J 111 ' ▪ 0 — • Lu z o z t- ill it] , 2 a • O. 0 :== UJ I 0 1- IL a Z .0 (4 p 0 z j JEFFREY T. FLANSBURG CONSULTING ENGINEER Project No. 324 Page No. V4 The Patty Phavong Residence - Fox Homes LLC 6/22/03 ‘-) LO - 1. SS P-(- Gt fa.C 01V r: 1 :.-. ( 4 0-9 ' (64 ) pLe J- trio) 10 1 ‘ ?N 1 (kt) - & L PLP lb CELO ) pup (3. 'PCP P S GL8 2p-v( 1 1 - - " tt Lo o Nc &L4 2c 4 4 (1 ) oo (fcbLto) 4, -4— 20 f is \ k ?Seto) z re u4 6 M 0 0 COW Ci ' W 2 g - .3 u. I I- ILI Z t.- 1-0 Z LLI 2 D 0 D- al- ai L I 0 (2 fi 0 The Patty Phavong Residence - Fox Homes LLC t � Y l t Ft2, A u+ t r tSa. .1 o L5 i 5 inn AT (AA c P A r OP Of t' E G2 F ►M t- t.: 17 -19" o t _ 2 (4 C .3 - t '(0) p c (37 2x(o H604- pia. *2. M1. - t.. 4.s' 2.`, 14 1- LJ P JEFFREY T. FLANSBURG W 3 K t.= GO CONSULTING ENGINEER Page No. V5 go. C Goo) kffrM- F(2 4-1- b -U 2�3i k�� = ( t 2 o 'pc.k p 5 " Y 12 6 c.43 2`{('_. \ rc. t . , &'- It 7 4 PS C- -z -c t A3 A NV) vu.K (, Eta .5 SAE l.oA0rrL rks AAdcave. co•s ►�co SvCo t u� G & 3 `� « & -l3 ?.KC- '.<<•( pe-. C (Ls so) Ctt=i,: ) 5 ' X (S" & iv 2-`C p `gf3 oe__ s4 , t AI -( n5(. "2-cog I3S' ktt Project No. 324 Sco ciSo 1350) 6/22/03 z — re QQ � Jo 00 W = ' J 1.- U) LL w }} LL. < Z d. F— _ Z I- 0 W 0 D H LU u j I- ..z U - H am; 0 z JEFFREY T. FLANSBURG CONSULTING ENGINEER Project No. 324 Page No. V6 The Patty Phavong Residence - Fox Homes LLC 6/22/03 - L z 0 G Z� C �S � Z p(--p s ( - ( Rt-P 2 Q UT 12S 0.. Z� te l2 2 ' - b -(. 1/2 ( 6 4 �� ( �� 1Q c.p (Z ) Q cc L. 9 5 ` L r t X 6 0 11 Cricl z S Z.. W JU 00. W I W g� g tO LL Q W Z H, 1- O. Z H- W U � O W W `. Z w • C)' = t • c JEFFREY T. FLAN S BU RG CONSULTING ENGINEER Project No. 324 Page No. V7 The Patty Phavong Residence - Fox Homes LLC 6/22/03 ECGt V9-61AAIR(,, J3- l.. 4)' 'pt - L= 0 - L: ( 12- Lto �.1 P5 s C Lis 11 � � 1Pu'S L& % PY. t -tRg Pc IL id `t, t60 t too 3os P(-P 16�:.: 3 o '2 rb (t) /Cc P $212. /6 /03,..1. tr / n `m 4 — ( Is 26 c( CS P - 1 (7) S { mr,oN cos e 3 1 ' - 16 ►"', JEFFREY T. FLANSBURG CONSULTING ENGINEER Project No. 324 Page No. V8 The Patty Phavong Residence - Fox Homes LLC 6/22/03 b v v 1 4 , •0 . D; GIRDEflU S 4 O / 3.6' / 39'$• 0 ,. 0 . ROOF FRAMING PLAN 9 '.0 .. Z IX 2 00 CO 0 L J • LL W O • Q = I- W Z I- 0 Z I- • 0 O • C o � W W I-- LL � Z tid U = 0 Z . JEFFREY T. FLANSBURG CONSULTING ENGINEER Project No. 324 Page No. V9 The Patty Phavong Residence - Fox Homes LLC 6/22/03 :0 HIS PLAN :H SIOE) A7 INC, AILS (1) 16' JECT AND b N N \ M b in IR m. \ /T SHEAR WALL DESIGNATION W/ M MINIMUM LENGTH 0 HOLOOWN DESIGNATION ALL HANGERS SPECIFIED TO BE SIMPSON OR EQUIVALENT 14 '•0' C \____ . 2)2z10 RIM JST. V ~ 9 119' x 9' GLB NOR. / 9.6• / V 919's9GLB H0R \ m K �' \ N \ / el" \ / N B W / / / \I (DE L10. ) 2T I AN V. oI 'C. D. F G. 99'•6' 1 c 10 HO uci 6 , •0 ' 0 ' •6 . 0 ' •0 . Ii UPPER FLOOR FRAMING PLAN 3 L. 10m01�L '.. U6• ± T B HOR. JEFFREY T. FLANSBURG CONSULTING ENGINEER Project No. 324 Page No. V10 The Patty Phavong Residence - Fox Homes LLC 6/22/03 HIS PLAN ;H SIDE) AT INO, EXCEPT AILS (I 15' IECT AND b io .t b A. SHEAR WALLDESIGNATIONW/ Os MINIMUM LENGTH Q HOLDOWN DESIGNATION ALL HANGERS SPECIFIED TO BE SIMPSON OR EQUIVALENT. 14'.0' 9.1. 1 % 3'.03* / LUS TYP 9) 2 10BM. Ott ,I x 10BM. ;. \ N .. TYP T LL 8 E IOW / \ / 1 / \ / 1 / (DEL.) 1 2 x 10 b � 4 8P T. DECK BM. w, � F a o cv 2 x HP. TITECILEOGER LUS 8 TYP U O Vl X N MAIN FLOOR FRAMING PLAN 11, 4' P56,2.9 Bit = N N w NNQ `< O m N 0o I ° n F. G a► (4 2 x 8 OST W b / / JEFFREY T. FLANSBURG CONSULTING ENGINEER Project No. 324 Page No. Vii The Patty Phavong Residence - Fox Homes LLC 6/22/03 14'•0 L L r 0.0' ` 3.0' / 9.0' / 1%6', .a___... . • A 1 1 STEP RETAINING WALL DOWN AS REQUIRED L .I .1. L_J 1 L 30'•6' I L _ - - - - -- 4' THICK SLAB ON GRADE OVER 4' MIN. r � COMPACTED FILL 24'x24'x12' !CONC. FTG w/ p4 E.W. FOUNDATION PLAN +D� 0 1 F. G J I I40' x 40' X 15' I I CONC. FTG w1 1 1(5) ISIMPSON L _ _ _ JCB060•DSD2 r - - - J r - - -J I J STEP RETAINING WALL DOWN AS REQUIRED I a 136'x30'x12' 1 'CONC. Fro wl ( I( 14 E.W. L 7 _ T.4 The Patty Phavong Residence - Fox Homes LLC L. A7 Q L< L OADS, 120/ WI M.V S 5( vu L G q0 P.-4.G 3 t `t el 0 6. g' c;51 N 4.s Q L compos c'rco? , Q,c) 55150 Poop c a 0 +.1.'C l C) eAcAc. Nl c� K JEFFREY T. FLANSBURG CONSULTING ENGINEER Page No. Ll 5 '14. F to -Sr 9 ' Project No. 324 6/22/03 W ` JU O 0 N 0. J = H C w w O �a � LLa = • a w Z = f-0 Z c- w aj 0 O N O H W W H H U. O ▪ Z W O Z The Patty Phavong Residence - Fox Homes LLC �(I NO SAPS "Puss u L65 Nk i r4 141 DI-fw K tm (OM Lu Lo JEFFREY T. FLANSBURG CONSULTING ENGINEER Page No. L2 E 2A-5 r+ 2- IK -u IS. /2_5' 11.3 + 34.54_7k � z um - = rl2 -S x 4 36' 10 -5 - 12'5 10- .S7c/k) /3 uu _ 1/q) 1 lY 6k. c.,/ q, 1- t`(-C OZ. -z 12'3 p c.P V IMA & ( 36X 1(1.3 / 3c a 1 Qtr, 1)cx PAOt ' Y k = (3c t-t.lz "93 l,. yg 13 34(2- = 2S0 t \t i e= R - 3`t,. /att. . /66(2) tb U PPK'Q \IA. - 113 + 12.3 .c. V Z _ 19;34 N. 'r : 25O2 + 12.-3 x V31 - `tRl6 1.19 \i Gb(A4 -}- tza, IC 9 Y(2. 1 Lb VIP (N4 ‘IA = f 1'M0 . '{' : (- U9(b + Q1(2i fz = 514 U,. \13- 3tuk r ( ?)6‘0-c 4 (L _ sic - -(2a th. Project No. 324 6/22/03 2G- S .( Seismic Redistribution Diaphragm Shear Force Factor ,Height hx (ft) wx (pif) hx *wx Fx (pif) Roof 26 60 1560 85 1.416751 Upper 18 55 990 54 0.980827 Main 9 47 423 23 0.490414 Lower 0 0 0 0 #DIVIO! Sum 162 2973 162 1 The Patty Phavong Residence - Fox Homes LLC 551��w�tc, LRoS N= 2 `I o.7.4y. -a t Pi-1V kGu.\ LOADS JEFFREY T. FLANSBURG CONSULTING ENGINEER Q_tbkf 4f 611)1 W (u.cT 0,t C /5Thc 36 4. g k . a k31 pLp 60,1 C Z NC to (Z 3 P L Q tt L 1?--c t.1 1 - 21 t?a•c e (t. ] . <41- p I t,.tp Fo Q ( , l U (c.L. l) 6"N /F = I s C µT f a C. kr A t... br A ( 41 is erj Y g 1 -5 . P- j pcF L pu= to(NO) Project No. 324 Page No. L3 6/22/03 The Patty Phavong Residence - Fox Homes LLC (Loop rA PH0A6M \l w,A 1662 lh v= 1.6613/20 6o pu G3 -tofi.D l3 4x 2k " 3c"1- l h G -t5 4 0AGL5 P. our `b ?Pciz- �q 6 ri3 1\> = Q:13/ (3.6-.) P bl = E (QA t s Y..t�) 1.( Z h th. t.) : -2.502-/6 = 6 t5 = 3 S 1 h' :. 6W0 (. + !t a( t /. t& S 0 lb \1ik: t)3 LI lb Uq: 1B3cif16 = 11S Pu t�. us-( rbx 4- (s,, R ( 16 = O lb U g k 16 J r't 2J p u= 4 + `MS _ 06 - ! � 0 3c-V-ct (K. z -- q. tbz, pce =. 130 i lb --1-° u . -; , : 12) 3 it G fk ILLo R lk$ `l o po ry► JEFFREY T. FLANSBURG CONSULTING ENGINEER Pip y Ih V S-Mt S: / (, "2 "Lbt -> L b6 9- = 4.031_ t vF= '.‘.W (2i Z+ -5 . LlA.o Project No. 324 Page No. L4 6/22/03 ga c 6" UMgt.ocict:p (c_ 3) 9'-o . i i C-. `t P P i.. NAt t.!n�.. qd ga L. r M LOAOc 5( Os 3 JEFFREY T. FLANSBURG CONSULTING ENGINEER The Patty Phavong Residence - Fox Homes LLC 12- 5 (5.0 30` 2 - 4-5 k-C ` 23•S' &A' C.' Project No. 324 Page No. L5 T[tj UT IL- 1 % Si 1.g \A.) s one LY o M Lit -tgs 3, riff - OLV Si- tctte.wri u.s Ar ►Ltd' 8 M (lY P.-{;(.1)0 ta- ARP (1 IM `C 512. (Oz. K ' \ )A t.t.�. 6/22/03 Z Ce w J U. 00 CO W Ll/ H Q W W 0 } J LL Q. co z d W Z= o : Z 2 U � O -, w w : F- � . O . . • Z w U = 1-: z The Patty Phavong Residence - Fox Homes LLC VItt Lono 1D(042,46 m L U u?pttf (,► loAOs 1M A % tir' JEFFREY T. FLANSBURG CONSULTING ENGINEER IS �c Z Y 'l�q, -► N q G`t 3(� Fp o v rO a 1 -1- cr iz X (o,51r -3) UAW. D Nu.{ l a- x F:a Z - {biY t b <. 2. iceo a- t2.3 Y t2 kkor2/g- lh 4to -r 532,5 W. t-t6 ➢.* 12', P LP PUF Project No. 324 Page No. L6 6/22/03 Seismic Redistribution Diaphragm Height Shear Force Factor hx (ft) wx (pif) hx *wx Fx (plf) Roof 17 92 1564 115 1.252632 Upper 9 69 621 46 0.663158 Main 0 0 0 0 #DIV /01 Lower 0 0 0 0 #DIV /0! Sum 161 2185 161 1 V5rn lOA lD(AV4 c46AA LoA U` 0 ppgrc.: Oi ttl C 3)a t 7.y.43 69 P(4' LY M' r) ` 0• I(3 C 0(1. - 62 PP The Patty Phavong Residence - Fox Homes LLC yU s , 1'01 cc .1 n l P c_.r1' D LI ma. IS 7A 4 S IF r 7 1 /. -9, 56151t JEFFREY T. FLANSBURG CONSULTING ENGINEER ZLtts + (2.. Q o A.t r. . .G` 1.F ka.',t T ik t ry r tte n 004 etc. Project No. 324 Page No. L7 6/22/03 LS-+cC a co/Li/100c. 1 26 0 g t lS X 3o l Z . to 3u.50 lb 't(oK 'o( = 2K(5" f b. 2). fip t-,r LcQ o Lb. '~ w QQ • � J o O 0 N U) J H u_ w 0 } J u.. to z a Z = F- 0 Z I- LL! w O — w H H u. z w . U= 0 JEFFREY T. FLANSBURG CONSULTING ENGINEER Project No. 324 Page No. L8 The Patty Phavong Residence - Fox Homes LLC 6/22/03 - FR c-f0 2, /48 2G st3v 1t-t-.44. tt20 � .. 1100 r3, 4 - l "LSo J 3t-c.5o x (te. 5 + 7) O. K 3L( rq, = /= 77s0/ 3c-(50 k ( 3t2.s c 37z•5� (� �iSuS rtb- Zc-tcso = c9,'3 v( 2.-tic So/ q- (2- 513'T 5•s) (D e t - tib - GU c 0 , 2G#. M.Y no L. ©.655 Oc> /co JEFFREY T. FLANSBURG CONSULTING ENGINEER The Patty Phavong Residence - Fox Homes LLC °op 2-11.0 Ch. U ?- 1-14o/3e6 CA-bv-p I4.. 3,0 L i. 2 )2- lb. 3'b ,-1-t51412-1.0 ucp C)Op le) 0 PRA- = /Leo ( C S. ct-vs to -f. 3. 3 I3O L b. --1- 5 1, way.) tb. S { tk) A U-5 PP; 1Y) A t 1./ j P t / piste) 'V( TX, p cP kit h. thi-t kto'4.544.t..k. 3c0 p t4t. i 'toy ct- (t)c-t. 4 akc CZ) 4. 2 5 06 t 30.= zr. c 7-3 - ;06.(2, kb. ° .54,t S 2; + P?O5 (-to 91n L. 3.t c - 2,t7 'to f 12 th Project No. 324 Page No. L9 6/22/03 gcSts °mil t, c.x-g ( cs# 3 c771) A8c-. 1c.4) Pc-frre 'We " qt:3 1 b (K92-r3 CC pa_c-X Gci-c " 7 37 q.T pf4pvt,(yr co K) 1 1 3 Ofi- Iwzi i JEFFREY T. FLANSBURG CONSULTING ENGINEER Project No. 324 Page No. R1 NOTES ON CONCRETE RETAINING WALL DESIGNS 1. Assumed Soil Properties These calculations assume certain soil properties. When we have been provided with specific geotechnical advice, we use the geotechnical engineer's recommendations. We do not have geotechnical expertise within our consulting group. When the soil properties have not been investigated by a geotechnical engineer, we make our own assumptions based on the typical values in this area. While our assumptions are conservative, we cannot guarantee that they are correct for your particular site. We strongly advise you to have our assumptions confirmed. 2. Cracking in Concrete Retaining Walls A continuous concrete retaining wall will crack due to shrinkage and temperature effects, showing roughly vertical cracks at about 12' o.c. Short wall lengths (20' to 24') will normally not crack unless there is unusual restraint. Horizontal rebar, usually #4 at 18" o.c. is placed into walls to control crack widths so that large widely spaced cracks do not occur. The rebar will not prevent the small cracks. These vertical cracks are normal and do not indicate structural weakness. Random cracking can be largely eliminated by introducing planned vertical control joints at 24' o.c. maximum. These joints are expensive in labor and disrupt the flow of work. Unless there is a real aesthetic objection to the small random cracks, the joints are not cost - effective. This matter should be discussed between the owner and the contractor. DocumentI Last printed 6/22/2003 I I:53 AM z `~ z re 2 0 N 0 w W. J I=-� u w0 LL Q N d � Z = I•- 0 zI- LL! La U CI O - CI I-- U1 u.' 0 w U =. 0 H, z 'H' 'B' 'T' 'S' 'a' 'b' 'c' 'd' 6" 10" ■ o 0 • v co co 10" 18" 18" 6" 10" 10" 18" 18" 6" 10" 10" 18" 15" N 0 12" 10" 16" 18" 15" 12" 10" 16" 9" 15" 18" 12" 22" 9" 9" 18" 12" 22" 6" 9" JEFFREY T. FLANSBURG CONSULTING ENGINEER Project No. 324 Page No. R2 BACKFILL GRADE #4 HORIZ. © 12" O.C. #4 VERT. @ 18" 0.C. (OMIT FOR H= 4',5') #4 - sc I f'c' O.C. ' # 4 © 'd' O.C. DRAIN AND GRANULAR FILL WRAP DRAINAGE LAYER W/ AMOCO 4545 GEOTEXTILE 4" MIN. OF 1" MINUS CRUSHED ROCK COMPACTED BASE 'B' 8" 1/2 "0 X 10" A.B. © 6' -0" O.C., OR AS SPECIFIED Cn SOIL IN FRONT OF TOE HORIZ. FOR AT LEAST "B" FEET CONCRETE Fc' = 2500 p.s.i. REBAR: GRADE 60 BACKFILL= 110 P.C.F., = 28- (NATIVE UNSELECTED MATERIAL) PLACE BACKFILL BEFORE FRAMING ABOVE WALL FREE STANDING BASEMENT WALL 1 JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street Washougal, WA 98671 (360) 835.0175 Retain Pro 6.0, 23•Sep -2002, (c)1989-2002 Criteria Retained Height Wall height above soil Slope Behind Wal Height of Soil over Toe Soil Density Wind on Stem = 3.17 ft 0.50 ft 0.00: 1 = 0.00 in 110.00 pcf 0.0 psf Design Summary Total Bearing Load = 1,105 lbs ...resultant ecc. = 2.36 in Soil Pressure ® Toe = 749 psi OK Soil Pressure © Heel = 233 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 973 psf ACI Factored © Heel = 303 psf Footing Shear ® Toe = 0.0 psi OK Footing Shear ® Heel = 3.9 psi OK Allowable = 85.0 psi Wail Stability Ratios Overturning = 3.44 OK Sliding = 1.82 OK • ) Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 304.0 lbs less 0 % Passive Force = 0.0 lbs less 100% Friction Force= - Added Force Req'd = ....for 1.5:1 Stability = I Footing Design Results Heel Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 973 115 22 94 0.00 85.00 = None Spec'd = None Spec'd = None Spec'd 552.3 lbs 0.0 lbs OK 0.0 lbs OK 303 psf 241 ft -# 535 ft -# 294 ft -# 3.89 psi 85.00 psi FootingiiSoil Frictior Soil height to ignore for passive pressure fb /FB + fa/Fa Total Force ® Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data f'c Fy Title : 4 Job # : Base Description.... Cantilevered Retaining Wall Design Soil Data This Wall in File: c: \program files \rp6\0 to Allow Soil Bearing = 1,500.0 psf Rankine Soil Presure calculation Soil Friction Angle = 28.0 deg Active Pressure :Ka'Gamma = 39.7 psf /ft Passive Pressure:Kp'Gamma 304.7 psf /ft = 0.500 = 12.00 in Stem Construction 1 Design height ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data lbs = ft -# _ psi = psi = in = in = in = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined Top Stem Stem OK 0.00 Concrete 8.00 # 4 18.00 Edge 0.098 338.6 357.4 3,655.6 4.5 85.0 31.20 6.00 100.0 6.25 f'm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data psi = 2,500.0 psi = 60,000.0 Project No. 324 , aq e: Dsgnr: JTF P&P 1710 27 2 0 0 3 Footing Dimensions & Toe Width Heel Width Total Footing Widtl' Footing Thickness Key Width = Key Depth = Key Distance from Toe = f'c = 2,500 psi Fy = Footing Concrete Density = Min. As % = Cover ® Top = 2.00 in 10 foot no slab.rF Code: 1997 U8C Strengths 0.50 ft 1.75 2.25 10.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street Washougal, WA 98671 (360) 835-0175 ,'" 'detain Pro 6.0, 23•Sep -2002, (c)1969 -2002 Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment lbs ft ft -# Item Heel Active Pressure = 317.8 1.33 Toe Active Pressure - -13.8 0.28 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load ® Stem Above Soil = Total Resisting /Overturning Ratio Vertical Loads used for Soil Pressure = 423.7 -3.8 = 304.0 O.T.M. = 419.9 = 3.44 1,104.6 lbs Vertical component of active pressure used for soil pressure Title ; 4 Job # : Base Description.... Soil Over Heel = 377.4 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) _ Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Project N�o.324 24� Dsgnr: JTF $Sige Zz,too3 This Wall In File: c: \program files \rp6 \0 to 10 foot no slab.rf Cantilevered Retaining Wall Design Code: 1997 UBC RESISTING Force Distance Moment lbs ft ft -# 366.7 281.3 1.71 0.00 0.83 1.13 79.2 2.25 644.7 305.6 316.4 178.3 Total = 1,104.6 lbs R.M.= 1,445.0 I UJ U 0 CO C W= W g = W 2 Z 1— O Z t— U ; O CO C1 I—. = V • 0 LLI U = O F' z #0@ 18.in @Toe #0 @18.in Heel 8.in Conc w/ #4 @ 18.in o/c Designer select all horiz. reinf. See Appendix A 6" 3' -2" 1 0" t. 3 - 8 " Project No. 324 Page No. R5 Z . re QQ 2 J U O CO 0. W= CO u; ' W J LLQ' 0D, = W H =: Z � .1i— a Z H. 11J a U � O Y ;0 'w • w . •-O lll U CO z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. a 3 JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street Washougal, WA 98671 (360)835.0175 Retain Pro 6.0, 23 -Sep -2002, (c)1989-2002 [Criteria Retained Height Wall height above soil Slope Behind Wal Height of Soil over Toe Soil Density Wind on Stem I Design Summary Total Bearing Load ...resultant ecc. = 4.17 ft = 0.50 ft • 0.00: 1 0.00 in 110.00 pcf • 0.0 psf Soil Pressure @ Toe = 987 psf OK Soil Pressure @ Heel = 220 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,278 psf ACI Factored ® Heel = 286 psf Footing Shear ® Toe = 0.0 psi OK Footing Shear ® Heel = 6.7 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 3.18 OK Sliding = 1.72 OK Sliding Coles (Vertical Component Used) Lateral Sliding Force = 482.7 lbs less 0 % Passive Force = 0.0 lbs less 100% Friction Force= 830.0 lbs Added Force Req'd = ....for 1.5 : 1 Stability = Footing Design Results Toe Factored Pressure = 1,278 Mu' : Upward = 152 Mu' : Downward = 22 Mu: Design = 130 Actual 1-Way Shear = 0.00 Allow 1-Way Shear = 85.00 Toe Reinforcing Heel Reinforcing Key Reinforcing 1,660 lbs 3.49 in = None Spec'd = None Spec'd = None Spec'd 0.0 lbs OK 0.0 lbs OK I Heel 286 psf 597 ft -# 1,357 ft -# 760 ft-ii 6.65 psi 85,00 psi Title : 6' Job it : BASE Description.... Cantilevered Retaining Wall Design Soil Data Allow Soil Bearing = 1,500.0 psf Rankine Soil Presure calculation Soil Friction Angle = 28.0 deg Active Pressure:Ka'Gamma= 39.7 psf /ft Passive Pressure:Kp *Gamma 304.7 psf /ft r FootingflSoil Frictior Soil height to ignore for passive pressure fb /FB + fa/Fa Total Force ® Section Moment.... Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data I'm f'c Fy = 0.500 = 12.00 in Stem Construction Design height ft = Wall Material Above "Ht" = Thickness _ Rebar Size = Rebar Spacing Rebar Placed at Design Data psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data psi = psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key: No key defined This Wall in File: c: \program files \rp6 \0 to 10 foot no slab.rf Top Stem Stem OK 0.00 Concrete 8.00 # 4 18.00 Edge 0.223 lbs = 586.1 ft -# = 814.2 3,655.6 psi = 7.8 psi = 85.0 in = 31.20 in = 6.00 = 100.0 in = 6.25 2,500.0 60,000.0 Project No. 324 Dsgnr: JTF IN : tI 4 2003 Footing Toe Width Heel Width Total Footing Widtl Footing Thickness Code: 1997 UBC Dimensions & Strengths Key Width Key Depth = Key Distance from Toe f'c = 2,500 psi Fy = Footing Concrete Density = Min. As% Cover © Top = 2.00 in 0.50 ft 2.25 2.75 10.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in I Z II 00 0 to 0 co III WO D. = W H = Z F- ZI- W jjj D O - c H ▪ uj I I- H LL O .Z W to H =. 0 Z ■ JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street Washougal, WA 98671 (360) 835 -0175 ,` Retain Pro 6.0, 23- Sep -2002, (c)1989-2002 [Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item Ibs ft ft -# Heel Active Pressure = 496.5 1.67 827.5 Toe Active Pressure = -13.8 0.28 -3.8 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load ® Stem Above Soil = Total 482.7 O.T.M. = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Cantilevered Retaining 823.7 3.18 1,660.0 Ibs Vertical component of active pressure used for soil pressure Title : 5' Job # BASE Description.... This Wall In File: cAprogram files \rp6 \0 to 10 foot no slab.rf Wall Design Code: 1997 UBC Soli Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Welght(s) _ Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Total = Project No. 324 Dsgnr: JTF Dag RESISTING Force Distance Moment Ibs ft ft -# 725.8 466.7 343.8 1.96 0.00 0.83 1.38 123.8 2.75 1,660.0 Ibs R.M.= 1,421.3 388.9 472.7 340.4 2,623.3 1 #0 @ 18.in @Toe #0 @18.in Heel 8.in Conc w/ #4 ® 18.in o/c Designer select all horiz, reinf. See Appendix A g l 2' -3" 2' -9" 2" 3" 10" 6 4' -2" 4' -8" ' 4 Project No. 324 Page No. R9 CO m rn CO c v N v H 0 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. H i JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street Washougal, WA 98671 (360) 835-0175 Retain Pro 6.0,23 - Sep- 2002,(c)1989.2002 ' Retained Height Wall height above soil Slope Behind Wal Height of Soil over Toe Soil Density Wind on Stem [Design Summary Total Bearing Load = ...resultant ecc. _ Soil Pressure @ Toe = Soil Pressure r© Heel = Allowable = Soil Pressure Less Than ACI Factored ® Toe = ACI Factored © Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning = Sliding = Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 701.1 lbs less 0 % Passive Force = - 0.0 lbs less 100% Friction Force= - 1,167.7 ibs Added Force Req'd = 0.0 lbs ....for 1.5 : 1 Stability = 0.0 lbs Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 5.17 ft = 0.50 ft 0.00: 1 0.00 in 110.00 pcf 0.0 psf = None Spec'd = None Spec'd = None Spec'd 2,335 lbs 4.60 in 1,227 psf OK 211 psf OK 1,500 psi Allowable 1,586 psf 272 psf 0.0 psi OK 9.8 psi OK 85.0 psi 3.03 OK 1.67 OK I Cantilevered Retaining Wall Design Code: 1997 UBC OK OK Footing Design Results Toe Heel 1,586 272 psf 190 1,200 ft -# 22 2,738 ft -# 168 1,538 ft -# 0.00 9.79 psi 85.00 85.00 psi FootingliSoil Frictior Soil height to Ignore for passive pressure Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Title : 6' Job if : BASE Description.... Allow Soil Bearing = 1,500.0 psf Rankine Soil Presure calculation Soil Friction Angie = 28.0 deg Active Pressure:Ka *Gamma= 39.7 psi /ft Passive Pressure:Kp'Gamma 304.7 psf /ft = 0.500 = 12.00 in Stem Construction I fb /FB + fa/Fa = Total Force @ Section lbs = Moment....Actual ft•# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Lap Splice if Above in = Lap Splice if Below in = Wall Weight = Rebar Depth 'd' in = Masonry Data f'm psi= Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data Project No. 324 P Dsgnr: JTF DS 2 0 This Wall in File: c: \program files \rp6 \0 to 10 foot no slab.rr ft = Top Stem Stem OK 0.00 Concrete 8.00 # 4 18.00 Edge 0.425 901.2 1,552.2 3,655.6 12.0 85.0 31.20 6.00 100.0 6.25 Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness Key Width = Key Depth = Key Distance from Toe = f'c = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover ® Top = 2.00 in 0.50 it 2.75 3.25 10.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pct 0.0018 Btm.= 3.00 in f'c psi= 2,500.0 Fy psi= 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: #4@ 15.00 in, #5@ 23.00 in, #6© 32.75 in, #7© 44.50 in, #8@ 48.25 in, 119© 4 Key: No key defined z I- '~ W re 0 to 0 W = fA u,- W0 g D LL Y2 W = z F- O z LLI ~ W U O N O I-- WW I-U Y' O z W _ H , O z Retain Pro 6.0, 23- Sep -2002, (c)1989-2002 JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street Washougal, WA 98671 (360) 835-0175 Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance lbs ft Item Heel Active Pressure = 714.9 2.00 Toe Active Pressure = -13.8 0.28 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load ® Stem Above Soil = Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Vertical component of active pressure used for soil pressure Cantilevered Retaining Wall Design Code: 1997 UBC = 3.03 2,335.3 lbs Moment ft -# 1,429.9 -3.8 701.1 O.T.M. = 1,426.1 Title 6' Job # : BASE Description.... Project No. 324 �' g� Dsgnr: JTF P VE: I %ht2 'f,2003 This Wall in File: c :\program files \rp6 \0 to 10 foot no slab.rF I RESISTING Force Distance Moment lbs ft ft -it Soil Over Heel = 1,184.1 2.21 2,614.9 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe _ Stem Weight(s) _ Earth ® Stem Transitions = Footing Weight _ Key Weight Vert. Component Total = 0.00 566.7 0.83 406.3 1.63 178.3 3.25 2,335.3 lbs R.M.= 472.3 660.2 579.3 4,326.6 #0@ 18.in @Toe #0 @18.in ® Heel 8.1n Conc w/ #4 © 18.in o/c Designer select all horiz. reinf. See Appendix A 6" 2' -9" 3 - 3 " 5' -2" 2" ^ 10 ° ".. 3" 5' -8" Project No. 324 Page No. R13 z a _ • I- z w 6 Jo. 00 co w J = H N u I p U. _ co = d . I— W Z �.. 1— 0 z h-: 11 LU U N : — : w • W; I— LL t 1- =, z 0 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ro m C . CD 0 0 A 4■ Project No. 324 Title : 7' Job # : BASE Description.... JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street Washougal, WA 98671 (360) 835 -0175 Retain Pro 6.0, 23- Sep -2002, (c)1989.2002 Criteria Retained Height Wall height above soil Slope Behind Wal Height of Soil over Toe Soil Density Wind on Stem [Design Summary Total Bearing Load ...resultant ecc. Factored Pressure = Mu' : Upward = Mu' : Downward = Mu: Design = Actual 1 -Way Shear = Allow 1 -Way Shear = Toe Reinforcing = Heel Reinforcing Key Reinforcing = 6,17 ft 0.50 ft 0.00: 1 0.00 in 110.00 pcf 0.0 psf Soil Pressure © Toe = Soil Pressure ® Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored ® Heel = ....for 1.5:1 Stability = Footing Design Results 2,992 lbs 3.64 in I This Wall in File: c: \program files \rp6 \0 to 10 foot no slab.ri Cantilevered Retaining Wall Design Code: 1997 UBC 1,088 psf OK 408 psf OK 1,500 psf Allowable 1,400 psf 525 psf Footing Shear ® Toe = 6.9 psi OK Footing Shear @ Heel = 13.5 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 3.24 OK Sliding = 1.56 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 959.3 lbs less 0 % Passive Force = - 0.0 lbs less 100% Friction Force= - 1,496.1 lbs Added Force Req'd = 0.0 lbs OK 0.0 lbs OK Toe Heel 1,400 525 psf 663 1,892 ft -# 88 4,024 ft -# 576 2,132 ft -# 6.90 13.52 psi 85.00 85.00 psi None Spec'd # 4 ®15.00 in None Spec'd Soil Data Allow Soil Bearing = 1,500.0 psf Rankine Soil Presure calculation Soil Friction Angle = 28.0 deg Active Pressure:Ka'Gamma= 39.7 psf /ft Passive Pressure :Kp'Gamma 304.7 psf /ft FootinglISoil Frictior Soil height to ignore for passive pressure Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb /FB + fa/Fa Total Force ® Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data f'm Fs Solid Grouting = 0.500 = 12.00 In Stem Construction I ft = lbs = ft -# = psi = psi = in = in = in = psi = psi = Top Stem Stem OK 0.00 Concrete 8.00 if 4 18.00 Edge 0.722 1,283.8 2,639.1 3,655.6 17.1 85.0 31.20 6.02 100,0 6.25 Dsgnr: JTF 1 /52003 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width = Key Depth = Key Distance from Toe = f'c = 2,500 psi Fy = Footing Concrete Density = Min, As % _ Cover © Top = 2.00 in 1.00 ft 3.00 4.00 10.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pct 0.0018 Btm.= 3.00 in Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data f'c psi = 2,500.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: #44D 15.00 in, #5© 23.00 in, #6© 32.75 in, #7© 44.50 in, #8© 48.25 in, #9@ 4 Key: No key defined JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street • Washougal, WA 98671 (360) 835-0175 , l Retain Pro 6.0, 23- Sep -2002, (c)1989 -2002 Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance lbs ft Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = 973.1 2.33 -13.8 0.28 Title : 7' ea..,,��.,,... Job # ; BASE Dsgnr: JTF Pie }iY�,�003 . Description.... Total = 959.3 O.T.M. = 2,266.8 Resisting /Overturning Ratio = 3.24 Vertical Loads used for Soil Pressure = 2,992.2 lbs Vertical component of active pressure used for soil pressure This Wall In File: c: \program files\rp6 \0 to 10 foot no slab.rf Cantilevered Retaining Wall Design Code: 1997 uac Moment ft -tt 2,270.6 -3.8 Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth ® Stem Transitions Footing Weight Key Weight Vert. Component Total = RESISTING Force Distance Moment lbs ft ft-ti 1,582.9 666.7 500.0 0.00 242.6 4.00 2,992.2 lbs R.M.= Project N. 324 2.83 4,484.8 1.33 888.9 2.00 1,000.0 I 970.5 7,344.2 #0@18.in @Toe #4@15.in @ Heel 8.in Conc w/ #4 @ 18.in oic Designer select all horiz. reinf. 3 See Appendix A 4 2" 6 10" Project No. 324 Page No. R17 4 Pp= 0.# 1088.2psf 407.93psf 973.08# Project No. 324 Page No. R18 Z I Z QQ : 2 J U 00 w = _! 1- la 0 g J' U. < = d . F_ Z � I- 0 Z M U � O - . D 1- LU l a Z — 0 Z W U N 0 z JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street - Washougal, WA 98671 (360) 835.0175 .` 9etaln Pro 6.0, 23- Sep -2002, (c)1989 -2002 Criteria Retained Height Wall height above soil Slope Behind Wal Height of Soil over Toe Soil Density Wind on Slam = 7.17 ft = 0.50 ft 0.00: 1 0.00 In = 110.00 pcf 0.0 psf Design Summary Total Bearing Load = 3,880 lbs ...resultant ecc. = 4.68 in Soil Pressure @ Toe = 1,311 psf OK Soil Pressure ® Heel = 414 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,685 psf ACI Factored ® Heel = 532 psf Footing Shear ® Toe = 8.5 psi OK Footing Shear © Heel = 18.1 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 3.13 OK Sliding = 1.54 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,257.2 lbs less 0 % Passive Force = - 0.0 lbs less 100% Friction Force= - 1,939.9 lbs 0.0 lbs OK 0.0 lbs OK Added Force Req'd = ....for 1.5 : 1 Stability = [Footin Design Results U Toe Heel Factored Pressure = 1,685 532 psf Mu' : Upward = 800 3,106 ft -# Mu' : Downward = 88 6,659 ft -# Mu: Design = 712 3,553 ft -# Actual 1 -Way Shear = 8.53 18.07 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 4 © 15.00 in Key Reinforcing = None Spec'd Title : 8' Job # : BASE Description.... This Wall in File: c: \program files \rp6 \0 to 10 foot no slabs; Cantilevered Retaining Wall Design Code: 1997 UBC 1 Soil Data Allow Soil Bearing = 1,500.0 psf Rankine Soil Presure calculation Soil Friction Angle = 28.0 deg Active Pressure:Ka'Gamma= 39.7 psf /ft Passive Pressure:Kp'Gamrna 304,7 psf /ft FootingiiSoil Frictior = 0.500 Soil height to ignore for passive pressure = 12.00 in Stem Construction I Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb /FB + fa/Fa = Total Force @ Section ibs = Moment....Actual ft•# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Lap Splice if Above In = Lap Splice if Below in = Wall Weight = Rebar Depth 'd' in = Masonry Data f'm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data f'c Fy Top Stem Stem OK ft = 0.00 = Concrete 8.00 # 4 9.00 Edge 0.582 1,733.9 4,142.4 7,122.4 23.1 85.0 31.20 6.00 100.0 6.25 psi = 2,500.0 psi = 60,000.0 Project No. 324 Page NBaRt9__- Dsgnr: JTF ate: JUN 22,2003 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width = Key Depth = Key Distance from Toe = f'c = 2,500 psi Fy = Footing Concrete Density = Min. As% _ Cover ® Top = 2.00 in 1.00 It _ 3.50 r 4.50 10.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: #4© 15.00 in, #5© 23.00 in, #6© 32.75 in, ff7® 44.50 in, #8© 48.25 in, #9© 4 Key: No key defined �i�• raa', i;:.. .';i.:i•`�:- `vr•::d:47;k °.`.:`` -J» ^; ::� ".F,ac «..,.',' �. JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street ' Washougal, WA 98671 (360) 835 -0175 9etain Pro 6.0, 23 -Sep -2002, (c)1969 -2002 Project No. 324 Title : 8' Job # : BASE Description.... Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment lbs ft ft-0 Item Heel Active Pressure = 1,270,9 2.67 Toe Active Pressure = -13.8 0.28 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load ® Stem Above Soil = Resisting /Overturning Ratio Vertical Loads used for Soil Pressure = Thls Wall In File: c: \program files\rp6 \0 to 10 foot no slab.rF Cantilevered Retaining Wall Design Code: 1997 UBC = 3.13 3,879.8 lbs Vertical component of active pressure used for soil pressure 3,389.3 -3.8 Total = 1,257.2 O.T.M. = 3,385.5 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth ® Stem Transitions Footing Weighl Key Weight Vert. Component Total = Dsgnr: JTF P ffg eNPT�1R 2003 RESISTING Force Distance Moment lbs ft ft•# 2,233.7 3.08 6,887.3 0.00 766.7 1.33 1,022.3 562.5 2.25 1,265.6 316.9 4.50 3,879.8 lbs R.M.= 1,426.0 10,601.1 I #0@18.in @Toe #4@15.in @ Heel 8.1n Conc w/ #4 @ 9.in o/c Designer select all horlz. relnf. See Appendix A —ow • • • 4 ?• • • ••• • 1 3/4' ....... 4'-6" 7 2" 10" 7'•8" Project No. 324 Page No. R21 1 Pp= 0.# 1310.7psf 413.62psf 1270.9# Project No. 324 Page No. R22 Z QQ re LI/ J 0 0= W �. w= J F... WO 2 J . .1 a W Z O ' Z F— LU uj 2 U� O= . CI F-- W W . U ' O; ui Z . U N 1- • H Z JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street Washougal, WA 98671 (360) 835-0175 ,"...*\/ Retain Pro 6.0, 23 -Sep - 2002, (c)1969.2002 ' r� Criteria Retained Height Wall height above soil Slope Behind Wal Height of Soil over Toe Soil Density Wind on Stem I Design Summary Total Bearing Load ...resultant ecc. . Soil Pressure ® Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored ® Toe ACI Factored © Heel Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 8.00 ft 0.50 ft 0.00: 1 0,00 in 110.00 pcf 0.0 psf 5,009 lbs 3.16 in = 1,172 psf OK 650 psf OK = 1,500 psf Than Allowable 1,510 psf 837 psf Footing Shear ® Toe = 9.7 psi OK Footing Shear ® Heel = 17.7 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 3.59 OK Sliding = 1.58 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,588.5 lbs less 0 % Passive Force = - 0.0 lbs less 100% Friction Force= - 2,504.7 lbs Added Force Req'd = 0.0 lbs OK ....tor 1.5:1 Stability = 0.0 lbs OK Footing Design Results Toe Heel 1,510 837 psf 1,629 5,403 ft-11 236 10,284 ft -ft 1,393 4,881 ft -# 9.71 17.72 psi 85.00 85.00 psi = None Spec'd = #4 ®15.00 in = None Spec'd Cantilevered Retaining Wall Design Soil Data Allow Soil Bearing = 1,500.0 psf Rankine Soil Presure calculation Soil Friction Angle = 28.0 deg Active Pressure:Ka'Gamma= 39.7 psf /ft Passive Pressure:Kp•Gamma 304.7 psf /ft FootingllSoil Frictior = 0.500 Soil height to ignore for passive pressure = 12.00 in Stem Construction Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb /FB + fa /Fa Total Force ® Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data f'm Fs Solid Grouting Special Inspection Modular Ratio 'n' f'c Fy Title : 9' Job If : BASE Description.... ft = lbs = f t-# = psi = psi = in = in = in = psi = psi = Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data psi = psi = Top Stem Stem OK 0.00 Concrete 8.00 # 4 9.00 Edge 0.809 2,160.4 5,761.1 7,122.4 28.8 85.0 31.20 6.72 100.0 6.25 2,500.0 60,000.0 Project No. 324 Dsgnr: JTF P mate: J 22 2003 This Wall In File: c: \program files \rp6 \0 to 10 foot no slab.rf Footing Dimensions & Toe Width Heel Width Total Footing Widtt Footing Thickness Key Width = Key Depth = Key Distance from Toe = f'c = 2,500 psi Fy = Footing Concrete Density = Min. As % _ Cover ® Top = 2.00 in Code: 1997 UBC Strengths 1.50 ft 4.00 5.50 12.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: #4© 11.75 in, #5© 18.25 in, #6© 25.75 in, #7@ 35.25 in, #8© 46.25 in, #9© 4 Key: No key defined Retain Pro 6.0, 23- Sep -2002, (c)1909 -2002 JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street Washougal, WA 98671 (360) 835-0175 rSummary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item lbs ft ft -# Heel Active Pressure = 1,608.4 3.00 4,825.2 Toe Active Pressure = -19.9 0.33 -6.6 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load ® Stem Above Soil = Total = 1,588.5 O.T.M. = 4,818.6 Resisting/Overturning Ratio = 3.59 Vertical Loads used for Soil Pressure = 5,009.4 lbs Vertical component of active pressure used for soil pressure Title : Job # : BASE Description.... This Wall In File: c; \program files \rp6 \0 to 10 foot no slab.rF Cantilevered Retaining Wall Design Code: 1997 UBC Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth ® Stem Transitions _ Footing Weight Key Weight Vert. Component Total = Project No. 324 Dsgnr: JTF Pag irate: JUN 2 2003 RESISTING Force Distance Moment lbs ft ft -# 2,933.3 850.0 825.0 3.83 11,244.4 0.00 1.83 2.75 1,558.3 2,268.8 I 401.0 5.50 2,205.6 5,009.4 lbs R.M.= ____ 17,277.1 #0 ©18.in @Toe #4@ 15.in ® Heel 8in Conc w/ #4 ® 9.1n o/c Designer select all horiz. reins. See Appendix A 4*.t .•. ❖ 4 0000•, •,•.. - 1 3/4" 4' -0" 5' -6" 2" 8' -0" 1' -0" _t 8' -6" Project No. 324 Page No. R25 • '~ Z c w 6 JU 00. . UU; t/) W = J W 0' g J IL Q' cn Z � I— O' Z i— • 2 p` U O —: W: • l, • • Z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.. j JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street Washougal, WA 98671 (360) 835.0175 Retain Pro 6.0, 23 Sep -2002, (c)1989.2002 Criteria Retained Height = 9.00 ft Wall height above soil = 0.50 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load = 6,140 lbs ...resultant ecc. = 4.15 in Soil Pressure ® Toe = 1,377 psf Soil Pressure ® Heel = 669 psf Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,773 psf ACI Factored ® Heel = 861 psf Footing Shear ® Toe = 11.7 psi OK Footing Shear @ Heel = 22.3 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 3.46 OK Sliding = 1.56 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,965.8 lbs less 0 % Passive Force = - 0.0 lbs less 100% Friction Force= - 3,070.0 lbs Added Force Req'd = ....for 1.5:1 Stability = I Footing Design Results Toe Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1,773 1,909 236 1,673 = 11.66 = 85.00 = None Spec'd = # 4 ®10.50 in = None Spec'd r OK OK 0.0 lbs OK 0.0 lbs OK This Wall In File: c: \program files \rp6 \0 to 10 foot no slab.rr Cantilevered Retaining Wall Design Code: 1997 UBC I Heel 861 psf 7,756 ft -# 14,952 ft -# 7,197 ft-If 22.29 psi 85.00 psi Soil Data Allow Soil Bearing = 1,500.0 psf Rankine Soil Presure calculation Soil Friction Angle = 28.0 deg Active Pressure:Ka•Gamma= 39.7 psf /ft Passive Pressure:Kp'Gamma 304.7 psf /ft FootinglISoil Frictior Soil height to ignore for passive pressure Stem Construction r Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb /FB + fa/Fa Total Force ® Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data f'm Fs Solid Grouting Title : 10' Job it : BASE Description.... 0.500 = 12.00 in I Top Stem Stem OK ft = 0.00 = Concrete 8.00 # 4 6.00 Edge = 0.789 lbs = 2,734.3 ft -# = 8,202.9 = 10,400.4 psi = 36.5 psi = 85.0 in = 31.20 in = 6.50 100.0 in = 6.25 psi = psi = Project No. 324 Dsgnr: JTF Pa ate: JUN 22, 02 03 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Widtt Footing Thickness Key Width Key Depth Key Distance from Toe 1.50 ft 4.50 = 6.00 12.00 in 0.00 in 0.00 in 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover ( Top = 2.00 in © Btm.= 3.00 in Special Inspection Modular Ratio 'n' _ Short Term Factor _ Equiv. Solid Thick. = Masonry Block Type = Medium Weight Concrete Data f'c psi= 2,500.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: #4@ 10.50 in, #5© 16.50 in, #6@ 23.25 in, #7© 31.50 in, #8© 41.50 in, #9© 4 Key: No key defined - JEFFREY T. FLANSBURG CONSULTING ENGINEER 1143 43rd Street • Washougal, WA 98671 (360) 835.0175 Retain Pro 6.0, 23- Sep -2002, (c)1969-2002 [ of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment lbs ft ft -ft Item Heel Active Pressure = 1,985.7 3.33 6,618.9 Toe Active Pressure = -19.9 0.33 -6.6 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load IP Stem Above Soil = Total = 1,965.8 O.T.M. = 6,612.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Vertical component of active pressure used for soil pressure Title 10' Job If : BASE Dsgnr: JTF Pqa: gU ,2003 Description.... This Wall in File: c: \program files \rp6 \0 to 10 foot no slab.rr Cantilevered Retaining Wall Design Code: 1997 UBC = 3.46 6,140.1 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions __ Footing Weight Key Weight Vert. Component Total = 3,795.0 950.0 900.0 495.1 6.00 6,140.1 lbs R.M.= Project le 324 RESISTING Force Distance Moment lbs ft It-ft 4.08 15,496.3 0.00 1.83 1,741.7 3.00 2,700.0 2,970.5 22,908.4 1 110@18.1n @Toe 8.in Conc w/ 04 @ 6.In o/c Designer select 114©10.5i horiz. reinf. H Appendix A • ' OF • Si • 0. • - 1 3/4" l'-6" I 4 - • • ••••• •_ • • • •-•-•.•••• • 6'-0" • 9'-0" Project No. 324 Page No. R29 6" V-6" i- 2 : O . 1 '•0" I 4 Z • 11.1: • re 6 m. c.) (n 0 COW: WI CO LC. u j 0: g Q. (.0 - a . w I z 0, Z I— ' (1) 0 Ui I—% 0 F. CL. .- a • Z z 0 Cif NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN • THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. idi WoodWorks® SQFfWAR( FOR WOOD !HAWN COMPANY JEFFREY T. FLANSB ENGINEER CONSULTING ENGINEER June 17, 2003 18:29:20 PROJECT The Patty Phavong Residence Fox Homes LLC R1.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? Loadl Load2 Dead Snow Full UDL Full UDL 225.0 375.0 No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • A 0 0' 5 ' Dead Live Total Bearing: Length 563 937 1500 563 937 1500 1.1 1.1 Lumber -soft, Hem -Fir, No.2, 4x8" Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis/Design fv /Fv' = 0.78 fb /Fb' = 0.58 0.22 0.18 ) Shear Bending(+) Dead Defl'n Live Defl'n Total Defl'n fv @d = 67 fb = 734 0.02 = <L/999 0.04 = <L/999 0.06 = <L/999 Fv' = 86 Fb' = 1271 0.17 = L/360 0.33 = L /180 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 850 1.15 1.00 1.00 1.000. 1.30 1.000 1.00 1.00 2 Fv' = 75 1.15 1.00 1.00 2 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending( +): LC# 2 = D +S, M = 1875 lbs -ft Shear : LC# 2 = D +S, V = 1500, V ®d = 1137 lbs Deflection: LC# 2 = D +S EI= 144.49e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C =construction CLd =concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 Pa > a No. Cl d" WoodWorks® SOffWANF fON WOry!) OFS)(:w COMPANY JEFFREY T. FLANSBURG Ju 17, 2003 ENGINEER PROJECT .11 wwh Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Load2 Dead Live Full Area Full Area 12.00 (12.0)* 40.00 (12.0)* No No *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 15' -9" Dead Live Total Bearing: Length 95 315 409 95 315 409 1.0 1.0 Lumber -soft, Hem -Fir, No.2, 2x10" Spaced at 12" c/c; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis /Design Shear Bending(+) Dead Defl'n Live Defl'n Total Defl'n fv ®d = 40 fb = 905 0.13 = <L/999 0.43 = L/438 0.56 = L/337 Fv' = 75 Fb' = 1075 0.53 = L/360 0.79 = L/240 fv /Fv' = 0.53 fb /Fb' = 0.84 0.82 0.71 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 850 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 75 1.00 1.00 1.00 2 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 1612 lbs -ft Shear : LC# 2 = D +L, V = 409, VW = 369 lbs Deflection: LC# 2 = D +L EI= 128.61e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C =construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 a e No. C2 w : re -J 0 0 W J H U) u_ tu 2 g Q u) = W Z f.- 1- O Z W uj 2 • o O c o O - O I-- WW H U ▪ O .. Z W U= O ~ Z /` I I WoodWorks® sort WAR( TOR WOOD Ors)QN COMPANY CONSULTING ENGINEER GINEER 17, 2003 18:38:34 PROJECT .I2 wwh Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Dead Load2 Live Full Area Full Area 12.00 (16.0)* 40.00 (16.0)* No No *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 14' Dead Live Total Bearing: Length 112 373 485 112 373 485 1.0 1.0 Lumber -soft, Hem -Fir, No.2, 2x10" Spaced at 16" c/c; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psl, and In ) Criterion Analysis Value Design Value Analysis/Design fv /Fv' = 0.62 fb /Fb' = 0.89 0.77 0.67 Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv ®d = 47 fb = 953 0.11 = <L/999 0.36 = L/468 0.47 = L/360 Fv' = 75 Fb' = 1075 0.47 = L/360 0.70 = L/240 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 850 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 75 1.00 1.00 1.00 2 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 1699 lbs -ft Shear : LC# 2 = D +L, V = 485, lied = 432 lbs Deflection: LC# 2 = D +L EI= 128.61e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C =construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 1tIt Wood Wo r ks® Sorl H'AN( MR Woo) or9CN COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 17, 2003 19:01:34 PROJECT The Patty Phavong Residence Fox Homes LLC )Mt'.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? Loadl Load2 Load3 Load4 Loads Dead Dead Dead Snow Live Full UDL Full UDL Full UDL Full UDL Full UDL 76.0 64.0 76.0 127.0 253.0 00000 2 zzzz MAXIMUM REACTIONS (Ibs1 and BEARING LENGTHS (in1 : A A 0' 4' Dead Live Total Bearing: Length 432 760 1192 432 760 1192 1.0 1.0 Lumber -soft, Hem -Fir, No.2, 4x8" Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and In ) Criterion Analysis Value Design Value Analysis/Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 49 fb = 467 0.01 = <L/999 0.02 = <L/999 0.02 = <L/999 Fv' = 86 Fb' = 1271 0.13 = L/360 0.27 = L /180 fv /Fv' = 0.57 fb /Fb' = 0.37 0.11 0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 850 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.00 3 Fv' = 75 1.15 1.00 1.00 3 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 3 Bending( +): LC# 3 = D +L +S, M = 1192 lbs -ft Shear : LC# 3 = D +L +S, V = 1192, Ved = 832 lbs Deflection: LC# 3 = D +L +S EI= 144.49e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 I I I WoodWorks SOrTWARt FOR wow) nrsu:N COMPANY JEFFREY J ONSUL2 N3 N 2124 ER PROJECT FoxHomes LLC Phavong Residence .1142 n 4- Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Load2 Dead Live Full UDL Full UDL 76.0 253.0 No No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A A 0' 5' Dead Live Total Bearing: Length 190 632 822 190 632 822 1.0 1.0 Lumber -soft, Hem -Fir, No.2, 4x8" Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS-1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis/Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv ®d = 37 fb = 402 0.01 = <L/999 0.02 = <L/999 0.03 = <L/999 Fv' = 75 Fb' = 1105 0.17 = L/360 0.33 = L /180 fv /Fv' = 0.49 fb /Fb' = 0.36 0.15 0.10 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 850 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 75 1.00 1.00 1.00 2 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 1028 lbs -ft Shear : LC# 2 = D +L, V = 822, V ®d = 624 lbs . Deflection: LC# 2 = D +L EI= 144.49e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1, Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 WoodWorkse SOFTWARE FOR W000 tIOIGN COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 17, 2003 19:03:18 1 !%b'r l •ll• • ill PROJECT The Patty Phavong Residence Fox Homes LLC ,M3.wwb J-3 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loads Load2 Load3 Load4 Load5 Dead Dead Dead Snow Live Full UDL Full UDL Full UDL Full UDL Full UDL 64.0 225.0 96.0 375.0 320.0 00000' zzzzz MAXIMUM REAI'Tirmic /hat nr1 RFAQINm I GNf:THC /inl • A 0 0 3' Dead Live Total Bearing: Length 578 1042 1620 578 1042 1620 1.1 1.1 Lumber -soft, Hem -Fir, No.2, 4x8" Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis/Design fv /Fv' = 0.66 fb /Fb' = 0.37 0.09 0.07 Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv ®d = 57 fb = 476 0.00 = <L/999 0.01 = <L/999 0.01 = <L/999 Fv' = 86 Fb' = 1271 0.10 = L/360 0.20 = L /180 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 850 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.00 3 Fv' = 75 1.15 1.00 1.00 3 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 3 Bending( +): LC# 3 = D +L +S, M = 1215 lbs -ft Shear : LC# 3 = D +L +S, V = 1620, V ®d = 968 lbs Deflection: LC# 3 = D +L +S EI- 144.49e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C- construction CLd =concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 Z • w W ee�� � J O O 0 u) W • I H • w w 0 2 J • Q I W I Z I...' I- O Z I- W W V O O P 0 I- W H r - It. O ..z W • = O . ~ z � I WoodWorks® SOFTWARE' FOR WOOD OtSICN COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 17, 2003 19:04:14 PROJECT The Patty Phavong Residence Fox Homes LLC ...M4.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? Loadl Load2 Load3 Load4 Loads Dead Dead Dead Snow Live Full UDL Full UDL Full UDL Full UDL Full UDL 64.0 225.0 96.0 375.0 320.0 00000 zzzzz MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : a A 0' 6 -6" Dead Live Total Bearing: Length 1251 2259 3510 1251 2259 3510 1.6 1.6 Timber -soft, Hem -Fir, No.2, 6x12" Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis/Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv ®d = 59 fb = 565 0.02 = <L/999 0.04 = <L/999 0.06 = <L/999 Fv' = 80 Fb' = 776 0.22 = L/360 0.43 = L /180 fv /Fv' = 0.73 fb /Fb' = 0.73 0.17 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fh'+= 675 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 70 1.15 1.00 1.00 3 Fcp'= 405 1.00 1.00 - E' = 1.1 million 1.00 1.00 3 Bending( +): LC# 3 = D +L +S, M = 5704 lbs -ft Shear : LC# 3 = D +L +S, V = 3510, V ®d = 2475 lbs Deflection: LC# 3 = D +L +S EI= 766.76e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 No. C7 I I I Wood Works® SorrwANr row wnnn neslcN COMPANY J JEFFREY T. FLANSBURG une ONSU T 03 9 GIN54EER ' PROJECT The Patty �'FooxvHobmes LLC Phavong Residence I - O S Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? Loadl Load2 Load3 Load4 Load5 Dead Dead Dead Snow Live Full UDL Full UDL Full UDL Full UDL Full UDL 64.0 225.0 96.0 375.0 320.0 00000 zzzzz MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : o A 0' .. 6' -6" Dead Live Total Bearing: Length 1251 2259 3510 1251 2259 3510 1.1 1.1 Glulam- Simple, VG West.DF, 24F -V4, 5- 1!8x9" Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Fv' = 218 Fb' = 2760 0.22 = L/360 0.43 = L /180 Analysis/Design fv /Fv' = 0.40 fb /Fb' = 0.36 0.23 0.18 Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 88 fb = 989 0.03 = <L/999 0.05 = <L/999 0.08 = <L/999 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending( +): LC# 3 = D +L +S, M = 5704 lbs -ft Shear : LC# 3 = D +L +S, V = 3510, Ved = 2700 lbs Deflection: LC# 3 = D +L +S EI= 560.41e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv Is assumed to be unity for all cases. This Is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Giulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Project No. 324 Z " CC W QQ � J O 0 N CO MI J = H W • } O g J u_ < CO I I- III Z = F- 1- O Z 1- W W U � 0 - W 1- - O 0 I W Z Z I I I WoodWorks® <OFiwAR( FOR WOOD D1.?C.N COMPANY JEFFREY T. FLANSBURG J 2003 CONSULTING 19:06:40 1ENGINEER PROJECT The Patty Fox Homes LLC Phavong Residence Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? Loadl Load2 Load3 Dead Dead Snow Full UDL Full UDL Full UDL 76.0 64.0 127.0 No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A 6 0' 7' -6" Dead Live Total Bearing: Length 525 476 1001 525 476 1001 1.0 1.0 Lumber -soft, Hem -Fir, No.2, 4x8" Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis/Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv ®d = 50 fb = 735 0.07 = <L/999 0.06 = <L/999 0.13 = L/684 Fv' = 86 Flo' = 1271 0.25 = L/360 0.50 = L /180 fv /Fv' = 0.58 fb /Fb' = 0.58 0.25 0.26 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 850 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 75 1.15 1.00 1.00 2 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending( +): LC# 2 = D +S, M = 1877 lbs -ft Shear : LC# 2 = D +S, V = 1001, VQd = 840 lbs Deflection: LC# 2 = D+S EI= 144.49e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S •snow W =wind I =impact C =construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 / 111 1 WoodWorks® Sc,rlwAHt FOR Worm DESIGN COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 17, 2003 19:07:38 PROJECT The Patty Phavong Residence Fox Homes LLC )A6.wwb U Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loads Load2 Dead Live Full UDL Full UDL 180.0 600.0 No No MAXIMUM REA('TtntUC nthcl nnrl RPAQwn I PlU TUS /in% • A A 0' 3' Dead Live Total Bearing: Length 270 900 1170 270 900 1170 1.0 1.0 Lumber -soft, Hem -Fir, No.2, 4x8" Lateral support: top = full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis/Design fv /Fv' = 0.55 fb /Fb' = 0.31 0.08 0.05 Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 41 fb = 343 0.00 = <L/999 0.01 = <L/999 0.01 = <L/999 Fv' = 75 Fb' = 1105 0.10 = L/360 0.20 = L /180 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 850 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 75 1.00 1.00 1.00 2 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 878 lbs -ft Shear : LC# 2 = D +L, V = 1170, V ®d = 699 lbs Deflection: LC# 2 = D +L EI= 144.49e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C =construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 /1 i i Woodworks® .COFIWAH(10(( WOOD O(.C(CN COMPANY JEFFREY T. FLANSBURG Oe 1 7 , 2 9 ER PROJECT The Patty Phavong Residence Homes LLC _ } � Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Load2 Dead Live Full UDL Full UDL 180.0 600.0 No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 A 0' 6' -6" Dead Live Total Bearing: Length 585 1950 2535 585 1950 2535 1.1 1.1 Timber -soft, Hem -Fir, No.2, 6x10" Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis/Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv ad = 55 fb = 598 0.02 = <L/999 0.06 = <L/999 0.07 = <L/999 Fv' = 70 Pb' = 675 0.22 = L/360 0.43 = L /180 fv /Fv' = 0.79 fb /Fb' = 0.89 0.26 0.17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 675 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 70 1.00 1.00 1.00 2 Fcp'= 405 1.00 1.00 - E' = 1.1 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 4119 lbs -ft Shear : LC# 2 = D +L, V = 2535, V ®d = 1917 lbs Deflection: LC# 2 = D +L EI= 432.25e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd =concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 - WoodWorks® SOF(WA RE FOR WOOD DESIGN COMPANY JEFFREY T. FLANSBURG June CONSULTING 03 9 ENGINEER ER PROJECT The Patty Fox Homes LLC Phavong Residence Q V Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? Loads Load2 Load3 Load4 Dead Live Dead Live Point Point Full Area Full Area 84 280 12.00 (1.33)* 40.00 (1.33)* 7.00 7.00 No No No No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 14' Dead Live Total Bearing: Length 154 513 667 154 513 667 1.0 1.0 Lumber n -ply, Hem -Fir, No.2, 2x10 ", 2 -Plys Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS-1997: ( stress =psi, and In ) Criterion Analysis Value Design Value Analysis/Design fv /Fv' = 0.44 fb /Fb' = 0.89 0.61 0.40 Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 33 fb = 834 0.09 = <L/999 0.29 = L/585 0.37 = L/450 Fv' = 75 Fb' = 935 0.47 = L/360 0.93 = L /180 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 850 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 75 1.00 1.00 1.00 2 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 2973 lbs -ft Shear : LC# 2 = D +L, V = 667, Vad = 614 lbs Deflection: LC# 2 = D +L EI= 128.61e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt Joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side- loaded, special fastening details may be required. Project No. 324 l i i WoodWorks® SoffI AR[FOR WOOD DISlGN COMPANY C JEFFREY T. FLANSBURG ONSULTING o3 NGINE ER PROJECT v The Patty Fox Homes LLC Phavong Residence v/ vet Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Load2 Load3 Load4 Loads L t. r - tD CD r• (D < w w < w tD A R. N a Point Point Full UDL Full UDL Full UDL 150 510 64.0 84.0 280.0 1.50 1.50 zzzz 0000 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : a A 0' 6 ' Dead Live Total Bearing: Length 556 1223 1779 481 968 1449 1.3 1.0 Lumber -soft, Hem -Fir, No.2, 4x10" Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis/Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 67 fb = 590 0.02 = <L/999 0.04 = <L/999 0.05 = <L/999 Fv' = 75 Fb' = 1020 0.20 = L/360 0.40 = L /180 fv /Fv' = 0.90 fb /Fb' = 0.58 0.18 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 850 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 75 1.00 1.00 1.00 2 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 2453 lbs -ft Shear : LC# 2 = D +L, V = 1779, Ved = 1449 lbs Deflection: LC# 2 = D +L EI= 300.09e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 Z W ' 6 U0 N 0 ul Ili I H Q w w 0 2 gQ I w z = O ZI- tu O • N O 1- W w H 0 w z U_ N . O ~ z /\ WOOdWorks® corrwARt FM Winn n1. l( , COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 17, 2003 19:17:28 PROJECT The Patty Phavong Residence Fox Homes LLC >1k ,w b Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Load/ Load2 Load3 Load4 Loads Load6 Load? O 3 b 3 b 3 b b O rt O N O 0 0 0 0I 0 0I 0 ID A0)A(I)QU) CI Point Point Partial UDL Partial UDL Partial UDL Partial UDL Full UDL 1690 2810 24.0 24.0 40.0 40.0 225.0 225.0 375.0 375.0 64.0 5.50 5.50 0.00 5.50 0.00 5.50 5.50 9.00 5.50 9.00 zzzzzzz 0 0 0 0 0 0 0 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : o A 0' 9' Dead Live Total Bearing: Length 1190 1501 2691 1995 2842 4837 1.0 1.5 Glulam - Simple, VG West.DF, 24F -V4, 5- 1/8x9" Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; 1 SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis/Design fv /Fv' = 0.65 fb /Fb' = 0.81 0.54 0.61 Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv ®d = 141 fb = 2231 0.11 = L/945 0.16 = L/667 0.28 = L/391 Fir' = 218 Fb' = 2760 0.30 = L/360 0.45 = L/240 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending( +): LC# 2 = D +S, M = 12863 lbs -ft Shear : LC# 2 = D +S, V = 4837, VW = 4339 lbs Deflection: LC# 2 = D +S EI= 560.41e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C =construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Project No. 324 Pa No. C14 / Ii 1 WoodWorks- sormnR( 101+ WOOD OISICN COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 17, 2003 19:19:00 PROJECT The Patty Phavong Residence Fox Homes LLC j41.wwb V l.i LOADS: Design Check Calculation Sheet Sizer 2002a ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? Loadl Load2 Load3 Load4 Loads Load6 Load? Loads Load9 � ro� I C0CD ▪ w m 0 a 0 a 0 0i 0 O.aE aE as c. Point Point Partial UDL Partial UDL Partial UDL Partial UDL Full UDL Full UDL Full UDL 1690 2810 24.0 24.0 40.0 40.0 225.0 225.0 375.0 375.0 64.0 72.0 240.0 3.50 3.50 3.50 9.00 3.50 9.00 0.00 3.50 0.00 3.50 zzzzzzzzz O 00000000 MAXIMUM REACTIONS A 0' (Ibs) and BEARING LENGTHS (in) : a 9' Dead Live Total Bearing: Length 2319 3922 6241 1514 2581 4095 1.9 1.2 _ Glulam- Simple, VG West.DF, 24F -V4, 5- 118x9" Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Anal sis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 179 fb = 2752 0.13 = L /811 0.23 = L/479 0.36 = L /301 Fv' = 218 Fb' = 2760 0.30 = L/360 0.45 = L/240 fv /Fv' = 0.82 fb /Fb' = 1.00 0.75 0.80 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending( +): LC# 3 = D +L +S, M = 15866 lbs -ft Shear : LC# 3 = D +L +S, V = 6241, Vad = 5509 lbs Deflection: LC# 3 = D +L +S EI= 560.41e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used In the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Project No. 324 Paste No. C15 Z Z a: W O 0 0 co O J F = -. • uL W O J u_ Q N _. � Z t- z � Lu 00 U • N O I- W • 0 u. O . .. Z W U= O z I I I WoodWorks® S(F,WARF Mk WOOD DtNIGN COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 17, 2003 20:44:24 PROJECT The Patty Phavong Residence Fox Homes LLC J3.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Load2 Load3 Dead Live Snow Full Area Full Area Full Area 12.00 (16.0)* 40.00 (16.0)* 25.00 (16.0)* No No No *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A A 0 8' Dead Live Total Bearing: Length 64 347 411 64 347 411 1.0 1.0 Lumber -soft, Hem -Fir, No.2, 2x8" Spaced at 16" c /c; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis/Design fv /Fv' = 0.56 fb /Fb' = 0.56 0.48 0.38 Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 48 fb = 750 0.02 = <L/999 0.13 = L/744 0.15 = L/628 Fv' = 86 Fb' = 1349 0.27 = L/360 0.40 = L/240 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 850 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.15 3 Fv' = 75 1.15 1.00 1.00 3 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 3 Bending( +): LC# 3 = D +L +S, M = 821 lbs -ft Shear : LC# 3 = D +L +S, V = 411, V ®d = 349 lbs Deflection: LC# 3 = D +L +S EI= 61.92e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. Project No. 324 di WoodWorks® SOFTWARE FOR WOOD DESIGN COMPANY JEFFREY T. FLANSB ENGINEER CONSULTING ENGINEER June 22, 2003 07 :34:11 PROJECT The Patty Phavong Residence Fox Homes LLC M1.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psi, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loads Load2 Dead Live Full UDL Full UDL 42.0 140.0 No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 13' -6" Dead Live Total Bearing: Length 342 945 1287 342 945 1287 1.0 1.0 Lumber n -ply, Hem -Fir, No.2, 2x10 ", 3 -Plys Self Weight of 8.6 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS-1997: ( stress=psl, and In ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 41 fb = 812 0.10 = <L/999 0.27 = L/597 0.42 = L/387 Fv' = 75 Fb' = 1075 0.45 = L/360 0.67 = L/240 fv /Fv' = 0.55 fb /Fb' = 0.76 0.60 0.62 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 850 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 75 1.00 1.00 1.00 2 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 4342 lbs -ft Shear : LC# 2 = D +L, V = 1287, V @d = 1140 lbs Deflection: LC# 2 = D +L EI= 128.61e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side- loaded, special fastening details may be required. Project No. 324 Page No. C17 t WoodWorks® FOR WOOD DESIGN COMPANY J JEFFREY T. FLANSBURG ON 2ULT o3 ENGINEER 07:35:34 PROJECT Patt The Fox Homes LLC Phavong Residence M2.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psi, or plf ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loads Load2 Load3 Dead Dead Live Full UDL Full UDL Full UDL 180.0 64.0 600.0 No No No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : o d 0' 4' -6" Dead Live Total Bearing: Length 564 1350 1914 564 1350 1914 1.4 1.4 Lumber -soft, Hem -Fir, No.2, 4x10" Self Weight of 6.69 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psl, and In ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 58 fb = 518 0.01 = <L/999 0.02 = <L/999 0.03 = <L/999 Fv' = 75 Fb' = 1020 0.15 = L/360 0.22 = L/240 fv /Fv' = 0.78 fb /Fb' = 0.51 0.12 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 850 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 75 1.00 1.00 1.00 2 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 2153 lbs -ft Shear : LC# 2 = D +L, V = 1914, V @d = 1258 lbs Deflection: LC# 2 = D +L EI= 300.09e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 Page No. C18 z Z W f JU O 0 CO ill N D J = F w 0 LLa I I- w Z = I- O Z j O • - O I- Ww • Z w 0 Z d' WoodWor1<s® :COMM FOR WOOD DISIGN COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 22, 2003 07:36:56 PROJECT The Patty Phavong Residence Fox Homes LLC M3.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psi, or pif ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loads Load2 Load3 Dead Dead Live Full UDL Full UDL Full UDL 360.0 64.0 1200.0 No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 A 0 ' 10' -6" Dead Live Total Bearing: Length 2303 6300 8603 2303 6300 8603 2.6 2.6 Glulam - Simple, VG West.DF, 24F -V4, 5- 1/8x12" Self Weight of 14.61 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 170 fb = 2203 0.09 = <L/999 0.25 = L /510 0.38 = L/329 Fv' = 190 Fb' = 2400 0.35 = L/360 0.52 = L/240 fv /Fv' = 0.89 fb /Fb' = 0.92 0.71 0.73 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 22582 lbs -ft Shear : LC# 2 = D +L, V = 8603, V @d = 6964 lbs Deflection: LC# 2 = D +L EI= 1328.38e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3,3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Project No. 324 Paste No. C19 Z • Z • W O 0 C o WI J F 2 LL w 0 J u. En_d � W Z = H 1- 0 W uj 2 • p. 0 O N O I- W W H r- u 0 . 111 z 0 O ~ Z l.� ill WoodWorks SOFFWARE FOR WOOD DESIGN COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 22, 2003 07:37:56 PROJECT The Patty Phavong Residence Fox Homes LLC M3.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? Loadl Load2 Load3 Dead Dead Live Full UDL Full UDL Full UDL 360.0 64.0 1200.0 No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (In) : A p 0' 10' -6" Dead Live Total Bearing: Length 2323 6300 8623 2323 6300 8623 2.2 2.2 PSL, 2.0E, 2900Fb, 5- 1/4x11 -1/4" Self Weight of 18.46 plf automatically included in loads; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( Ibs, lbs-ft, or In ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n V @d = 7083 M = 22635 0.10 = <L/999 0.26 = L/478 0.41 = L/307 Vr = 11222 Mr = 26955 0.35 = L/360 0.52 = L/240 V /Vr = 0.63 M /Mr = 0.84 0.75 0.78 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2900 1.00 1.00 1.00. 1.000 1.01 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 22635 lbs -ft Shear : LC# 2 = D +L, V = 8623, V @d = 7083 lbs Deflection: LC# 2 = D +L EI= 1245.85e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Project No. 324 Pale No. C20 II I Wood WOrkS® SOFTWARE FOR WOOD DESIGN COMPANY JEFFREY T. FLANSB ENGINEER CONSULTING ENGINEER June 22, 2003 07:38:43 PROJECT The Patty Phavong Residence Fox Homes LLC M4.wwb Design Check Calculation Sheet Stzer 2002a LOADS: ( Ibs, psf, or pit ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Load2 Load3 Dead Dead Live Full UDL Full UDL Full UDL 360.0 64.0 1200.0 No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I 0 0' 10' -6" 21' Dead Live Total Bearing: Length 1764 4725 6489 5881 15750 21631 1764 4725 6489 1.5 4.9 1.5 Glulam - Simple, VG West.DF, 24F -V4, 6- 314x15" Self Weight of 24.05 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psl, and In ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Bending( -) Dead Defl'n Live Defl'n Total Defl'n fv @d = 130 fb = 606 fb = 1077 0.01 = <L/999 0.04 = <L/999 0.06 = <L/999 Fv' = 190 Fb' = 2378 Fb' = 1198 0.35 = L/360 0.52 = L/240 fv /Fv' = 0.68 fb /Fb' = 0.25 fb /Fb' = 0.90 0.11 0.11 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2400 1.00 1.00 1.00 0.991 1.00 1.000 1.00 1.00 2 Fb' -= 1200 1.00 1.00 1.00 0.999 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 12776 lbs -ft Bending( -): LC# 2 = D +L, M = 22712 lbs -ft Shear : LC# 2 = D +L, V = 10815, V @d = 8755 lbs Deflection: LC# 2 = D +L EI= 3417.13e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used In the calculation of Cv Is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity In the top and bottom edges of the beam cross - section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Project No. 324 Pa No. C21 '~ W a .c J U 00 0 U) tit J H W 0 2 gQ N � = H W 2 z F-- O z W uj 2 O co O - O H W Hr- .. z. W co 0 z ' WoodWorks`' SOFTWARE FOR WOOD DESIGN COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 0 :39 :26 PROJECT The Phavong Residence Fox Homes LLC M4.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psi, or pif ) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? Loadl Load2 Load3 Dead Dead Live Full UDL Full UDL Full UDL 360.0 64.0 1200.0 No No No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : I d 0' 10' -6" 21' Dead Live Total Bearing: Length 1741 4725 6466 5805 15750 21555 1741 4725 6466 1.9 6.5 1.9 Glulam- Reverse, VG West.DF, 24F -V8, 5- 1/8x15" Self Weight of 18.26 pif automatically included In loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psl, and In ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Sending( -) Dead Defl'n Live Defl'n Total Defl'n fv @d = 170 fb = 795 fb = 1413 0.02 = <L/999 0.05 = <L/999 0.08 = <L/999 Fv' = 190 Fb' = 2358 Fb' = 2388 0.35 = L/360 0.52 = L/240 fv /Fv' = 0.90 fb /Fb' = 0.34 fb /Fb' = 0.59 0.14 0.15 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2400 1.00 1.00 1.00 0.982 1.00 1.000 1.00 1.00 2 Fb' -= 2400 1.00 1.00 1.00 0.995 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 12731 lbs -ft Bending( -): LC# 2 = D +L, M = 22632 lbs -ft Shear : LC# 2 = D +L, V = 10777, V @d = 8725 lbs Deflection: LC# 2 = D +L EI= 2594.49e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross- section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Project No. 324 Pate No. C22 , Z U 0 N CI W J = F-- U) LL w 0 2 g Q _ • ° W Z� I- 0 Z I- w ul 2 • o O • N O H w H H 9- 0 .. Z W O ~ Z di Wood Wo r ks�' SOFTWARE FOR W000 DESIGN COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 22, 2003 07:39:37 PROJECT The Patty Phavong Residence Fox Homes LLC M4.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, pst, or p11) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Load2 Load3 Dead Dead Live Full UDL Full UDL Full UDL 360.0 64.0 1200.0 No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I 1 a 0' 10' -6" 2V Dead Live Total Bearing: Length 1742 4725 6467 5807 15750 21557 1742 4725 6467 1.6 5.5 1.6 PSL, 2.0E, 2900Fb, 5- 1/4x11 -1/4" Self Weight of 18.46 pH automatically Included in loads; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Bending( -) Dead Defl'n Live Defl'n Total Defl'n V @d = 9239 M = 12732 M = 22635 0.04 = <L/999 0.11 = <L/999 0.16 = L/769 Vr = 11222 Mr = 26955 Mr = 26955 0.35 = L/360 0.52 = L/240 V /Vr = 0.82 M /Mr = 0.47 M /Mr = 0.84 0.30 0.31 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2900 1.00 1.00 1.00 1.000 1.01 1.000 1.00 1.00 2 Fb' -= 2900 1.00 1.00 1.00 1.000 1.01 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 12732 lbs -ft Bending( -): LC# 2 = D +L, M = 22635 lbs -ft Shear : LC# 2 = D +L, V = 10779, V @d = 9239 lbs Deflection: LC# 2 = D +L EI= 1245.85e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Project No. 324 Page No. C23 d I i WoodWorks® SOP /WARE FOR WOOD OES1Ck COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 22, 2003 07:39:37 PROJECT The Patty Phavong Residence Fox Homes LLC M4.wwb Design Check Calculation Sheet S(zer 2002a LOADS: ( Ibs, psi, or pif ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Load2 Load3 Dead Dead Live Full UDL Full UDL Full UDL 360.0 64.0 1200.0 No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I 1 A 0' 10' -6" 21' Dead Live Total Bearing: Length 1742 4725 6467 5807 15750 21557 1742 4725 6467 1.6 5.5 1.6 PSL, 2.0E, 2900Fb, 5- 1/4x11 -1/4" Self Weight of 18.46 pif automatically included in loads; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( Ibs, lbs-ft, or In ) Criterion Analysis Value V @d = 9239 M = 12732 M = 22635 0.04 = <L/999 0.11 = <L/999 0.16 = L/769 Design Value Vr = 11222 Mr = 26955 Mr = 26955 0.35 = L/360 0.52 = L/240 Analysis /Design V /Vr = 0.82 M /Mr = 0.47 M /Mr = 0.84 0.30 0.31 Shear Bending( +) Bending( -) Dead Defl'n Live Defl'n Total Defl'n ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2900 1.00 1.00 1.00 1.000 1.01 1.000 1.00 1.00 2 Fb' -= 2900 1.00 1.00 1.00 1.000 1.01 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 12732 lbs -ft Bending( -): LC# 2 = D +L, M = 22635 lbs -ft Shear : LC# 2 = D +L, V = 10779, V @d = 9239 lbs Deflection: LC# 2 = D +L EI= 1245.85e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I•impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Project No. 324 Page No. C24 4 - w Wes UO tu CO u. W O gas IL N � Z }--. Z� U UJ O - (3 I-- WW LL O W U= Z ig JEFFREY I WoodWorks® SOFTWARE FOR WOOD DESIGN COMPANY T. FLANSBURG CONSULTING ENGINEER June 22, 2003 08:01 :48 PROJECT The Patty Phavong Residence Fox Homes LLC M5.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( Ids, psi, or pit ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load ? Loadl Load2 Load3 Load4 Load5 Dead Dead Dead Snow Live Full UDL Full UDL Full UDL Full UDL Full UDL 76.0 128.0 36.0 127.0 120.0 °° ° zzz zzzz MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Q p 0 ' 9' - 6" Dead Live Total Bearing: Length 1202 1173 2375 1202 1173 2375 1.1 1.1 Timber -soft, Hem -Fir, No.2, 6x12" Self Weight of 13.06 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psl, and In ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 45 fb = 558 0.06 = <L/999 0.06 = <L/999 0.15 = L/761 Fv' = 80 Fb' = 770 0.32 = L/360 0.48 = L/240 fv /Fv' = 0.56 fb /Fb' = 0.72 0.19 0.32 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 675 1.15 1.00 1.00 0.992 1.00 1.000 1.00 1.00 3 Fv' = 70 1.15 1.00 1.00 3 Fcp'= 405 1.00 1.00 - E' = 1.1 million 1.00 1.00 3 Bending( +): LC# 3 = D +L +S, M = 5641 lbs -ft Shear : LC# 3 = D +L +S, V = 2375, V @d = 1896 lbs Deflection: LC# 3 = D +L +S EI= 766.76e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verity that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 Pate No. C25 w iY 2 0 00 t W) � O W }. �1- J tL W = W I-- Z_ -- Z0 ILI 0 U ON CI I'- WW H .. z O ~ Z 1 1 ila WoodWorks® SOFFWARF FOR WOOD DFSION COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 22, 2003 09:19:03 PROJECT The Patty Phavong Residence Fox Homes LLC M6.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Load2 Load3 Load4 Load5 Dead Dead Dead Live Snow Full UDL Full UDL Full UDL Full UDL Full UDL 192.0 76.0 128.0 640.0 127.0 00000 MAXIMUM REA(:TIfNS /lhsl and RFARIN(• I FN(THS (inl • A A 0' 3' -6" Dead Live Total Bearing: Length 702 1342 2044 702 1342 2044 1.4 1.4 Lumber -soft, Hem -Fir, No.2, 4x8" Self Weight of 5.24 plf automatically included In loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psl, and In ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 71 fb = 624 0.01 = <L/999 0.02 = <L/999 0.03 = <G/999 Fv' = 75 Fb' = 1105 0.12 = L/360 0.18 = L/240 fv /Fv' = 0.94 fb /Fb' = 0.56 0.15 0.18 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 850 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 75 1.00 1.00 1.00 2 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 3 Bending( +): LC# 2 = D +L, M = 1594 lbs -ft Shear : LC# 2 = D +L, V = 1822, V @d = 1193 lbs Deflection: LC# 3 = D +L +S EI= 144.49e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (A11 LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 Page No. C26 4 III WoodWorks® SOFTWARE FOR WOOD DESIGN COMPANY JEFFREY T. FLANSBURG CONSULTING ENGINEER June 22, 2003 08:17:42 PROJECT The Patty Phavong Residence Fox Homes LLC J3.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psi, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loads Load2 Load3 Dead Live Snow Full Area Full Area Full Area 12.00 (16.0)* 40.00 (16.0)* 25.00 (16.0)* No No No *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 0' 8' Dead Live Total Bearing: Length 64 347 411 64 347 411 1.0 1.0 Lumber -soft, Hem -Fir, No.2, 2x8" Spaced at 16" c /c; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psl, and In ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 48 fb = 750 0.02 = <L/999 0.13 = L/744 0.16 = L/582 Fv' = 86 Fb' = 1349 0.27 = L/360 0.40 = L/240 fv /Fv' = 0.56 fb /Fb' = 0.56 0.48 0.41 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 850 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.15 3 Fv' = 75 1.15 1.00 1.00 3 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 3 Bending( +): LC# 3 = D +L +S, M = 821 lbs -ft Shear : LC# 3 = D +L +S, V = 411, V @d = 349 lbs Deflection: LC# 3 = D +L +S EI= 61.92e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project No. 324 Page No. C27 z = E" Z re 2 00 to ti) LU J CO LL W O LL t!1 I- ILI I Z Z0 2 D O O • - C1 I- LL.! W H I I= O .. Z N = O z ig I WoodWorks® CONSULTING SOFTWARE FOR WOOD DESIGN COMPANY JEFFREY T. FLANSBURG ENGINEER June 22, 2003 08:19:23 PROJECT The Patty Phavong Residence Fox Homes LLC D1.wwb Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pit ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Load2 Load3 Dead Live Snow Full UDL Full UDL Full UDL 48.0 160.0 100.0 No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (In) : A n 0' 7' -6" Dead Live Total Bearing: Length 200 975 1175 200 975 1175 1.0 1.0 Lumber -soft, Hem -Fir, No.2, 4x8" Self Weight of 5.24 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO -UBC; SECTION vs. DESIGN CODE NDS-1997: ( stress =psl, and In ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 58 fb = 862 0.03 = <L/999 0.13 = L/702 0.17 = L/537 Fv' = 86 Fb' = 1271 0.25 = L/360 0.38 = L/240 fv /Fv' = 0.68 fb /Fb' = 0.68 0.51 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 850 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.00 3 Fv' = 75 1.15 1.00 1.00 3 Fcp'= 405 1.00 1.00 - E' = 1.3 million 1.00 1.00 3 Bending( +): LC# 3 = D +L +S, M = 2202 lbs -ft Shear : LC# 3 = D +L +S, V = 1175, V @d = 985 lbs Deflection: LC# 3 = D +L +S EI= 144.49e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . Project No. 324 Page No. C28 Z =Z . 6 �w JU U O co ' W J U u J u-Q cn I 1- Z I- O Z w co U� 0 - 0 I- W UJ' H tL O w Z to O Z City of T kwila 6200 Southcenter Boulevard • Tukwila, Washington 98188 MEMORANDUM (206) 433 -1800 TO: `nom ?-e, Lir! LMrvL• (Se.42- (L 1 '11 ,b0 3 � Qf.7 t r ` FROM: 1C7 �t i� ' 7ak�,�.r :✓ ( �.1 DATE: & 10 0 �� :. SUBJECT: �ti )9r0, sLe,e4 , . , - " . /t -e_ M -c; AAA JOf _0 u,v) v1 .s St LA a. r).- ?O-1: , ; 2 ,bC> Lx:: { 1 0,E i360 I _4 A yt ", (_ ; , 1- OL C'r`l ;/11.4 Dom- Lf[f[VICo 1) HANG UP OR LINE FAIL 2) BUSY 3) NO ANSWER 4) NO FACSIMILE CONNECTION S /3 / gloo Return Address: CITY OF TUKWILA City Clerk's Department 6200 Southcenter Blvd. Tukwila, WA 98188 (206) 433 -1800 Document Title(s): IJDE R,Ot f06 AiiihMePLZOIA, N O l nv 6 O L l GV A-OC.e - O1g L l &,4— , o N F02 Ftx TU •AM bE12.612.Ot t NDl NC, Parties: Other: City of Tukwila, Washing torn SI SAIYf-VeY Last Name Company Name (if business) O. f o x 68 2L Address -73:%O -oS31 CITY OF TUKWILA DOCUMENT RECORDING COVER SHEET Lou N ry First Name 5eatae wA x8160 - Q32L, City State Assessor's Property Tax Parcel /Account Number(s): 4 £e Mr✓ - WAI1e - 'ice Initials Zip Public Works: 2.25 9" z • W JU O 0 CO W -J 1- U LL w 2 J u_ Q • D = w z 1 ._ � z 1 . U C) o N oI- w w . - U o ui z U� -_ O z UNDERGROUNDING AGREEMENT WAIVER TO UNDERGROUNDING ORDINANCE OBLIGATION FOR FUTURE UNDERGROUNDING The proposed development at: (3 Lo O I 4 /\' z S • I L/c W r ( (street address) Parcel No. •73(940(00.0531 requires undergrounding per Ordinance 486, 924 and 1321. In compliance with the requirements of Ordinance No. 1607 the property owner of this single - family development has demonstrated application of the Underground Ordinance will create undue hardship if carried out as part of the development. The Owner is obligated to participate in funding future undergrounding improvements for their proportionate share of said undergrounding fronting their property. Furthermore, if the L.I.D. /U.L.I.D. process is used to carry out the construction of this undergrounding, the Owner waives the right to protest L.I.D. or U.L.I.D. formation for this undergrounding. Owner retains the right to contest the method of calculating assessments in such L.I.D. and the amount thereof to be levied against the Owner's subject property, and other property owned by Owner which would be within such L.I.D. This Agreement shall be recorded by the City Clerk with the King County Auditor as required by Chapter 35.91 RCW and the cost of said recording will be paid by the City. This Agreement shall be binding upon the parties, their respective heirs, legal representatives, assignees, transferees and successors. This Agreement runs with the land. OWNER: Street Address Dat e L oLtini L/ S(5 Owner (print name) Phone Page 1 of 2 itkM 9%1Cols - 0324 City, State, Zip (1100) ...44 wu.«..u. • 1= Address: 13CoO1 qZ, Avt S Parcel No.: — 7 LoOC.pOOS3I Owner: Lot,Ln n 5 ■ s L (Ake. - STATE OF WASHINGTON County of le—i,.3 Ca ) ss Undergrounding Agreement Waiver to Undergrounding Ordinance Obligation for Future Undergrounding On this day personally appeared before me Lvv . r- -i S ic p yA to be known to be the individual(s) described in and who executed the within and foregoing instrument, and acknowledged that ,S 14<z- signed the same as / -,' free and voluntary act and deed, for the uses and purposes therein mentioned. Given under my hand and official seal this •-GTT+- day of CITY OF TUKWILA: lic Works Director Signature , Print Name NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON, RESIDING AT S' &a - tTZC , My commission expires < S�,9-q / Page 2 of 2 JuL 3, aco3 Date (doc17) NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS. DUE TO THE QUALITY OF THE DOCUMENT. M■r • Nimr er.) QUANTITY IN CUBIC YARDS RATE U • to 50 CY Free 51— 100 $23.50 101 — 1,000 '.37.00 - 1,001 — 10,000 $49.25 10,001— 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT. NAME PH.19 v'jv, 7 j3i L Eh3r�E PERMIT # 1. APPLICATION BASE FEE • $250 (1) 2. Enter total cost for each improvement category: General 02,.3.32. Erosion prevention 239'0 Water • 0 ' Sewer 9 2 0 Storm water Road /Parking /Access , 3 / '/ A. Total Improvements / a Cot 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. /1 02(/ 9 „, ? C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount of $200,000 of A. �J 4. TOTAL PLAN REVIEW FEE (B +C +D) $ 02107 °I- (4) 5. GRADING Plan Review and Permit Fees Enter total excavation volume total fill volume -4So Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 1 $ cubic yards cubic yards Use the following table to estimate the grading application fee. Use the greater of the excavation and fill volumes. 7 ( RECEIVED CITY OF TIJKWILA TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATIQJ (1 +4 +5) $ 6'754- --~ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. S E P 2 9 2003 PERMIT CENTER CORRECTION LTR# . iw tir9'r+ 14. " QUANTITY in CY RATE 50 or less $23.50 51 —100 $37.00 101 -1,000 $37.00 for 1 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for 1 1000, plus $14.50 for each additional 1,000 or fraction thereof. 10,001— 100,000 $325.00 for the 1 10,000, plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more • $919.00 for 1 100,000, plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 6. Permit Issuance /Inspection Fee (B +C +D) $ 24-1 3 (6) 7. Pavement Mitigation Fee * C-(b 4 VtagIMIr' r I2 ' (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of existing roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B.to estimate the pavement mitigation fee. - 8. GRADING Permit Review Fee $ ) 07 (8) Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 ' ."1/4 4 - 4"0,14 4 }j TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees ..+.a•n:..laf+vl . itJUa;/ �1sJ>lxX'SS" a�t4w i .. 4 y ' }5 ft F,SS„ t �: `. f.��� '4 t .,.. rf r , itz;tta�x4;`++ o,, ta' r", >.t..�f.fF.,xt3A.e,r,�l,'�:ri.: L � .1�, t71x�t.. iiY,.S.J.S .4 �•.....> kato::awi: PUBLIC WORKS BULLETIN 1A 2 -1 � L, r o 7 so fi ' PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin 1 Total A through E $ (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ F. Storm Drainage Mitigation $ G. Other Fees $ Total A through G $ DUE WHEN PERMIT IS ISSUED This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 • (6 +7 +8 +9 +10) $ 314- TOTAL PERMIT ISSUANCE AND INSPECTION FEE 3 (10) SUMMARY OF ESTIMATES TOTALS 1. GENERAL ITEMS 2. EROSION PREVENTION /SEDIMENT CONTROL (TESC) 3. ROAD AND PARKING IMPROVEMENTS 4. DRAINAGE SYSTEM 5. WATER SYSTEM 6. SEWER SYSTEM GRAND TOTAL 150% Bond Quantity = (1.5)(GRAND TOTAL) The quantities above were calculated by: Printed Name: ip. r NI , r�_ N L Signature: `. ge 4 '"� r, r ., „, _ PE License Number: Firm Name and Address: r fi th� I "Prvr ' �"'o A /q 4422 )4 f ' d'• ~C.. e .. S' 14 /J4` ? (41A ''fl'O2-7 Date: pp r q„ . Telephone Number: 42,s ,/,,z;;; 4 _ s 0 Fax Number: s A °:. t- — E -mail : w • :::� a_,�..e. J-o o 1 ' *9 C,1) rf - 7 i Approved Nov. 2002 CITY OF TUKWILA Public Works Department 206 - 433 -0179 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 1 :M {Y(1: ;” dtu;a:elv�i.�.tt,kisi GENERAL ITEMS Unit Quantity Unit Price Subtotals Clear /Remove Brush by hand Acre 0 i $1,320.00 13Z Clear /Grub/Tree Removal Acre $6,820.00 2 Common Excavation CY 4 a $1.30 .4 0 Trench Excavation CY $3.30 q ea 6 Embankment - Backfill and compact with select material CY $4.00 / Trench - Backfill and compact with select material CY 5 $6.30 ' / 5 Borrow - Fill and compact CY $12.30 Gravel Base - Fill and compact CY eo0 $17.20 ' (2 �D Topsoil - Imported CY $17.60 Grading - Fine with a grader SY $0.80 Grading - Fine by hand SY $1.45 Fence - Cedar, 6' high LF $27.50 Fence - Vinyl coated chain link, 6' high ' LF $11.00 Fence Gate - Vinyl coated chain link, 20' wide EACH $990.00 Fence - Wildlife passable (NGPE & SAT) LF $5.50 Survey - Monuments EACH $110.00 Survey - Lot lines DAY $693.00 Survey - Line and grade DAY $561.00 Trail - 4" crushed cinder SY $7.15 Trail - 4" crushed surfacing top course SY $6.60 Wall - Gabion, 3' thick, no earthwork SY $106.70 Wall - Retaining, with earthwork SY $23.10 General Subtotal a2 / At Z. Sales Tax @ 8.8% / 9 a GENERAL ITEMS TOTAL ' r - r"" Approved Nov. 2002 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 2 100 s- TESC Unit Quantity Unit Price Subtotals Fence - Silt (installation and removal) LF Z /� C) $1.40 /0 g ;2 Fence - Temporary, drip line & NGPE /SAT) LF $1.10 Hydroseeding ACRE $1,980.00 Hydroseeding, fertilizing, mulching ACRE $2,750.00 Seeding - By hand SY $0.40 Mulch - Straw, 3" by hand SY 30(7 $0.55 x-40 Mulch - Straw, 2" by machine ACRE $2,200.00 $0.00 Fabric - Geotextile SY $1.65 Catch Basin Protection - Insert EACH $33.00 Catch Basin Protection - Geotextile a& rock EACH $22.00 a Z_ Outfall - Silt trap or pond overflow EACH $660.00 Interceptor dike /swale LF $1.00 Hay bale silt trap EACH $55.00 Brush Barrier LF $0.30 Stabilized construction entrance - 15' by 50' EACH $1,155.00 ) i s. Stabilized construction entrance - 15' by 100' EACH $1,980.00 Pipe slope drains LF $2.20 Level spreader LF $1.65 Silt Trap EACH $550.00 Silt Pond EACH $1,650.00 5,.772 a. / _ P / c_ n 7Xc rio s) :,..,4 -c-N To N, 3 b o .' a V TESC Subtotal ae /97 Sales Tax @ 8.8% (9 TESC TOTAL 3 62 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY Approved Nov. 2002 3 I ROAD & PARKING IMPROVEMENTS Unit Quantity Unit Price Subtotals AC Grinding - 4' machine SY $7.70 AC Removal /Disposal /Repair SY $88.00 Curb - Extruded asphalt LF $2.20 Curb - Extruded concrete LF $2.20 Curb & Gutter - Vertical LF $7.70 Curb & Gutter - Demolish /Dispose LF $11.33 Sidewalk - Concrete - Demolish /Dispose SY $24.75 Sawcut - Asphalt, 3" deep LF ,7.o $1.43 2 Sawcut - Concrete, per 1" depth over 3" LF $1.21 Sealant - Asphalt LF ,p,0 $0.77 / /, Shoulder - CSTC TONS $16.50 Sidewalk - Concrete, 4" thick with 4" CSTC SY $22.00 Sidewalk - Concrete, 5" thick with 4" CSTC SY $26.40 Striping - 4" reflectorized LF $0.28 Striping - per parking stall EA $3.00 Thickened asphalt edge LF PO $5.17 .'/ Pavement Markings - Channelization arrows EACH $82.50 Signs - Traffic channelization EACH $55.00 Overlay - Asphalt concrete - (2.05 tons /CY) ,TONS $44.00 Pavement - Asphalt concrete, <300 tons (2.05 tons /CY) TONS -4 O $41.80 ! a 72. Pavement - Asphalt concrete, > 300 tons SY $35.20 Asphalt treated base (ATB) - (2.05 tons /CY) TONS $38.50 CSTC - (1.85 tons /CY) TONS $16.50 CSBC - (1.85 tons /CY) TONS 4 o $16.50 4( 0 Gravel base (1.85 tons /CY) TONS $9.90 Geotextile fabric - Structural $1.65 Guard rail LF $22.00 $0.00 / Pavement markings - Raised, Type 1 EACH $3.30 / Arrows - Thermoplastic EACH $82.50 / Lane marking - Thermoplastic LF $3.30 / Sign - Stop 30 "x30 ", VIP grad EACH $82.50 / Sign - Street name, 9" X length, 6" letters EACH $44.00 Signs - Miscellaneous traffic EACH $38.50 Median - Non - traversible, C curbing EACH $5.50 Barricade - Type III LF $33.00 Traffic signal - Fully actuated (includes design) EACH $220,000.00 Approved Nov. 2002 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 4 :16 , ! its , :,. .;, ..,.�,;+•�r� T: S4F. Q�jiiR���n1�7 ,'6"1 ° r)E�'�;� Y :l?��.:'J. C•('�: i .,., Approved Nov. 2002 5 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY Street light - City -owned Road & Parking Subtotal Sales Tax @ 8.8% ROAD & PARKING TOTAL CSTC - Crushed surfacing top course CSBC - Crushed surfacing base course EACH (Row 7-i - 7 - 7 $5,500.00 11 1 - 7 4 c7 Z I F- Z re W QQ � J U O 0 UJ W I - H N W W O 2 Q . = • d 1- W Z = I- O Z F W 0 o U O N • H W W L I O ..Z W H 0 Z DRAINAGE SYSTEM Unit J Quantity Unit Price Subtotals 1 Inlet/Yard Drain Each $385.00 Catch Basin -Type I Each $935.00 Catch Basin -Type 2, 48" Each $1,430.00 Add for depth over 4' per foot Feet $352.00 Catch Basin - Type 2, 54" Each $1,595.00 Add for depth over 4' per foot Feet $407.00 Catch Basin - Type 2, 60" Each $1,760.00 Add for depth over 4' per foot Feet $341.00 Catch Basin - Type 2, 72" Each $2,420.00 ' Add for depth over 4' per foot Feet $572.00 Cleanout, PVC, 4" dia. Each $94.60 Cleanout, PVC, 6" dia. Each $126.50 Cleanout, PVC, 8" dia. • Each $156.20 Drain pipe, PVC, 4" LF 4190.0 $4.95 ) 9 fd Drain pipe, PVC, 6" LF $7.15 Drain pipe, PVC, 8" LF $8.80 Storm pipe, Concrete, 8" LF $16.50 Storm pipe, Concrete, 12" LF $19.80 Storm pipe, PVC, 8" LF $8.80 Storm pipe, PVC, 12" LE $16.50 Storm pipe, PVC, 15" LF $20.90 Storm pipe, PVC, 18" LF $25.30 Storm pipe, PVC, 24" LF $33.00 Storm pipe, CMP, 8" LF $11.00 Storm pipe, CMP, 12" LF $16.50 Storm pipe, CMP, 15" LF $20.90 Storm pipe, CMP, 18" LF $24.20 Storm pipe, CMP, 24" LF $33.00 Storm pipe, CMP, 30" LF $42.90 Storm pipe, CMP, 36" LF $71.50 Storm pipe, CMP, 42" LF $88.00 Storm pipe, CMP, 48" LF $93.50 Storm pipe, CMP, 60" LF $137.50 Storm pipe, RCP, 15" LF $25.30 Storm pipe, RCP, 18" LF $30.80 Storm pipe, RCP, 24" LF $44.00 Storm pipe, RCP, 30" LF $71.50 Storm pipe, RCP, 36" LF $93.50 Storm pipe, RCP, 42" LF $115.50 Storm pipe, RCP, 48" LF $126.50 Storm pipe, RCP, 60" LF $181.50 Pond Overflow Spillway SY $8.80 Approved Nov. 2002 6 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY Z w re 00 o J (0 u W O ¢ = W Z = H I- O w U o O N O I- W W O al U= ~ Z Restrictor - OWS, 12" Each $880.00 Restrictor - OWS, 15" Each $990.00 Restrictor - OWS, 18" Each $1,155.00 . Restrictor - OWS 24" Each $1,430.00 Trash rack, 15" Each $203.50 Trash rack, 18" Each $231.00 Trash rack, 21" Each $264.00 Trash rack, 24" Each $330.00 Riprap, Light, Loose Tons $66.00 Quarry Spalls, 4" to 8" Tons $49.50 Trench - Infiltration, per 100 feet Feet Perforated stub -out system Each Trench - Flow dispersal, per 100 feet Feet Sign - Stormwater Facility Each $330.00 Ft -r7Go ■4lovj pit /(J -y ` so /NTH Cr7 s ►v, Drainage System Subtotal 0 2480 State Sales Tax 8.8% 2 /8 DRAINAGE SYSTEM TOTAL .2.109cP DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY Approved Nov. 2002 7 WATER SYSTEM Unit Quantity Unit Price Subtotals Water Main - Ductile iron, CL 52, 6" LF Water Main - Ductile iron, CL 52,.8" LF Water Main - Ductile iron, CL 52, 10" LF Water Main - Ductile iron, CL 52, 12" LF Gate Valve, 6" EACH Gate Valve, 8" EACH Gate Valve, 10" EACH Gate Valve, 12" EACH Fire Hydrant Assembly, With guard posts EACH $1,200.00 Fire Hydrant Assembly, Without guard posts EACH $950.00 Air -Vac, 8" EACH Air -Vac, 10" EACH Air -Vac, 12" EACH PRVA, 8" EACH PRVA, 10" EACH PRVA, 12" EACH Backflow — Irrigation Backflow — Fire Line Backflow — Water supply t , ,c!" --S 1/ l -rte / // Water System Subtotal —- Sales Tax Q 8.8% WATER SYSTEM TOTAL ,.62--- , 044 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 8 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 9 Y 1 , SEWER SYSTEM Unit Quantity Unit Price Subtotals SSS, PVC 4" LF o $5.50 SSS, PVC 6" LF $8.25 SSS, PVC 8" LF $11.00 Sewer pipe, PVC, 8" LF $27.50 Sewer pipe, PVC, 12" LF $33.00 Sewer pipe, PVC, " LF $0.00 Manhole, 48" EACH $1,430.00 Additional depth over.4' per foot FEET $352.00 Manhole, 54" EACH $1,595.00 Additional depth over 4' per foot FEET $407.00 Manhole, 60" EACH $1,760.00 Additional depth over 4' per foot. FEET $451.00 Manhole, 72" EACH $2,530.00 Additional depth over 4' per foot FEET $572.00 Grease Interceptor Sewer System Subtotal // Sales Tax @ 8.8% SEWER SYSTEM TOTAL /,2 o DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 9 Y 1 , 11 -02 -2004 DEBRA KAY - FOX HOMES, LLC 2615 JAHN AV NW, SUITE E -4 GIG HARBOR, WA 98335 RE: Permit No. M03 -108 13601 42 AV S TUKW Dear Permit Holder: Based on the above, you are hereby advised to: Thank you for your cooperation in this matter. Sincerely, 4'i Q/ Stefania Spencer, Permit Technician xc: Permit File No. M03 -108 Bob Benedicto, Building Official City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Call the City of Tukwila Permit Center at 206 - 431 -3670 to arrange for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one - time extension no to 180 days. Extension requests mast be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 12/21/2004, your permit will become null and void and any further work on the project will require a new permit and associated fees. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 , Robert M. Pride, Inc. December 21, 2004 Ms. Patty Phavong P.O. Box 68324 Seattle, WA 98168 Re: Final Inspection Report Proposed Residence 1360142 Avenue South Tukwila, Washington Project No. 02- 233 -01 Dear Ms. Phavong, This is to report the results of my inspections of the foundation excavations for the proposed residence that has been recently completed at 13601 42nd Avenue South in Tukwila. Two site visits were made to inspect the building subgrade conditions, and to confirm that the footing excavations extended down to native soils. On the basis of our site inspections and the work accomplished by the foundation contractor, we approved the footing excavations for pouring concrete. A subcontractor was hired to place the foundation subdrain around the perimeter of the house, and those drains extended to the front of the house. It is understood that the roof down drains and the subdrains are to be tightlined to a storm drain lateral that connects to the catch basin at the street. It is recommended that the existing storm drain in the driveway area be uncovered and tested for continuity to the catch basin so that the drain tightlines on your property can be appropriately connected. Please call me if there are any questions. R i ectfully, Robert M. Pride, P. E. Principal Geotechnical Engin ?er dist: (2) addressee, rmp: PhavongR.es4 Phone: 425 - 814 -3970 • tr. ■ .r" ;D '-• :) __ e t 13...01...■•..._.1.■..0••••••16...:..■■■■■10ILY Holmes Point Drive NE Kirkland, WA 98034 Consulting Engineer - -_zoo RECEIVED DEC 0 2004 DEPARTMENT Fax: 425- 814 -5672 • Robert M. Pride, Inc. January 19, 2003 FILE CO? Phetthanou & Lounny Sisaiyaket 921 Ferndale Circle NE Renton, WA 98056 Re: Report on Geotechnical Investigation Proposed Sisaiyaket Residence 13601 42nd Avenue South Tukwila, Washington RMP Project No. 02- 233 -01 Dear Mr. and Mrs. Sisaiyaket, This report presents the results of our geotechnical site evaluation on the vacant property located near Southgate Park in Tukwila. It is understood that the owners are planning to build a single family-residence on the property identified as Parcel A covering approximately 0.17 acres. Access to this property is from 42nd Avenue via a driveway easement that crosses Parcel B on the east. A Boundary, Topographic and Utility Survey prepared by Harstad Consultants was used as a reference for this investigation. No plans have been prepared for this single family residence that we understand will be built on the westerly side of the property. The purpose of our geotechnical work was to 1) obtain subsurface soil and groundwater information in the area of the proposed structure, 2) conduct geologic reconnaissance mapping of the slopes below the building pad, and 3) provide recommendations for the design and construction of the proposed residence. Site Conditions ,0() 5G5 CITY of TUKWILA NTROVED 0 CT - 9 2403 l As NO i tll Parcel A is situated above 42nd Avenue on the northeast and an unimproved road (Charles E. Adams Road No. 2) on the northwest. Existing slopes descend from the west and north sides of the property down to these two roadway alignments. Maximum height of these two slope areas is about 30 feet. At the northwest corner of the parcel, the top of slope encroaches into the flat portion of the site. This westerly- facing slope is about 20 feet high, and has an overall gradient of 1H:iV. Most of the parcel is flat and ranges from elevation 192 to about 197 feet. A gentle slope on the south side of the parcel rises at a gradient of 3H:1V to 4H:1V to the adjacent property to the south. An old concrete slab that is in poor condition exists at the 13203 Holmes Point Drive NE Kirkland, \VA 98034 -1602 Phone: (425) 814 -3970 Fax: (425) 814 -5672 Consulting Engineer Po-V\ CNC 5 \\Q\ 5 151 1- oNs% Zob ov,3 RECEIVED CITY OF TUKWILA JUL 0 2 2003 PERMIT CENTER Doi -Zoo �' �••••, n. warv�- s�r.�racw {tWk?KiPF.l�1E January 19, 2003 Mr. and Mrs. Sisaiyaket Page 2 northeasterly corner of the property. A portion of this slab is partially buried as shown on Drawing No. 1 that shows our estimateed limits of the full slab. Rubble fill is exposed over much of the property including the west - facing slope. There is a telephone manhole near the northeast corner, and an existing side sewer extends offsite from the southwest corner of the site. Subsurface Conditions Existing USGS mapping (Waldron — 1962) for this area of Tukwila was reviewed to establish the general geologic conditions underlying the property. Field reconnaissance mapping was also performed by an engineering geologist (Yonemitsu Geological Services) to observe existing soil outcrops and to identify areas of potential instability. Geologically the property is underlain by dense glacial deposits of fine - grained silt and sand mixtures, and dense sands and gravels. These undifferentiated deposits (Qu) extend from the upper building pad level down to the lower roadway areas on the northwest and northeast sides of the property. Thick deposits of sandy colluvial soils estimated to range up to 1 to 3 feet in depth are present on the lower slopes, and there is debris fill located at the top of the westerly- facing slope. No shallow or deep - seated landslide features were observed during our geological reconnaissance mapping of these slopes. Seven test pits were excavated with a backhoe in the area of the proposed house to confirm the nature of the bearing soils. These exploratory trenches encountered medium dense silt -sand mixtures containing broken concrete, brick, and miscellaneous construction debris throughout the site. Maximum depth of the rubble fill was found on the north and westerly sides of the site, and this fill ranged up to 6 to 7 feet as exposed in the test pits. Refusal to concrete rubble was met in TP -3 at the northwest corner where the depth of fill may be as much as 8 or 9 feet. Below the rubble fill we encountered very stiff sandy silt classified as glacio - lacustrine deposits in five of the seven test pits. Groundwater seepage was not observed on the native slope areas or in the three shallow exploratory holes drilled on the pad area. Perched groundwater conditions can develop on hard silt layers due to the higher permeability of the overlying sandy soils, although there was no evidence of instability or surface erosion related to perched water within the glacial deposits on the slope. Locations of the exploratory borings and are shown on Drawing No. 1 entitled "Site Plan," and the summary logs of borings are attached in Appendix A. Geotechnical Recommendations On the basis of our geologic investigation the subsurface exploration work, the existing dense glacial soils encountered at depths ranging from 2 to 9 feet will provide excellent 13203 Holmes Point Drive NE Kirkland, WA 98034 -1602 Phone: (425) 814 -3970 Fax: (425) 814 -5672 January 19, 2003 Mr. and Mrs. Sisaiyaket Page 3 support for the proposed residence foundations. Based on slope stability analyses, the property is considered grossly stable with a factor of safety (FS) in excess of 1.5. Building and foundations setback recommendations were established on the results of these analyses, our geologic mapping, and on our experience with these glacial deposits. Control of surface drainage will be important in preventing storm water from running over the top of the existing slopes. Native vegetation and tree cover on the steep slopes below the property is well established, and will continue to provide excellent erosion protection. We recommend that excavated onsite soils or miscellaneous debris not be thrown over the top of slope for disposal due to the slope steepness. Localized areas of erosion that exist near the base of the slope will not have any adverse impact on the stability of the overall slope or the proposed residence on the building pad area. Site Grading The presence of the rubble fill over most of the site will require that it be removed and replaced with a suitable compacted fill for support of the proposed residence. This rubble fill is not appropriate for structure support because of its variable density and strength characteristics. We recommend that all fill be excavated from the proposed building pad, and for a distance of ten feet beyond the perimeter foundation walls of the house. Existing rubble fill that extends over to the westerly slope area should also be removed. All concrete, brick and construction debris should be hauled offsite and not be reused in the structural fills under the building pad area. Imported granular soil such as pit run sand and gravel should be used to replace the rubble fill. These soils should be placed in 9 inch lifts and compacted to at least 95% of their maximum dry density (ASTM D1557 test method). Field testing should be performed during the placement and compaction of the imported fill to verify that it meets the specification requirements. Foundation Design Stability analyses show that the proposed 10 to 15 foot setback from the top of slope will be more than adequate to provide permanent protection to the residence foundations. We recommend that the buffer zone be reduced to 10 feet along the top of the steep slope, and that the recommended building setback line be used as a basis for siting the proposed residence. A factor of safety of at least 1.5 was obtained for a maximum 25 foot high slope exposing the dense glacial soils on or adjacent to this property. All footings should be placed at a depth of 18 inches on properly compacted fill soils. Desi?*n should be based on an allowable soil bearing vq.1u, of 2000 nsf. Settlement of 13203 Holmes Point Drive NE Kirkland, WA 98034 -1602 Phone: (425) 814 -3970 Fax: (425) 814 -5672 • • January 19, 2003 Mr. and Mrs. Sisaiyaket Page 4 footings that bear on approved compacted fill is estimated to be on the order of 1 /4 of an inch. The recommended bearing value may be increased by 50% to accommodate temporary wind or seismic forces acting on the structure. Retaining walls should be designed for an active earth pressure of 3o pcf, and a passive earth pressure of 250 pcf. Resistance to temporary seismic or wind loads may be provided by passive earth pressure acting on the sides of the bearing wall footings in the residence. An allowable passive pressure of 25o pcf may be used for lateral load restraint. A friction factor of 0.4 may be used at the base of concrete footings placed on the dense compacted fill. Concrete Slabs -on -Grade Following removal of the concrete slab and fill debris, the subgrade soils on the graded building pad will consist of dense imported fill that is suitable for direct slab support. It is recommended that a 10 mil plastic membrane be placed between the concrete slab and the underlying subgrade soils for control of moisture vapor. All utility line penetrations must be wrapped, and the edges sealed to minimize moisture migration into the concrete slab. All concrete slabs (interior and exterior) should have adequate reinforcement to minimize shrinkage cracking during the curing process. Control joints should be spaced approximately 8 to 10 feet apart for crack control, or alternatively the concrete should be poured with a low slump to minimize shrinkage cracking if control joints are not installed. All slab reinforcement must be maintained near the middle of the slab section to provide the anticipated strength for crack control. Site Drainage The property drains generally from south to north with an overall fall in elevation of about 5 feet. All roof down drains and yard area drains should be tightlined for discharge to the street or to the natural drainage area to the west. Surface water runoff must be prevented from running over the top of the slope, and it would be prudent to construct a low landscape berm near the edge of the slope. Perimeter footing drains should not be tied into the roof drains to avoid unnecessary saturation of the foundation soils. Summary Field construction services should be considered an extension of this initial geotechnical investigation, and are essential to the determination of compliance with the project drawings and specifications. Such activities would include site excavation and 13203 Holmes Point Drive NE Kirkland, Wt 98034 -1602 Phone: (425) 814 -3970 Fax: (425) 814 -5672 r • January 19, 2003 Mr. and Mrs. Sisaiyaket Page 5 permanent slope construction; foundation excavation and subgrade preparation for floor slabs; temporary erosion control measures; and subdrain installations. The conclusions and recommendations presented in this report are based on i) our interpretation and evaluation of soil conditions between and beyond exploration locations, 2) confirmation of the actual subsurface conditions encountered during construction, and 3) the assumption that sufficient observation and testing will be provided during appropriate phases of the work. Our findings and recommendations of this report were prepared in accordance with generally accepted principles of geotechnical engineering as practiced in the Puget Sound area at the time this report was submitted. We make no warranty, either express or implied. Please call me if you have any questions, or you wish to discuss this report in greater detail. Respectfully, Robert M. Pride, P. E. Principal Geotechnical Engineer (3) Addressee end: Drawing No. 1 Appendix A rmp: SisaiyaketRes2 dist: 4 16271 .� � 0 -1 ST o ti o N t �. i ;rte �X.PIRES ( ' , L.7 . 13203 Holmes Point Drive NE Kirkland, WA 98034 -1602 Phone: (425) 814 -3970 Fax: (425) 814 -5672 RNP September 29, 2003 Stefania Spencer, Permit Technician City of Tukwila 6300 Southcenter Boulevard, Suite # 100 Tukwila, WA 98188 p � � - 9 2Z01 AS $O1ED Subject: Response to Correction Letter # 1 D03 -200 13601 42 Ave. South — Phavong Residence R. N. PARNELL COMPANY CIVII. ENGINEERING WATER RESOURCES ENGINEERING MANAGEMENT ENVIRONMENTAL SERVICES CONSTRUCTION MANAGEMENT r.IYRecelveo SEP292003 PERMIT CENTER Dear Stefania: f FILE COPY Patty Phavong asked that we support her response to your August 14, 2003 letter to Debra Kay, Fox Homes, LLC concerning the Phavong single - family residence permit. Our response is keyed to the august 13 Public Works Department comments. The driveway to the new residence within the ROW is shown as paved per your redlined site plan drawing comment. 1. A Site Plan and TESCP were prepared showing the new home location, storm drainage, erosion control, paving. Driveway access, and utilities of water and sanitary sewer, as well as electrical and communication. 2. Legal owner information sheet was completed and is enclosed. 3. Sensitive Area Covenant and Hold Harmless Agreement is enclosed. 4. Geotechnical note from Bulletin 2 was added to plan sheet. 5. Pride's Geotechnical report, including Drawing #1 and the borings is enclosed, 6. Site plan note for project to comply with geotech report added. 7. Site plan note no runoff to be infiltrated onsite through dry wells, etc. added. 8. Site plan note individual house foundations and drainage.system shall provide a specific geotechnical assessment with final design recommendations. added. 9. Geotechnical report stated storm drainage shall be tightlined per paragraph Site Drainage, page 4, of the geotechnical report. 10. Required buffers per the geotechncial report are shown on the site plan for 10 ' foot buffer from top of slope. Set back proposed is 15 foot from top of slope. 11. Cut and fill estimated quantities are shown on site plan. 12. Proposed contours are shown on site plan. 13. Easement for road access also includes utilities as shown on recording number 20030715001863, copy enclosed. 14. Site distance information provided as separate sketch. 15. Cost estimates provided per Bulletin 1A, item 2 enclosed. 16.A pavement cut for the new water meters is expected within 42 Ave. South and a mitigation fee would be applied by the city. CORRECTION LT R# 4422 187th Place S.E. • Issaquah, WA 98027 • 425/643 -3560 • FAX 425/641 - 509 I 17. House not required to be sprinklered per owner and their discussion with city fire marshal. 18. Any expected rockeries or retaining walls are shown on site plan. 19. There will be work within the City Right Of Way (ROW), therefore, a Bond and Insurance naming the. City as additionally insured would be provided by the contractor. . 20. Site distance and turning onto 42 Ave. South would be improved as shown on the site plan sketch detail. 21. There is an existing 12" RCP culvert at the driveway and is shown on the site plan. There is also an underground pipe roadside drainage system and a surface roadside ditch that inlets into catch basins and the underground piped drainage system that flows along paved 42 Ave. South. The driveway and new house will be connected into the existing drainage system. 22. Driveway pavement section within the city ROW is shown on the plan and includes 2" Class B A/C over 4" crushed rock over 95% minimum compacted subgrade. 23. Plans prepared at engineering scale of 1" = 20 feet. Fire Department comments, dated July 9, asked for travel distance to the nearest hydrant to be shown on the site plan. Distance measured to be 220 feet from edge of proposed home to the fire hydrant located along the eastern side of 42 Ave. South. Please . call me at 425/643 -3560 or Patty Phavong at 206/271 -4527 if you desire additional information to approve the site plan and issue the building permit. Sincer y Robert N. • amell, PE Enclosures: Correction Letter -#1 Submittal Form (4) Site Plan (4) . TESCP (4) Driveway- Utilities Easement (4) Pride's Geotechnical Report (4) Site Distance Analysis/Sketch (4) Site Distance - Turning onto 42 St. (4) City Redlined Site Plan CC: Patty Phavong- applicant Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Project Name: Project Address: Contact Person City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 13601 42 AV S Plan Check/Permit Number: D03-200 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner PHAVONG RESIDENCE Debra Kay Phone Number Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Sierra on 08/14/03 August 14, 2003 Debra Kay Fox Homes, LLC 2615 Jahn Avenue NW, Suite E-4 Gig Harbor, WA 98335 RE: CORRECTION LETTER #1 Development Permit Application Number D03 -200 13601 42 " Avenue South — Phavong Residence Dear Debra: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Fire and Planning Departments. At this time the Public Works and Building Departments have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician encl xc: File No. D03 -200 Guy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director O 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 �a 1 Z" &e , uE 5 0 03-- ,Z © 5 rrE. RAC CycisTirr7 - f419n4 . .1A , Zee ; . /V - r rio br` 'lli� ete \il. ash A4 E hf 0 5o7 p '! 'UT J9 4 ?; .- b/w PA C r'oci.9 . D A) P PAiSica woAJs tr 16StAT 90 x/_s "n o c to A L.1e . -ec7,x 1 RA/ 7 1?Af jL e.— as LOT Arez: 'of x Secv- s T 26- I, i/G1T7'ES • 6" /7/4 F�aMr' ST2J i _m Saei q A/ 5V c. !^/ t /" ? .;51,W?kic _ ,' 47iJ sirs, n? AN 9. 600 3o 0 4 76c T� v iv8 i e.. orf74 j, /1vC£7 sae 0.v77icA1�� 7 lue To ,£ T',v� = r D �t3�-/",' '5f1 S'r` 44 C G � -- rw.�s 7" S poi ' AN 1.2 . S. hn, 4 77oj.J LD R 779 /3 ; S, %-"r' ' s"r r' AA.,a f,E c?7 'or ad11? c7". 717 /evo c pc7A1).scburS DR V €CJk4 DPArtup - z (.5u.v',= 4e4c.) ' Q F Ex I .s ? 1 2' ( GrONp Ge.7 / • Vez5674 777) D06a 'r.s `P � v Q 4 ? $o-? �= �v aD Cu c 0 Cu 0. w 0 1- 0 c0 N c ap a� o c Z W e- - /9VG4APP 75'°,7 Vatio, . 7s 27- 271' y/' 3(3 4 Z Ho ?2,/ ; f/G c- tket.s C. i T ,D ,e Avas.E (.0 7 SAW / /9 /T`id1v —c_ 3 X1/7 x 2i y • 'c9, x3 z 2e, ,e/ g yds Ee/S c , 195,.7 5' 0 et hd W re U0 U 0: -i� N W W0 2 � I d _ . Z � I- 0 Z I- U :0 52. W W : I- 0. W Z • U N' 0 H Z INGRESS- EGRESS 42 AVE. S AT /DRIVEWAY IMPROVEMENTS TO INTERSECTION REQUIRED • REMOVE VEGETATION FROM UPSLOPE TO EXPOSE EXISTING DRIVEWAY CUTOUT AT BOTTOM. • STABILIZE FILL - DEBRIS SLOPE. • CUT NORTHERN PORTION OF DRIVEWAY 2 FEET TO MATCH EXISTING EDGE OF PAVEMENT 42 AVE. S. • DRIVEWAY TO 42 AVE. S TO BE MINIMUM 5' RADIUS. • PAVE THE DRIVEWAY WITHIN ROW AND UP TO NEW HOUSE GARAGE. • RELOCATE GATE POSTS TO BE OUTSIDE' OF DRIVEWAY AND PROVIDE MINIMUM 14 FEET CLEAR WIDTH. 6 00 wI J I- w O LLa a � z � � zF-- Lu C.) O - • I- W W H � 0 W Z = � O H Z r 1"-eve 5 APP/4 >s sI €4 n-A s77 #.ter Vi3 v, 99; 024 loo' 3 PC,AJ= 2c'c n7/ « // Ss o /5 r .. D is r ni . ._.. 3 5 P 77Z#73 lo—/ /' Design Speed (mph) I Design Vehicle P or SU WB -50 WB -63 25 390 510 590 7 30 60 620 710 35 540 720 830 40 680 820 940 50 1,030 1,030 1,180 60 1,480 1,480 1,480 70 2,000 2,000 2,000 and R/W restrictions prohibit adequate sight triangle clearing, the P design vehicle may be used. At some intersections the turning volume from a stop- controlled minor roadway is significant enough to conflict with through vehicles on the major roadway. Sight distances as shown on Figure 910-4 should be considered at these inter- sections. For P or SU design vehicles, this is the sight distance required for a P vehicle to turn left or right onto a two -lane highway and attain average running speed without being overtaken by an approaching vehicle going the same direc- tion at the average running speed. For the WB -50 and WB -63 design vehicles, this is the sight distance required to complete a left turn, but not less than the sight distance required for the P or SU vehicle. This will require the through traffic to reduce speed. Sight Distance for Turning Vehicles Figure 910 -4 Designs for movements across divided high- ways are influenced by the median widths. If the median is wide enough to store the design vehicle sight distances are determined in two steps. The first step is for crossing from a stopped position to the median storage; the second step is for the movement, either across, or left into the major roadway. Ramp terminals should have sight distance designed as at grade intersections with a turning movement. An added element at ramp terminals is the grade separation structure between the mainline and the crossroad. Figure 910 -15b gives the sight distance considerations in Design Manual September 1992 Intersections the vicinity of a structure. In addition, when the crossroad is an undercrossing, the sight distance under the structure should be checked graphically using a truck eye height of 6 feet and a taillight height of 1.5 feet. The design report should include a brief description of the intersection area and traffic characteristics to support the design vehicle and sight distances chosen. Refer to the AASHTO publication A Policy on Geometric Design of Highways and Streets for additional sight distance guidelines. 910.13 Intersection Control Intersection control is the process of moving traffic safely through areas of potential conflict where two or more roadways meet. Signs, sig- nals, channelization, and physical layout arc the major tools used to establish intersection control. There are three objectives to intersection control that can greatly improve intersection operations. • Maximize Intersection Capacity. Since two or more traffic streams cross, con- verge, or diverge at intersections, capacity of an intersection is normally less than either of its approach streets. It is usually necessary to assign right of way to the entering traffic through traffic control devices to maximize capacity. Turn pro- hibitions or special conditions, such as, no turns during certain time periods, may be used to increase intersection capacity. • Reduce Conflict Points. The crossing, converging, and diverging of traffic creates conflicts which increase the potential for accidents involving turning vehicles. Estab- lishing appropriate controls can reduce the possibility of two cars attempting to occupy the same space at the same time. Pedestrian accident potential can also be reduced by proper controls. • Priority of Major Streets. Traffic on major routes is normally given the right of way over traffic on minor streets to increase intersection operational efficiency. Page 910 -9 i Design Speed (mph) 25 30 35 Horizontal Curvature, for 6 Percent Superelevation, Radius (Ft.) 135 215 320 Horizontal Curvature, for 4 Percent Superelevation, Radius (Ft.) 145 230 345 Horizontal Curvature,, for 2 Percent Superelevation, Radius (Ft.) 155 250 375 Horizontal Curvature, Normal Crown Section, Radius (Ft.) 180 300 460 Stopping Sight Distance (Ft.) 150 ^ ( 250 490 Entering Sight Distance (Ft.) 365 430 Minimum Run -Off Length (Ft.) 80 100 90 Urban Residential Access Streets Design Values t. r w+ �: i:: vlil; x�: 7 ��- ri:''> 4 �L'. ii`.' i' xA„ W .' �`„;+;: ii�.: rl': z :iuvt.:.e�u;1.ti`d.�. z 'F . w re 2 J 00 co 0 J= H. � LL w 2 << = a _ . z o zf- U o co U z 0— 0 O z Filed for record at request of: Lounny Sisaiyaket P0 Box 68324 Seattle, WA 98168 -0324 STATE OF WASHINGTON County of King Pubic States of Washington pton NATASHA A M ACOBA My Appointment Expires May 22. 2007 i L&tflU o £ %Ill' run our v t1.;u IQ,JUUL 20030715001863 KING COON tGl2 Easement Grantor: Kenneth R. Ball Grantee: Lounny Sisaiyaket and Phetthanou Sisaiyakct Abbreviated Legal Description: Esmt across Ptn Tr. A, Robbins View Tract Assessor's Property Tax Number: 736060 -0531 and 0271. THE GRANTOR Kenneth It Ball, a single man, grants to Lounny Sisaiyaket and Phetthanou Sisaiyaket, husband and wife, an easement for ingress, egress and utilities over, across and under the following described real estate. situtated in the County of King, State of Washington, as the servient tenenment: North 50 feet of the East 80 feet of Tract A of Robbins View Tract Addition to Riverton, according to Plat recorded in Volume 17 of Plats at page 90, in King County, Washington; . for the use and benefit of the following described real estate, situated in the Coutuy of King, State of Washington, as the dominant tenement: The west 90.00 feet of the east 170.00 feet of Tract A of Robbins View Tract Addition to Riverton, according to Plat recorded in Volume 17 of Plats at page 90, in King County, Washington; EXCEPT the south 310 feet thereof, TOGETHER WITH easterly half of vacated 40th Ave. South; Said easement. together with any limitations or restrictions thereon and any other agreements on maintenance or use thereof. touches upon and runs with the land of both the dominant and servient tenements. ,7u1./ Dated imp // , 2003. Kenneth R. Ball On this day personally appeared before me Kenneth R. Ball to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that he signed the same as his tree and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my hand and official seal 3ine 19 , 2003. 1�!1 ±1 I111k a (Print name of Notary above.) Notary Publi an or the State of residing at W-4131511, yV ' My commission expire 6 1a310'7 z ~ Z • W O 0 y0 ui W I W O } g J � < I • W Z = H 1— O Z W U D O — O 1— W W H � - Z W _C..) = . O Z Sep 25 03 07:49a ROBERT M PRIDE INC Jarmry 19, 2003 Phetthanou & Lounny Sisaiyaket 921 Ferndale Circle NE Renton, WA 98056 425 814 5672 p.1 Re: Report on Geotechnuical Investigation Proposed Sisaiyaket Residence 1.3601 d Avenue South Tukwila, Washington 1tMP Project No. 02- 233 -01 Dear Mr. and Mrs. Sisaiyaket, This report presents the results of our geotechnical site evaluation on the vacant property located near Southgate Park in Tukwila. it is understood that the owners are planning to build a single family residence on the property identified as Parcel A covering approximately 0.17 acres. Access to this property is from 42nd Avenue via a driveway easement that crosses Parcel B on the east. A Boundary, Topographic and Utility Survey prepared by Harstad Consultants was used as a reference for this investigation. No plans have been prepared for this single family residence that we understand will be built on the westerly side of the property. The purpose of our geotechnical work was toll) obtain subsurface soil and groundwater information in the area of the proposed structure, 2) conduct geologic reconnaissance mapping of the slopes below the building pad, and 3) provide recommendations for the design and construction of the proposed residence. Site Conditions Parcel A is situated above 42td Avenue on the northeast and an unimproved road (Charles E. Adams Road No. 2) on the northwest. Existing slopes descend from the west and north sides of the property down to these two roadway alignments. Maximum height of these two slope areas is about 30 feet. At the northwest corner of the parcel, the top of slope encroaches into the flat portion of the site. This westerly- facing slope is about 20 feet high, and has an overall gradient of if laV. Most of the parcel is flat and ranges from elevation 192 to about 197 feet. A gentle slope on the south side of the parcel rises at a gradient of 31-1:1V to 4H:1V to the adjacent property to the south. An old concrete slab that is in poor condition exists at the Sep 25 03 07:49a ROBERT M PRIDE INC January 19, 2003 Mr. and Mrs. Sisaiyaket Page 2 Subsurface Conditions Geotechnic al Recommendations 425 814 5672 p. northeasterly corner of the property. A portion of this slab is partially buried as shown on Drawing No. i that shows our estimateed limits of the full slab. Rubble fill is exposed over much of the property including the west- facing slope. There is a telephone manhole near the northeast corner, and an existing side sewer extends offsite from the southwest corner of the site. Existing USGS mapping (Waldron — 1962) for this area of Tukwila was reviewed to establish the general geologic conditions underlying the property. Field reconnaissance mapping was also performed by an engineering geologist (Yonemitsu Geological Services) to observe existing soil outcrops and to identify areas of potential instability. Geologically the property is underlain by dense glacial deposits of fine- grained silt and sand mixtures, and dense sands and gravels. These undifferentiated deposits (Qu) extend from the upper building pad level down to the lower roadway areas on the northwest and northeast sides of the property. Thick deposits of sandy colluvial soils estimated to range up to J. to 3 feet in depth are present on the lower slopes, and there is debris fill located at the top of the westerly- facing slope. No shallow or deep - seated landslide features were observed during our geological reconnaissance mapping of these slopes. Seven test pits were excavated with a backhoc in the area of the proposed ho1LLe to confirm the nature of the bearing soils. These exploratory trenches encountered medium dense silt -sand mixtures containing broken concrete, brick, and miscellaneous construction debris throughout the site. Maximum depth of the rubble fill was found on the north and westerly sides of the site, and this fill ranged up to 6 to 7 feet as exposed in the test pits. Refusal to concrete rubble was met in TF -3 at the northwest corner where the depth of fill maybe as much as 8 or 9 feet. Below the rubble fill we encountered very stiff sandy silt classified as glacio- lacustrine deposits in five of the seven test pits. Groundwater seepage was not observed on the native slope area or in the three shallow exploratory holes drilled on the pad area. Perched groundwater conditions can develop on hard silt layers due to the higher permeability of the overlying sandy soils, although there was no evidence of instability or surface erosion related to perched water within the glacial deposits on the slope. Locations of the exploratory borings and are shown on Drawing No. 1 entitled "Site Plan," and the summary logs of borings are attached in Appendix A. On the basis of our geologic investigation the subsurface exploration work, the existing dense glacial soils encountered at depths ranging from 2 to 9 fet, will provide excellent z Z w 6 JU 00 0) 0 co ill J H Q a w 2 g Q = • d 1- w Z = zI- w • 0 O ▪ - O I— w W IL - I w z U= 0 z Sep 25 03 07 :50a ROBERT M PRIDE INC January 19, 2003 Mr. and Mrs. Sisaiyaket Page 3 425 814 5672 p.3 support for the proposed residence foundations. Based on slope stability analyses, the property is considered grossly stable with a factor of safety (FS) in excess of 1,5. Building and foundations setback recommendations were established on the results of these analyses, our geologic mapping, and on our experience with these glacial deposits. Control of surface drainage will be important in preventing storm water from running over the top of the existing slopes. Native vegetation and tree cover on the steep slopes below the property is well established, and will continue to provide excellent erosion. protection. We recommend that excavated onsite soils or miscellaneous debris not be thrown over the top of slope for disposal due to the slope steepness. Localized areas of erosion that exist near the base of the slope will not have any adverse impact on the stability of the overall slope or the proposed residence on the building pad area. Site Grading The presence of the nibble fill over most of the site will require that it be removed and replaced with a suitable compacted fill for support of the proposed residence. This rubble fill is not appropriate for structure support because of its variable density and strength characteristics. We recommend that all fill be excavated from the proposed building pad, and for a distance of ten feet beyond the perimeter foundation walls of the house. Existing rubble fill that extends over to the westerly slope area should also be removed_ All concrete, brick and construction debris should be hauled offsite and not be reused in the structural fills under the building pad area. Imported granular soil such as pit run sand and gravel should be used to replace the rubble fill. These soils should be placed in 9 inch lifts and compacted to at least 95% of their maximum dry density (ASTM 1)1557 test method). Field testing should be performed during the placement and compaction of the imported fill to verify that it meets the specification requirements. Foundation Design Stability analyses show that the proposed io to 15 foot setback from the top of slope will be more than adequate to provide permanent protection to the residence foundations. We recommend that the buffer zone be reduced to to feet along the top of the steep slope, and that the recommended building setback line be used as a basis for siting the proposed residence. A factor of safety of at least 1.5 was obtained for a maximum 25 foot high slope exposing the dense glacial soils on or adjacent to this properly. All footings should be placed at a depth of 18 inches on properly compacted fill soils. Design should be based on an allowable soil bearing value of 2000 psf. Settlement of Sep 25 03 07:50a ROBERT M PRIDE INC January 19, 2003 Mr. and Mrs. Sisaiyaket Page 4 Site Drainage 425 814 5672 footings that bear on approved compacted fill is estimated to be on the order of 1 /4 of an , z inch. The recommended bearing value may be increased by 5096 to accommodate _ temporary wind or seismic forces acting on the structure. Retaining walls should be '~ w designed for an active earth pressure of 3o pcf, and a passive earth pressure of 250 pcf. 6 D J Resistance to temporary seismic or wind loads may be provided by passive earth o 0 cp pressure acting on the sides of the bearing wall footings in the residence. An allowable co to passive pressure of 250 pcf may be to ed for lateral load restraint. A friction factor of 0.4 N i_ may be used at the base of concrete footings placed on the dense compacted fill. co O w Concrete Slabs -on -Grade � Q Following removal of the concrete slab and fill debris, the subgrade soils on the graded co d building pad will consist. of dense imported fill that is suitable for direct slab support. It I-- i is recommended that a to mil plastic membrane be placed between the concrete slab z F- ind the underlying subgrade soils for . control of moisture vapor. All utility line , z O penetrations must be wrapped, and the edges scaled to minimize moisture migration � into the concrete slab. v o 0 All concrete slabs (interior and exterior) should have adequate reinforcement to o 1.- minimize shrinkage cracking during the curing process. Control joints should be spaced = w approximately 8 to to feet apart for crack control, or alternatively the concrete should be I- F= poured with a low slump to minimize shrinkage cracking if control joints arc not LL' O installed. All slab reinforcement must be maintained near the middle of the slab section v to provide the anticipated strength for crack control. z O z The property drains generally from south to north with an overall fall in elevation of about 5 feet. All roof down drains and yard area drains should be tightlined for discharge to the street or to the natural drainage area to the west. Surface water runoff must be prevented from running over the top of the slope, and it would be prudent to construct a low landscape berm near the edge of the slope. Perimeter footing drains should not be tied into the roof drains to avoid unncccssary saturation of the foundation soils. Summary Field construction services should be considered an extension of this initial geotechnical investigation, and are essential to the determination of compliance with the project drawings and specifications. Such activities would include site excavation and p Sep 25 03 07:50a ROBERT M PRIDE INC January ig, 2003 Mr. and Mrs. Sisaiyaket Page 5 permanent slope construction; foundation excavation and subgrade preparation for floor slabs; temporary erosion control measures; and subdrain installations. The conclusions and recommendations presented in this report are based on i) our interpretation and evaluation of soil conditions between and beyond exploration locations, 2) confirmation of the actual subsurface conditions encountered during construction, and 3) the assumption that sufficient observation and testing will be provided during appropriate phases of the work. Our findings and recommendations of this report were prepared in accordance with generally accepted principles of geotechnical engineering as practiced in the Puget Sound area at the time this report was submitted. We make no warranty, either express or implied. Please call me if you have any questions, or you wish to discuss this report in greater, detail. Respectfully, Robert M. Pride, P. E. Principal Geotechnical Engineer dist: (3) Addressee encl: Drawing No. 1 Appendix A rmp: SisaiyaketRes2 425 814 5672 p.5 Sep 25 03 07:50a ROBERT M PRIDE INC 425 814 5672 Proposed Residence t36ot 42nd Avenue Sought i'ukwi a, Washington Robert M. Pride, Inc. SITE PLA N Bountdary,'fopo and Utility Surrey by Harstad Consultants dated Nov 2002 • Fox Homes, LLC November 13, 2003 RE: Dear Stefania: Sincerely, 0-e/191 �.t~ Debra Kay Fox Homes, LLC Asu) UO : 0: U) J 1 o` w *nom = a •Z � 1— O Z This letter is in regards to the letter that was sent to us dated November 5, 2003. The U O N 1. New room being created will be future bathroom and future playroom. 111 w` 2. We will only be roughing in the plumbing for a future bathroom, we will not be adding any new framing or doors. This has been noted on the plan. "; z: w V N: O Z Stefania Spencer City of Tukwila Department of Community Development Letter of Incomplete Application #1 to Revision #1 Development Permit Application Number D03 -200 Phavong Residence -13602 42 Avenue South areas of concern will be taken care of as follows: Please let us know if you have any additional questions. Custom Homes • Site Development • Utilities Contractor's No.: FOXHOL•015PL 2615 Jahn Ave. NW, Suite E•4 • Gig Harbor, WA 98335 • 253.858.2614 Phone • 253.858.5221 Fax November 5, 2003 Debra Kay Fox Homes, LLC 2615 Jahn Avenue NW, Suite E -4 Gig Harbor, WA 98335 Dear Debra: City of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application #1 to Revision #1 Development Permit Application Number D03 -200 Phavong Residence — 13602 42 " Avenue South This letter is to inform you that your revision received at the City of Tukwila Permit Center on October 31, 2003, is determined to be incomplete. Before your application can continue the plan review process the:following items need to be addressed: Building Department: Bill Rambo, at 206 431 -3670, if you have questions concerning the following: 1. Please label the use of the new rooms being created. 2. Provide details for framing of new walls and the three (3) new doors. Steven M. Mullet, Mayor Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation.. The City requires that two (2) 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 a enclosed one for your convenience. Revisions must be mde in person and will not be accepte through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely,, ,r� 'l� i , CG� Stefania Silencer Permit Technician Enclosures File: Permit File No. D03, -200 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 August 14, 2003 Debra Kay Fox Homes, LLC 2615 Jahn Avenue NW, Suite E-4 Gig Harbor, WA 98335 RE: CORRECTION LETTER #1 Development Permit Application Number D03 -200 13601 42 " Avenue South — Phavong Residence Dear Debra: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Fire and Planning Departments. At this time the Public Works and Building Departments have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, encl Ciiy of Tukwila Department of Community Development Steve Lancaster, Director Stefania Spencer Permit Technician xc: File No. D03 -200 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 :ia�l'av Certificate of Water Availability PROJECT #: PART A: (To be completed by applicant) Site Address (Attach map and Legal Description showing hydrant location and size of main): 13601 42nd Ave S., Tukwila, WA 98168 O wneeinformatiOn:‘.., . - ... : ,!'.. - ',.,-; .,: .. -‘:"' '1 -,. ,,,,,, .• Name: Bounson and Khampheng Phavonq Address: 3418 S. 146th St. #4, Tukwila . Address. 3418 S. 146th St. #4, Tukwila 98168 Phone: ( 206 ) 271-4527 Phone: ( 206 ) 242-0685 This certificate is fem. the purposes of: ' Residential Building Perinii fl Preliminary Piat El Short Subdivision r-ii CI Commercial/Industrial Building Permit El Rezone CI Other Estimated number of service connections and meter size(s): ED CITY OF TUKWILA Vehicular distance from nearest hydrant to the closest point of structure ft. - 11 - 11 0 2 2003 Area is served by (Water utility district): Water District No. 125 PERMIT CENTER Owner/Asent Sigpattire: Date: • 44 IdLig //"•?2- ' PART B: (To be completed by water utility district) The proposed project is located within t (City/County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the mii cmum flow requirements of the project before connection: V A (Use separate sheet if more room is needed) Based upon the improvements listed above, water can be provided and will be available at the site with a flow of "z-V gpm at 20 psi residual for a duration of 2 hours at a velocity of I e fps as documented by the attached calculations. hereby certify that the above information is true and correct. / — Any/Phone w 2.040- ay z. - is/7 By Date PART C: (To be completed by governing jurisdiction) Water Availability: CI Acceptable service can be provided to this project 171 Acceptable service cannot be provided to this project unless the improvements in item C2 are met. CI System isn't capable of providing service to this project. Minimum water system improvements: (At least equal to B2 above) (Use separate sheet if more room is needed) Agency/Phone WTRAVA!L.DOC 6/5/96 CITY OF TUKWILA Permit Cent( 6300 Southcenter Boulevard, Suite 100, Tukwila, 98188 Telephone: (206) 431-3670 By O'Sgeitrditg., 4%i'M Name: patty Phayona H-11a (Required only if outside City of Tukwila water utility district) Date --- • • - -003f-.2.00 Part A: (To Be Completed by Applicant) Purp�osje f Certificate: E Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Propos Use: FTW Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Applicants Name: Bounson and Khampheng Phavong Phone: 0 +6 2 71- 4 5 2 7 Property Address or Approximate Location: _ -13601 42nd Ave. S.. Tukwi a. WA 9a 6R Legal Descri lion Attach Map and Legal Description if necessa . 'h r 9 P ( P 9 P ry)� RECEIVED ; ; C:Iry OF TLKWILA ' See attached ' JUL . 0 2 2003 91 PERMIT CENTER r. Part B: (To Be Completed by Sewer Agency) 1 . tiff a. Sewer Service will be provided by side sewer connection only to an existing ______1_ size sewer S feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2 the construct= s !! . t syst on t e� r or and /n (2) �IrO construct= construct= t - ua.uv.r of v'v...,v v.. system on -, ..e••_ ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. la. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; # go , oa , i a. District Connection Charges due prior to connection: P-e> , GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King ouniy viE 1 Rv vbpk,t;iijr vira;y' =: Cuirzntl , .:j. OCTI :! r.t ! °.rvII.vt!er , w !!! ke billed (directly by King County after connection to the sower system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required , 1 May be Required c. Other: 'WORKING TOWARD A IETTEI .NVIRONMENT \ SEWER SE WER DISTRICT J dERTIFICATE OF SEWER AVAILABILITY /NON- AVAILABILITY Certificate of Sewer Availability OR 0 Certificate of Sewer Non - Availability I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of si • nat re. By 14810 Multi. ;load South P.O. Box 895d0 Tukwila, WA 98168 ,Phone): (200) 242 -3230 00) 242.1527 Hu 1 S� S_ ins Title Date t Zb 4u, _ .;;d "Vri!'4RYT1StMtK'.�, #iw{nYr7;FM:. ,• .. l.. t.t.i. ^bw`(rP :tYYjtY.2hlY'.F!'�t'•ywn..,, yN Revision 1 Date No. I Received Staff Date • 1 Initials Issued ! Staff Initials / ■ /4– 3i— CY 3 l/� z 4 -• v 3 • 1 c Summary of Revision: 2 , , , ,,,, A . �sa►s�� , Received By: HZ a ' Received By:- A nc - TrDr Ccu Revision No. 1 Date ! Staff Received 1 Initials Date Issued Staff Initials Staff Initials Summary of Revision: Summary of Revision: Received By: Revision No. Date Received Staff Initials Date I Issued Staff Initials 1 1 Summary of Revision: ! Received By: Revision No. Date Received Staff Initials Date - Issued i Staff Initials r � I ! Summary of Revision: Received By: PROJECT NAME:` Site Address: J344/ 5'2 -S' Revision No. Summary of Revision: Date Received REVISION LOG Staff Initials PERK/ NO:.. 2 )=' 3-2 0 Original Issue Date: /e'- Received By: Date Issued (please print) (please print) (please print) (please print) (please print Staff Initials i�'JL`tr%.�L:L7:: •ww y�itfx. kAhLiVol%'4,41,4, ACTIVITY NUMBER: D03 -200 PROJECT NAME: PHAVONG RESIDENCE SITE ADDRESS: 13601 42 AVENUE SOUTH Original Plan Submittal DATE: 11 -13 -03 X Response to Incomplete Letter # 1 Response to Correction Letter # X Revision # 1 after /before permit is issued DEPARTMENTS: Q 1 '_ Buii In Divisio Public Works ❑ DETERMINA ON OF COMPLETENESS: (Tues., Thurs.) 12 ? Complete Documents /routing slip.doc 2.28.02 PLAN REVIEW /ROUTING SLIP PERMIT COORD COPC Fire Prevention ❑ Structural Incomplete 0 DUE DATE: 11 -18 -03 PERMIT COORU cUPY Planning Division ❑ Permit Coordinator TUES /THURS R TING: Please Route Structural Review Required ❑ No further Review Required ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVIEWER'S INITIALS: DATE: DUE DATE: 12 -16 -03 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Z 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: PERMIT COORD COP\ PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -200 PROJECT NAME: PHAVONG RESIDENCE SITE ADDRESS: 13601 42 AV S Original Plan Submittal DATE: 10 -31 -03 Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 after /before permit is issued DEPARTMENTS: Buildi g ivisi n Fire Prevention ❑ Planning Division Public Works ❑ Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11 -04 -03 Complete ❑ Incomplete Comments: Documents /routing slip,doc 2-28-02 EA'r Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: //-5 LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 01 Fire ❑ Ping ❑ PW ❑ Staff Initials: =y�� TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DUE DATE: 12 -02 -03 DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY PERMIT COORD COI' I' PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -200 PROJECT NAME: PHAVONG RESIDENCE SITE ADDRESS: 13601 42 AVENUE SOUTH DATE: 09 -29 -03 Original Plan Submittal X Response to Incomplete Letter # I Response to Correction Letter # Revision # after /before permit is issued riz 107 -03 Building Division ❑ Fire Prevention In Pttblic,WgrksWe' 1 1<6 Structural ❑ DEPARTMENTS: Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 09 -30 -03 Complete [ Incomplete ❑ Comments: Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO rING: Please Route IV Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10 -28 -03 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: Documents /routing slip.doc 2-28-02 PERMIT COORD COPY DEPARTMENTS: Building Division ❑ Publics dim i r COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -200 PROJECT NAME: PHAVONG RESIDENCE SITE ADDRESS: 13601 42 AV S Original Plan Submittal Response to Correction Letter # DATE: 07 -23 -03 Response to Incomplete Letter # X Revision # 1 Before Permit Is Issued 511 d6 O Fire Prevention Structural ❑ Planning Division ❑ ir Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 07 -24 -03 Complete ❑ Incomplete ❑ Comments: Not Applicable ❑ 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: APPROVALS OR CORRECTIONS: DUE DATE: 08 -20 -03 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) cd Notation: REVIEWER'S INITIALS: Documents /routing slip.doc 2-28-02 PERMIT COORD COPY DATE: Permit Center Use Only CORRECTION LETTER MAILED: 0Pd Departments issued corrections: Bldg ❑ Fire Ping ❑ PW IYJ Staff Initials: �S is arts. i. kr.: r+;r:,:u.au✓s:1:.a::9vt;.i.a'.. »,`'.ca;G:.. .L APPROVALS OR CORRECTIONS: ACTIVITY NUMBER: D03 -200 PROJECT NAME: PHAVONG RESIDENCE SITE ADDRESS: 13601 42 AV S X Original Plan Submittal Response to Correction Letter # DATE: 07 -03 -03 Response to Incomplete Letter # Revision # After Permit Is Issued DEPARTMENTS: j4 AV° S Building Division Public Works [] Documents /routing slIp.doc 2.28 -02 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP cleat! e 11 -a3 Fire Prevention Structural ❑ DETERMINATI N OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R�TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: PERMIT COORD Copy -9 -03 Planning Division Permit Coordinator le DUE DATE: 07 -08 -03 Not Applicable ❑ DUE DATE: 08 -05 -03 DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I l 1 '?) 10 3 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 to ® Revision # 1 'after /b efore Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Phavong Residence Project Address: 13601 42 Avenue South Contact Person Debra Kay City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: D03 -200 Phone Number 25 3 - SS " 2Cv 1 L1 Summary of Revision: 1 h G Y r u 7 Gt(•1 IJ , i (-) -► 1�. �G! �� r'Y) t ►'?�^ t,b ► I 1 �C`' r '77 LIG) �- - --� v�� �`;1�1 I c , V A/e. ► 1 •-f l rY ► , to �J f� ►r Gi rs�a i.✓7 o Grvid G� � ) UU L9 ► I I C' I c� )' r)0' b i _ ��G1 �.�)`� ��C>>'^�a '")-� - "�1� c''. a ►rte. �� - AtiA rc kc - Th rz: Cr v RECEIVED CITY OF TUKWILA NOV 1 3 2003 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision PERMIT CENTER Received at the City of Tukwila Permit Center by: [ Entered in Sierra on £ 11/05/03 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 10/ 3) IDS . Plan Check/Permit Number: D c' <3 -. 20 0 0 Response to Incomplete Letter # 0 Response to Correction Letter # (j3' Revision # t after Permit is Issued Ej Revision requested by a City Building Inspector or Plans Examiner Project Name: .17 h6 v' r (r) t - -5 ) -c- f -- ) r Project Address: 12,(,,o I i-t 2.►1=z) /� - vz' _ j L KLO 1 Contact Person: - FO,c - -wry — 1 LA. C - j ' oroi i Phone Number: 253- ?S8 - Z(5 , 41 y J .. Summary of Revision: Gl c 9 r �. l- - I vm pl urn nc r 1 n b Cc Sr' vr-rrr , ► )r)Yc' u 7G lcC-'r --lit r rl arK, ) i'1 P t-cT) I r h r,\ AECEWED CITY OF TUKWILA, OCT 3 1 2003 PFRMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on /do 31-'0 3 08/06/03 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 I F• n ,90 W S'L4�t� t, . J.. � 4. c, da? +7 !. vt_ P "tftil�7L .ft �� ' j i i {hr`l�'' �Y�; ;: `'t'''r'�a5 � ; + t,:.• `,.� Ott ±% µ•..Y:�t1,'.i',M, 1, tt.(,,:tiY I. esY: .VI r•; .H:r .a Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 9 9 Plan Check/Permit Number: D03 -200 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued El Revision requested by a City Building Inspector or Plans Examiner PHAVONG RESIDENCE Project Name: Project Address: 13601 42 AV S Contact Person Debra Kay Phone Number Summary of Revision: l RECEIVED MY OF Tt1Rw►LA Lr' �' 1UL13 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: ki Entered in Sierra on 08/14/03 Date: 7/2)) 03 Response to Incomplete Letter # [] Response to Correction Letter # E] Revision # after Permit is Issued Sheet Number(s): C J i p "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 7 Of' 03 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: Do 02 oc Project Name: he ■ vOr Project Address: 1 c4s U j 42 rb+ t 5. Contact Person: Dc hYa i .- - FOX .\- 'Yr5 Phone Number: 53 2Cv I Summary of Revision: b .t DGtT 111' C°i (?►'7 v 1 p n C c,4 V' 1 RECEIVED CITY OF 7UKWILA JUL 2 1 2003 PERMIT CENTER 08/30/00 .•• , • . DEPARTMENT OF LABOR AND INDUSTRIE , , . ; • •. „ REGI AS PROVIDED BY . LAW AS CONST„.CONT GENERAL 1. • 4t 1 EXP DATE c ' Mt° t' *-0125 "'" . • DATE ' 0/13i1999 FOX. HOMES LLC 2615 JAHN 'AVE NW SUITE E 4 GIG HARBOR WA 98335 • TO: PUBLIC WORKS DEPT. — Laurie Werle, Admin. Support (Permit) Tech. Scott Moore, Project Inspector Greg Villanueva, Project Inspector File — D03 -200 FROM: PUBLIC WORKS DEPT. — David McPherson, Development Engineer DATE: December 23, 2004 SUBJECT: Phavong, Patty (SFR) 13601— 42 " Ave. South Permit No. D03 -200 MEMORANDUM Please note the following, regarding these permits. 1. The TIR (Storm Drainage Report) is revised to show that approx. 3,075 sq. ft. of impervious surface will drain towards 42 Ave. South. This was previously calculated to be approx. 4,550 sq. ft. — see attached drainage review sheet. 2. Engineer of Record, Robert N. Parnell, P.E., visited the Phavong site on 12/23/04. Mr. Parnell stated by phone, that the downspouts and footing drains are properly installed. He confirmed that the already constructed garage access pad is sloped correctly. The future driveway, will be constructed to allow the remaining surface water to flow towards the existing 42 Ave. South drainage system. 3. The Engineer of Record, Robert N. Parnell, P.E., will fax a Stamped letter to Public Works early next week, regarding the drainage issue. 4. A Geotechnical Evaluation/Report dated 1/19/03, was previously submitted by Robert M. Pride, P.E.. The Engineer of Record, Robert N. Parnell, P.E., stated on the approved Civil plan sheet, that the Civil Design is consistent and in compliance with Mr. Pride's geotechnical report. 5. The Owner, Patty Phavong, has executed a Sensitive Areas Ordinance / Hold Harmless Agreement, on September 28, 2003. 6. Owner shall provide to Public Works a performance bond or equivalent, in the amount of 150% x the cost of future paving of the driveway. 7. City Project Inspector shall verify condition of driveway, regarding preparation for Asphalt Paving. Inspector shall also check general slope of driveway and surface drainage flow path. Storm drainage shall not flow directly onto 42 " Ave. South. z Ce -i U 00 11.1 a_ w g Q I d 1- F- z � I- 0 z I- LIJ Li . 1 U 0 0 N. o F- wW U. - 1 E 4 w z• U � H = O ~ z r P \Qju , 31 ci 13 00 ( 4 S . DOS --- -2.00 D A2, 7 � t P4) Lc Y) J5 1 ±9m WI 41 c14 w ^, 0\1 RA/ ' ,a-/°, nl '/2.9/0 , o Ale z 4 _ 9a'.< c J, • - � LI 77 77 — s f\` ��^ n4� /' ` '` $ — ' L -`j r;'^'I `7 /1 \x 4 , i A : ` ' o ) . / 0x� ?1o' _ - 1 'N l 1 ' / j�i) 05�j� �;SIi�L �' G. tri( �o — ., Gj CAMC-C) Pc743,c- D t S p ob 7"S 770 /3 'A)S/ .67/f 4 Tait, L Rid- yt7s n /3 1�- 11.".,ta lit oT 41' 1.2g4:1 :27;..=:. 7 a /eo ✓41S, JTS na rcu, " - ` (.5ile, - ."C-s.) ; A, 2 if G7s0 j nJ i o 6.41g:- .? -f 1( Tc 14 ,cwA.lr -; 7-- - AN a. S . EX1sr/ f IT' G ze; 7 4 T 2-0 774 �.� - fl 14 I 2. /Z, /o1. Post -it• Fax Note 7671 outc f4 (� R I" 1 T. MG ii From . , Pltimc I Phone A 7 _,- . --SSe.•v Dec -28 -04 09 :21A ROBERT N. PARNELL, RNP December 23, 2004 Dave Mc Pherson, Engineer Tukwila Public Works Dept. 6300 Southcenter Blvd., Suite # 100 Tukwila, WA 98188 Subject: Residential Permit D03 -200 Phavong Residence 13601 42' Ave. South, Tukwila, WA Dear Mr. McPherson: This letter will confirm my verbal report to you today of my December 23, 2004 site inspection of the Patty Phavong residence concerning site drainage. I confirmed that the existing site 3" concrete pipe is connected into the site drainage from the roof downspouts to the down slope existing Type -1 CB along 42n Ave. S. The existing 3" concrete drainage pipe on site had been connected to the new homes roof downspouts by the contractor. A garden hose was inserted into the residence's downspout pipe, and water turned on to confirm that there is a tight line pipe from the roof downspout to the existing catch basin identified as a Catch Basin (CB) with a 4 CMP along 42" Ave. S. I found that there is also a 3" concrete pipe outlet that flowed next to the upstream 12" RCP when the garden house was inserted into residential roof downspout and water turned on. No flow was noted in the 4• CMP due to the garden house flow test. A 25 feet by 35 feet concrete parking apron was added north of the garage entrance; however. impervious area is still less than 5.000 square feet. The paved driveway is to be reduced from 15 feet width down to 10 feet wide for the 100 foot paved driveway within the ROW and for the 90 feet driveway that is onsite /easement, a reduction of 500 feet and 450 feet for a total reduction of 950 square feet of impervious area. A concrete parking apron 25 feet by 35 feet wide was added for 875 square feet of impervious area. The parking apron is sloped such that surface water from the concrete apron would flow away from the garage but not directly sheet flow over the steep slope to the northeast. The sheet flow would follow the to be paved driveway to the storm water system within 42' Ave. S. Impervious area of the home footprint and the patio /sidewalk were not changed. We understand that Patty Phavong desires to bond for paving the driveway due to wet weather conditions. In the interim, she would prevent surface erosion of the driveway by installing crushed rock-gravel over the driveway area and mulch exposed areas while permanent grass - vegetation is being established. Please call me at 643 -3560 if you desire additional information: Sincerely Robert N. Parneit PE CC: Patty Phavong Robert Pride, PE PE I 425/641 -5095 4422 187th Pl;I S.E. • issaquclh. WA 96027 • 'Ili /643 MO • tvAx , 1 7 .5/641 509: R.N. PARNELL COMPANY t • IVII.I:f:(;INI:1:1uING w•sruiR 1:1NO :Rt•rM I: \'G(YIi1:ItINC l.L%NolchmKN't liC\`iIItt)K�tI '. AL5I) VI(T.' ('u•S11tt t'1't(N N,.NAti1•.MI I. P_ 01 WHEN RECORDED, RETURN TO: City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 Reference Number(s) of Related Document(s): Grantor: Bounson and Khampheng Phavong Grantee: The City of Tukwila Legal Description (Abbreviated): A Portion of the NE1 /4 of the SW 1/4, Sec. 15, T. 23 N., ' R. 4 E., WM. Full Legal Description is found on Exhibit A of this document. Assessor's Tax Parcel ID Numbers: 736060 - 0531 SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT This covenant and hold harmless agreement is entered into between Bounson and Khampheng Phavong, husband and wife, ( "Grantor), and the City of Tukwila, a Washington municipal corporation ( "Grantee "). RECITALS WHEREAS, Grantor owns and has applied for necessary' permits to develop certain real property (the "Property") legally described in Exhibit A, whichis attached and incorporated by reference. WHEREAS, a portion of the Property contains sensitive areas of potential geologic instability (potential slide areas) as depicted in Exhibit B, which is attached and incorporated by reference. WHEREAS, as a condition of the issuance of construction permits for the Property, the Grantee required the Grantor to execute and record this "Sensitive Area Covenant and Hold Harmless Agreement" to hold the City of Tukwila harmless from all Ioss incurred as a result of any landslide or seismic activity, or soil disturbance. 6 aU UO W W H N 11 wO 1Q I CI f .. w z = z0 uj U 0 O N o ff W uj O Z W U= OH z • •? • WHEREAS, Grantor assumed this obligation in order to obtain said construction permit No. D03 -200, issued on , for the Property. WHEREAS, Grantor has performed a geological report, prepared by Robert M. Pride, Inc., dated January 19, 2003. WHEREAS, the parties agree that this agreement constitutes an arms length, bargained - for agreement, which includes a waiver of liability that runs with the land for risks created by the proposed use of property because of the shape, composition, location or other characteristic unique to the Property sought to be developed. NOW, THEREFORE, the parties agree as follows: AGREEMENT 1. In consideration of Grantee issuing development permits, which constitutes good and valuable consideration, the receipt of which and the sufficiency of which the Grantor hereby acknowledges, the Grantor shall defend, indemnify, and hold the Grantee, its officers, officials, ' employees, agents, and assigns harmless from any and all claims, injuries, damages, losses, or suits, whether brought by grantor or third parties, including all legal costs and reasonable attomey fees, arising out of or in connection with any injuries or damages to persons or property caused in whole or in part by any landslide or seismic activity or soil disturbance on the Property, legally described in Exhibit A, which is attached and incorporated by reference. 2. Grantor on its own behalf and on behalf of its heirs, successors and assigns hereby waives any right to assert any claim against the Grantee, its officers, officials, employees, agents, and assigns for any loss, or damage to people or property either on or off the site resulting from any landslide or seismic activity or soil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property except only for such losses that may directly result from the sole negligence of the City. 3. Grantor will inform its successors and assigns of said Property that the Property is in an area of potential geologic instability (potential slide area), of the 'risks associated with development thereon, of any conditions or prohibitions on development imposed by the City of Tukwila, and of any features in this design which will require maintenance or modification to address anticipated soils changes. 4. Grantee's inspection or acceptance of any of the Grantor's construction or other work either during construction or when completed shall not be grounds to avoid any of these covenants of indemnification. 5. This covenant and hold harmless agreement shall be a covenant running with the land and the rights and obligations contained herein shall run with and burden the Property, including each parcel comprising the Property and shall inure to the benefit of and be binding upon the Grantor and Grantee, their successors and assigns. DATED this day of , 2003. GRANTEE: CITY OF TUKWILA A- w re 2 JU Mayor co o w = ATTEST: j , wo 2 u. Q City Clerk = a I- _ 1- O Z E- STATE OF WASHINGTON ) UJ u ) ss. D o County of King ) . D : On this day of 20 before me, the I v undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared - and z , known to me to be the Mayor and City H Clerk, respectively, of CITY OF TUKWILA, the municipal corporation that executed the 0 ' — foregoing instrument, and acknowledged it to be the free and voluntary act of said municipal Z corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he /she was authorized to execute said instrument. WITNESS my hand and official seal hereto affixed the day and year above written. print name NOTARY PUBLIC in and for the State of Washington, residing at c�. IN WITNESS REOF, said individuals have caused this instrument to be executed this '?^s` day of _ . - •- , 2003. County of King STATE OF WASHINGTON) )ss. `` ti S L. ..O �� 0 y gION , E A : . , y NOT ARY : _ u' PUBLIC ' o 111 /11,1,11 0 '' A / ;;orow , ...a-1. I uthorized Signature Authorized Signature I certify that I know or have satisfactory evidence that � M Pa� q �o dcw� and Q vfncasu Q. i � is /are the person(s) who appeared before me, and said individual(s) acknowledged that he /she /they signed this instrument and acknowledged it to be his/her /their free and voluntary act for the uses and p . oses mentioned in this instrument. Dated - . - �3 Notary in and for the St�f Washington ary Public f ashington residing at -e. My appointment expires • EXHIBIT A LEGAL DESCRIPTION OF PROPERTY PARCEL A THE WEST 90.00 FEET OF THE EAST 170.00 FEET OF TRACT A OF ROBBINS VIEW TRACT ADDITION TO RIVERTON. ACCORDING TO PLAT RECORDED IN VOLUME 17 OF PLATS AT PAGE(S) 90, IN KING COUNTY, WASHINGTON: EXCEPT. THE SOUTH 310 FEET THEREOF. TOGETHER WITH EASTERLY HALF OF VACATED 40TH AVENUE SOUTH. PARCEL B A NON— EXCLUSIVE EASEMENT FOR ROAD PURPOSES OVER THE NORTH 50 FEET OF THE EAST 80 FEET OF SAID TRACT A: Z 42110 AV " 711 " 2;a:a • j IL . .01 r tit+ 4,1 4 • 4 rs- fts • 1 4 .0., _ . NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. t Z- 3-- VA-11 I 11 SA 02_,y cZLQA, CioG) tg6, 01- cls 41, pt/ (s 033-2.04 •:., • Po 04-6 . / • SrAti57: ka 1-D ti) 772 (4a6 3 ) e:(2_,scs ee-(1s p m 61-< 4) G co K, r,i 1,:u Dv-) g:0(c( (kt T.) 6 4, V /e.3 5) ( e) 51 Sliarte6.. Low-3-161-/ (1/(z. A•irAIL. Vy4L-vug. S ( (JAIL •-11 celirk Dd-r /25' Filed for record at request of: Lounny Sisaiyaket PO Box 68324 Seattle, WA 98168 -0324 Kenneth R Ball Notary Public State of Washington NATASHA A M ACOBA My Appointment Expires May 22, 2007 2003071 PAGE 001 OF 00/ 07/15/2003 13:52 KING COUNTY, UA Easement Grantor: Kenneth R. Ball Grantee: Lounny Sisaiyaket and Phetthanou Sisaiyaket Abbreviated Legal Description: Esmt across Ptn Tr. A, Robbins View Tract Assessor's Property Tax Number: 736060 -0531 and 0271. THE GRANTOR Kenneth R. Ball, a single man, grants to Lounny Sisaiyaket and Phetthanou Sisaiyaket, husband and wife, an easement for ingress, egress and utilities over, across and under the following described real estate. situtated in the County of King, State of Washington, as the servient tenenment: North 50 feet of the East 80 feet of Tract A of Robbins View Tract Addition to Riverton, according to Plat recorded in Volume 17 of Plats at page 90, in King County, Washington; for the use and benefit of the following described real estate;- situated in the County of King, State of Washington, as the dominant tenement: The west 90.00 feet of the east 170.00 feet of Tract A of Robbins View Tract Addition to Riverton, according to Plat recorded in Volume 17 of Plats at page 90, in King County, Washington; EXCEPT the south 310 feet thereof, TOGETHER WITH easterly half of vacated 40th Ave. South; Said easement. together with any limitations or restrictions thereon and any other agreements on maintenance or use thereof, touches upon and runs with the land of both the dominant and servient tenenments. Dated fame' / / , 2003. STATE OF WASHINGTON County of King On this day personally appeared before me Kenneth R. Ball to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that he signed the same as his free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my hand and official seal Aine 4 , 2003. (Print name of Notary above.) Notary Publi4„ and the State of residing at .I1, WP • My commission expires o�13J01 z ._'SJ:tiJ Parcel Map and Data 7344601. - 1 7340601011 2612000020 344601 73 ... , • o . 061 t 7 '-' .. ►'273 . 2 26 240 7360800075 ..,.,, , 7360600282 7360600080 7 , : , ,._ 7360600260 8•137.7:41.8T 7360640485 w ;36o6o Soo ,.., <. . 360600090 • :." 7360600170 7$.$$ 7360600305 7360f,00 l06 • to i ( C) 2Q0�2' ,;'ci,1y . ►. r.:. .... 11 Parcel Number 7360600271 Address 13601 42ND AVE S Zipcode Taxpayer PACIFIC COAST INVESTMENT 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. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or Information on this map is prohibited except by written permission of King County." Print Map Page King County Home King County I GIS Center I News I Services I Comments I Search News Services By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. ://www5.metrokc.gov/parcelviewer/Print_Process.asp Comments �r- Search 2.O Page 1 of 1 10/06/2004 "'Y ti 26 I n 4-8414 3 0 - 5 6 �"Yr, "1-1J U, 54 /2--/z3--701. 5 P p /Z / f /'l• -h lir P V6 `j P1 4. A t :..e ```rz 1 r- z w ct g 6 U U 00 W= W g Q I Z I- I-o Z !- w U 01- w Ill . .. z W O~ z `1 2. RNP September 29, 2003 Stefania Spencer, Permit Technician City of Tukwila 6300 Southcenter Boulevard, Suite # 100 Tukwila, WA 98188 Subject: Response to Correction Letter # 1 D03 -200 13601 42 “ Ave. South — Phavong Residence Dear Stefania: (T'. R. N. PARNELL COMPANY RECE VED SEP 3 0 2003 TUKWILA PUBLIC WORKS RECEIVED rnTy f1: r � i•t..” n Patty Phavong asked that we support her response to your August 14, 2003 letter to Debra Kay, Fox Homes, LLC concerning the Phavong single - family residence permit. Our response is keyed to the august 13 Public Works Department comments. '/• The driveway to the new residence within the ROW is shown as paved per your redlined site plan drawing comment. 1. A Site Plan and TESCP were prepared showing the new home location, storm drainage, erosion control, paving. Driveway access, and utilities of water and sanitary sewer, as well as electrical and communication. Legal owner information sheet was completed and is enclosed. ' • Sensitive Area Covenant and Hold Harmless Agreement is enclosed. x • �.4. Geotechnical note from Bulletin 2 was added to plan sheet. • . • 5. Pride's Geotechnical report, including Drawing #1 and the borings is enclosed, ✓ 6. Site plan note for project to comply with geotech report added. 7. Site plan note no runoff to be infiltrated onsite through dry wells, etc. added. 8 :. Site plan•note individual house foundations and drainage system shall provide a specific geotechnical assessment with final design re commendations added. . 9. Geotechnical report stated storm drainage shall be tightlined per paragraph Site Drainage, page 4, of the geotechnical report. ✓ 10. Required buffers per the geotechncial report are shown on the site plan for 10 foot buffer from top of slope. _Set back proposed is 15 foot from top of slope. -� 11. Cut and fill estimated quantities are shown on site plan. 12. Proposed contours are shown on site plan. 13: Easement for road access also includes utilities as shown on recording number 20030715001863, copy enclosed. • J 14. Site distance information provided as separate sketch. - 15. Cost estimates provided per Bulletin 1A, item 2 enclosed. 16.A pavement cut for the new water meters is expected within 42 Ave. South and a mitigation fee would be applied by the city. CORREC ION LTR #� 4422 187th Place S.E. • Issaquah, WA 98027 • 425/643 -3560 • AX 425/641 -5095 CIVIL ENGINEERING WATER RESOURCES ENGINEERING MANAGEMENT ENVIRONMENTAL. SERVICES CONSTRUCTION MANAGEMENT SEP 2 9 2003 PERMIT CENTER • • I ' • -/ 17. House not required to be sprinklered per owner and their discussion with city fire marshal. 18. Any expected rockeries or retaining Walls are shown on site plan. ,/ 19. There will be work within the City Right Of Way (ROW), therefore, a Bond and Insurance naming the City as additionally insured would be provided by the contractor. x • 20. Site distance and turning onto 42 Ave. South would be improved as shown z U • 1 2 • on the site plan sketch detail. • • 6 21. There is an existing 12" RCP culvert at the driveway and is shown on the site o • plan. There is also an underground pipe roadside drainage system and a • u) 0 w surface roadside ditch that inlets into_catch basins and the underground piped uJ drainage system that flows along paved 42 Ave. South.. The driveway and u _ • new house will be connected into the existing drainage system. uj 0 2 </ 22. Driveway pavement section within the city ROW is shown on the plan and • g .7j includes 2" Class B NC over 4" crushed rock over 95% minimum compacted u.. w a w z I- z UJ uj D o 0 O ( - 1 2 • I- w 1-- 1 6 z . subgrade. _ . 23. Plans prepared at engineering scale of 1" = 20 feet. Fire Department comments, dated July 9, asked for travel distance to the nearest • hydrant to be shown on the site plan. Distance measured to be 220 feet from • edge of proposed home to the fire hydrant located along the eastern side of 42 Ave. South. PleaSe,call me at 425/643-3560 or Patty Phavong at 206/271-4527 if you desire additional information to approve the site plan •and issue the building permit. • Sincer i= I • o 1- z Robert N. • amen, PE Enclosures: Correction Letter-#1 Submittal Form (4) • Site Plan (4) • TESCP • (4) Driveway-Utilities Easement (4) Pride's Geotechnical Report (4) • Site Distance Analysis/Sketch (4) • Site Distance-Tuming onto 42 St. (4) City Redlined Site Plan CC: Patty Phavong-applicant • , " • 20031006000546 Parties: Other: CITY OF TUKWILA City Clerk's Department 6200 Southcenter Blvd. Tukwila, WA 98188 (206) 433 -1800 Address City State 45a:! Desch p +fors : see a cin c.�l Assessor's Property Tax Parcel/Account Number(s): - 73C 060 - 0S31 City of Tukwila. Washington Si SAt t1 &V i Last Name Company Name (if business) ?O. 'Box 6832 CITY OF TUKWILA DOCUMENT RECORDING COVER SHEET w X8168 — d304 LOLU V 1' First Name 200 3 1 0060005 4 6 eri RECD NOV DIG COUNTY, Um5 04 2003 RECEIVED NOV 0 6 2003 TUKWf 0 _ PUBLIC W KS (1D • 03 -zoo Initials Zip Public Works: 225:97 C UNDERGROUNDING AGREEMENT WAIVER TO UNDERGROUNDING ORDINANCE OBLIGATION FOR FUTURE UNDERGROUNDIrR CEI /ED BLCW NOV 0 6 2G03 The proposed development at: ( 3601 Z ��cl �� z S S. 1 I,LIC uw f' (street address) Parcel No. 7 3CaQ& O. O.S 31 requires undergrounding per Ordinance 486, 924 and 1321. In compliance with the requirements of Ordinance No. 1607 the property owner of this single - family development has demonstrated application of the Underground Ordinance will create undue hardship if carried out as part of the development. The Owner is obligated to participate in funding future undergrounding improvements for their proportionate share of said undergrounding fronting their property. Furthermore, if the L.I.D./U.L.I.D. process is used to carry out the construction of this undergrounding, the Owner waives the right to protest L.I.D. or U.L.I.D. formation for this undergrounding. Owner retains the right to contest the method of calculating assessments in such L.I.D. and the amount thereof to be levied against the Owner's subject property, and other property owned by Owner which - would be within such L.I.D. This Agreement shall be recorded by the City Clerk with the King County Auditor as required by Chapter 35.91 RCW and the cost of said recording will be paid by the City. This Agreement shall be binding upon the parties, their respective heirs, legal representatives, assignees, transferees and successors. This Agreement runs with the land. OWNER: (.. ov ez:(si na Lou Vi ri S i.5ai Owner (print name); (s ;ZU. Street Address Date, • Phone Page 1 of /4 L'; .Qo6 - ot:gSS t4CJt Spa+ UCJA %L 032-4 City, State, Zip WOO) Address: 1 3( 00 I LI Z 0c( kit S . Parcel No.: `720C2o0063 Owner: L - . _ 0 1 . - t y ' nu 5 i sa;.,,,1 cU . - STATE OF WASHINGTON ) ) ss County of Iii,., C� Signature 4 Page 2 d Undergrounding Agreement Waiver to Undergrounding Ordinance Obligation for Future Undergrounding On this day personally appeared before me L r 1-- S ' 1.c —i • y/4 ; to be known to be the individual(s) described in and who executed the within and foregoing instrument, and acknowledged that S► -f-t_ signed the same as /tc-,e.._ free and voluntary act and deed, for the uses and purposes therein mentioned. Given under my hand and official seal this ,.. day of -i-u,•.1 C- Ju 3 2003 Date Print Name NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON, RESIDING AT C am- tits., My commission expires S/ _c /o (� (doc m RE: 13601 42 AVE S., TUKWILA, WA 98168 TAX ACCOUNT NO. 7360600531 Parcel A: The West 90:00 feet of the East 170:00 feet of Tract A of Robbins View Tract Addition to Riverton, according to plat recorded in volume 17 of plats at page(s) 90, in King County, Washington; Except the South 310 feet thereof. Together with Easterly half of vacated 40 Avenue South. Parcel B: said Tract A. A non - exclusive easement for road purposes over the North 50 feet of the East 80 feet of LEGAL DESCRIPTION Po-3e 3 o f NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 g 1 • ATP S 1 - r AS° •k7c7( D 3 5 _ /k2 P s rota / /05 ...wv-/ -4g ve_. • 9 S.1.9046._ SOO , • _ a o 0 _6. g 2 6 o 2 z4(.2:40e.(4a z 6 cr 2 O - 0 U) • LU W I - I f_ Qu fif o g J a h- Z 0 Z h- LLJ 0 0 0 O i- ur - r u. .. z 5 17- Design Speed (mph) Design Vehicle ll P or SU WB -50 WB -63 25 390 510 590 7 30 60 620 710 35 540 720 830 40 680 820 940 50 1,030 1,030 1,180 60 1,480 1,480 1,480 70 2,000 2,000 2,000 r and R/W restrictions prohibit adequate sight triangle clearing, the P design vehicle may be used. At some intersections the turning volume from a stop - controlled minor roadway is significant enough to conflict with through vehicles on the major roadway. Sight distances as shown on Figure 910-4 should be considered at these inter- sections. For P or SU design vehicles, this is the sight distance required for a P vehicle to turn left or right onto a two -lane highway and attain average running speed without being overtaken by an approaching vehicle going the same direc- tion at the average running speed. For the WB -50 and WB -63 design vehicles, this is the sight distance required to complete a left turn, but not Icss than the sight distance required for the P or SU vehicle. This will require the through traffic to reduce speed. Sight Distance for Turning Vehicles Figure 910-4 Designs for movements across divided high- ways are influenced by the median widths. If the median is wide enough to store the design vehicle sight distances are determined in two steps. The first step is for crossing from a stopped position to the median storage; the second step is for the movement, either across, or left into the major roadway. Ramp terminals should have sight distance designed as at grade intersections with a turning movement. An added element at ramp terminals is the grade separation structure between the mainline and the crossroad. Figure 910 -15b gives the sight distance considerations in Design Manual September 1992 Intersections the vicinity of a structure. In addition, when the crossroad is an undercrossing, the sight distance under the structure should be checked graphically using a truck eye height of 6 feet and a taillight height of 1.5 feet. The design report should include a brief description of the intersection area and traffic characteristics to support the design vehicle and sight distances chosen. Refer to the AASHTO publication A Policy on Geometric Design of Highways and Streets for additional sight distance guidelines. 910.13 Intersection Control Intersection control is the process of moving traffic safely through areas of potential conflict where two or more roadways meet. Signs, sig- nals, channelization, and physical layout are the major tools used to establish intersection control. There are three objectives to intersection control that can greatly improve intersection operations. • Maximize Intersection Capacity. Since two or more traffic streams cross, con- verge, or diverge at intersections, capacity of an intersection is normally less than either of its approach streets. It is usually necessary to assign right of way to the entering traffic through traffic control devices to maximize capacity. Turn pro- hibitions or special conditions, such as, no turns during certain time periods, may be used to increase intersection capacity. • Reduce Points. The crossing, converging, and diverging of traffic creates conflicts which increase the potential for accidents involving turning vehicles. Estab- lishing appropriate controls can reduce the possibility of two cars attempting to occupy the same space at the same time. Pedestrian accident potential can also be reduced by proper controls. • Priority of Major Streets. Traffic on major routes is normally given the right of way over traffic on minor streets to increase intersection operational efficiency. Page 910-9 Desi Speed (mph) 25 71:71 . gn Horizontal Curvature, for 6 Percent Superelevation, Radius (Ft.) 135 215 320 Horizontal Curvature, for 4 Percent Superelevation, Radius (Ft.) 145 230 345 Horizontal Curvature .for 2 Percent Superelevation, Radius (Ft,) 155 250 375 Horizontal Curvature, Normal Crown Section, Radius (Ft.) 180 300 460 Stopping Sight Distance (Ft.) s 200.1 250 r Entering Sight Distance (Ft.) 365 430,► 490 Minimum Run -Off Length (Ft.) =0 100 90 • Urban Residential Access Streets Design Values .....�...:.s ;.i .i.. „tr�l.✓.,u�i}4e4.i: lta::i�ll , (1;:∎it i', i`Z.,.i4::'.4- i.c444, - , Fil} giiuyuivmrai3,.`. . Z ,~ W 6 O 0 co W = J E.. f� u, w O LL< w a = w I- 0 Z I- uj o O H 111 ui • (/) H � 0 Z January 19, 2003 Site Conditions Robert M. Pride, Inc. Dear Mr. and Mrs. Sisaiyaket, RECEIVED SEP 3 0 2003 Phetthanou & Lounny Sisaiyaket TU KW I LA 921 Ferndale Circle NE PUBLIC WORKS Renton, WA 98056 Re: Report on Geotechnical Investigation Proposed Sisaiyaket Residence 13601 42nd Avenue South Tukwila, Washington RMP Project No. 02- 233 -01 This report presents the results of our geotechnical site evaluation on the vacant property located near Southgate Park in Tukwila. It is understood that the owners are planning to build a single family-residence on the property identified as Parcel A covering approximately 0.17 acres. Access to this property is from 42nd Avenue via a driveway easement that crosses Pazcel.B on the east. A Boundary, Topographic and Utility Survey prepared by Harstad Consultants was used as a reference for this investigation. No plans have been prepared for this single family residence that we understand will be built on the westerly side of the property. The purpose of our geotechnical work was to 1) obtain subsurface soil and groundwater information in the area of the proposed structure, 2) conduct geologic reconnaissance mapping of the slopes below the building pad, and 3) provide recommendations for the design and construction of the proposed residence. Parcel A is situated above 42nd Avenue on the northeast and an unimproved road (Charles E. Adams Road No. 2) on the northwest. Existing slopes descend from the west and north sides of the property down to these two roadway alignments. Maximum height of these two slope areas is about 3o feet. At the northwest corner of the parcel, the top of slope encroaches into the flat portion of the site. This westerly- facing slope is about 20 feet high, and has an overall gradient of 1H:1V. Most of the parcel is flat and ranges from elevation 192 to about 197 feet. A gentle slope on the south side of the parcel rises at a gradient of 3H:1V to 4H:1V to the adjacent property to the south. An old concrete slab that is in poor condition exists at the 13203 Holmes Point Drive NE Kirkland, WA 98034 -1602 Phone: (425) 8143970 Fax: (425) 814 -5672 .,o6.27k, 55o Pa ZOb e(ss tO?2OO n.rw':b3n.+v1'1 . Consulting Engineer RECEIVED rITY OF TUKWIL A PERMIT CENTER January 19, 2003 Mr. and Mrs. Sisaiyaket Page 2 Geotechnical Recommendations northeasterly corner of the property. A portion of this slab is partially buried as shown on Drawing No.1 that shows our estimateed limits of the full slab. Rubble fill is exposed over much of the property including the west - facing slope. There is a telephone manhole near the northeast corner, and an existing side sewer extends offsite from the southwest corner of the site. Subsurface Conditions Existing USGS mapping (Waldron — 1962) for this area of Tukwila was reviewed to establish the general geologic conditions underlying the property. Field reconnaissance mapping was also performed by an engineering geologist (Yonemitsu Geological Services) to observe existing soil outcrops and to identify areas of potential instability. Geologically the property is underlain by dense glacial deposits of fine - grained silt and sand mixtures, and dense sands and gravels. These undifferentiated deposits (Qu) extend from the upper building pad level down to the lower roadway areas on the northwest and northeast sides of the property. Thick deposits of sandy colluvial soils estimated to range up to 1 to 3 feet in depth are present on the lower slopes, and there is debris fill located at the top of the westerly- facing slope. No shallow or deep - seated landslide features were observed during our geological reconnaissance mapping of these slopes. Seven test pits were excavated with a backhoe in the area of the proposed house to confirm the nature of the bearing soils. These exploratory trenches encountered medium dense silt -sand mixtures containing broken concrete, brick, and miscellaneous construction debris throughout the site. Maximum depth of the rubble fill was found on the north and westerly sides of the site, and this fill ranged up to 6 to 7 feet as exposed in the test pits. Refusal to concrete rubble was met in TP -3 at the northwest corner where the depth of fill may be as much as 8 or 9 feet. Below the rubble fill we encountered very stiff sandy silt classified as glacio - lacustrine deposits in five of the seven test pits. Groundwater seepage was not observed on the native slope areas or in the three shallow exploratory holes drilled on the pad area. Perched groundwater conditions can develop on hard silt layers due to the higher permeability of the overlying sandy soils, although there was no evidence of instability or surface erosion related to perched water within the glacial deposits on the slope. Locations of the exploratory borings and are shown on Drawing No. 1 entitled "Site Plan," and the summary logs of borings are attached in Appendix A. On the basis of our geologic investigation the subsurface exploration work, the existing dense glacial soils encountered at depths ranging from 2 to q feet will provide excellent 13203 Holmes Point Drive NE Kirkland, WA 98034 -1602 Phone: (425) 814 -3970 Fax: (425) 814 -5672 14 C. 1tM.2iTn�Y January 19, 2003 Mr. and Mrs. Sisaiyaket Page 3 support for the proposed residence foundations. Based on slope stability analyses, the property is considered grossly stable with a factor of safety (FS) in excess of 1.5. Building and foundations setback recommendations were established on the results of these analyses, our geologic mapping, and on our experience with these glacial deposits. Control of surface drainage will be important in preventing storm water from running over the top of the existing slopes. Native vegetation and tree cover on the steep slopes below the property is well established, and will continue to provide excellent erosion protection. We recommend that excavated onsite soils or miscellaneous debris not be thrown over the top of slope for disposal due to the slope steepness. Localized areas of erosion that exist near the base of the slope will not have any adverse impact on the stability of the overall slope or the proposed residence on the building pad area. Site Grading The presence of the rubble fill over most of the site will require that it be removed and replaced with a suitable compacted fill for support of the proposed residence. This rubble fill is not appropriate for structure support because of its variable density and strength characteristic. We recommend that all fill be excavated from the proposed building pad, and for a distance of ten feet beyond the perimeter foundation walls of the house. Existing rubble fill that extends over to the westerly slope area should also be removed. All concrete, brick and construction debris should be hauled offsite and not be reused in the structural fills under the building pad area. Imported granular soil such as pit run sand and gravel should be used to replace the rubble fill. These soils should be placed in 9 inch lifts and compacted to at least 95% of their maximum dry density (ASTM D1557 test method). Field testing should be performed during the placement and compaction of the imported fill to verify that it meets the specification requirements. Foundation Design Stability analyses show that the proposed to to 15 foot setback from the top of slope will be more than adequate to provide permanent protection to the residence foundations. We recommend that the buffer zone be reduced to to feet along the top of the steep slope, and that the, recommended building setback line be used as a basis for siting the proposed residence. A factor of safety of at least 1.5 was obtained for a maximum 25 foot high slope exposing the dense glacial soils on or adjacent to this property. All footings should be placed at a depth of 18 inches on properly compacted fill soils. Design should be based on an allowable soil bearing value of 2000 nsf. Settlement of 13203 Holmes Point Drive NE Kirkland, WA 98034 -1602 Phone: (425) 814 -3970 Fax: (425) 814 -5672 January 19, 2003 Mr. and Mrs. Sisaiyaket Page 4 footings that bear on approved compacted fill is estimated to be on the order of 1/4 of an inch. The recommended bearing value may be increased by 5o% to accommodate temporary wind or seismic forces acting on the structure. Retaining walls should be designed for an active earth pressure of 3o pcf, and a passive earth pressure of 25o pcf. Resistance to temporary seismic or wind loads may be provided by passive earth pressure acting on the sides of the bearing wall footings in the residence. An allowable passive pressure of 250 pcf may be used for lateral load restraint. A friction factor of 0.4 may be used at the base of concrete footings placed on the dense compacted fill. z � QQ 2 J U 0 N LLI J U) u_ w 2 Concrete Slabs -on -Grade 5 u. Following removal of the concrete slab and fill debris, the subgrade soils on the graded w building pad will consist of dense imported fill that is suitable for direct slab support. It z is recommended that a io mil plastic membrane be placed between the concrete slab z o and the underlying subgrade soils for control of moisture vapor. All utility line w w penetrations must be wrapped, and the edges sealed to minimize moisture migration. n o into the concrete slab. o cn Di- All concrete slabs (interior and exterior) should have adequate reinforcement to = w minimize shrinkage cracking during the curing process. Control joints should be spaced approximately 8 to io feet apart for crack control, or alternatively the concrete should be w co poured with a low slump to minimize shrinkage cracking if control joints are not installed. All slab reinforcement must be maintained near the middle of the slab section o to provide the anticipated strength for crack control. z Site Drainage The property drains generally from south to north with an overall fall in elevation of about 5 feet. All roof down drains and yard area drains should be tightlined for discharge to the street or to the natural drainage area to the west. Surface water runoff must be prevented from running over the top of the slope, and it would be prudent to construct a low landscape berm near the edge of the slope. Perimeter footing drains should not be tied into the roof drains to avoid unnecessary saturation of the foundation soils. Summary Field construction services should be considered an extension of this initial geotechnical investigation, and are essential to the determination of compliance with the project drawings and specifications. Such activities would include site excavation and 13203 Holmes Point Drive NE Kirkland, WA 98034 -1602 Phone: (425) 814 -3970 Fax: (425) 814 -5672 January 19, 2003 Mr. and Mrs. Sisaiyaket Page 5 permanent slope construction; foundation excavation and subgrade preparation for floor slabs; temporary erosion control measures; and subdrain installations. The conclusions and recommendations presented in this report are based on 1) our interpretation and evaluation of soil conditions between and beyond exploration locations, 2) confirmation of the actual subsurface conditions encountered during construction, and 3) the assumption that sufficient observation and testing will be provided during appropriate phases of the work. Our findings and recommendations of this report were prepared in accordance with generally accepted principles of geotechnical engineering as practiced in the Puget Sound area at the time this report was submitted. We make no warranty, either express or implied. Please call me if you have any questions, or you wish to discuss this report in greater detail. Respectfully, Robert M. Pride, P. E. Principal Geotechnical Engineer dist: (3) Addressee encl: Drawing No. Appendix A rmp: SisaiyaketRes2 13203 Holmes Point Drive NE Kirkland, WA 98034 -1602 Phone: (425) 814 -3970 Fax: (425) 814 -5672 ;Suu :xti .{AW,, '3∎14- , Sep, 25 03 07:50a ROBERT M PRIDE INC (– r ; / 1 5.3 , Ffia 1 / N er3 1 Proposed Residence 13601 4" Avenue South Tukwila, Washington Robert M. Pride, Inc. •,.•.. SITE PLAN 425 814 5672 C ••• .1 0 • e - to P.p.\ ■ / Cu V cr3 60,Qt.‘ TeLC CO PA, 12L. TP-3 \ .1.1 tA n5 k.t.t\AN E. 0 - \ ,...) \ POCEL A ...z) ELI .:(k) ti4 ......- .., -- T.. 11 ( SEE NOTE s) :?..) ... ...------- i i ' 11 al TP-1. Q 1 1 / ---..„.."..,../ Is A: i . .,, • I V \\„4„:1.............„0„...1377.-■....„.................... 2 ... / i •:- \ ‘.... ? .-------,....—:.2.00 . . i / • -. ........_.-20R------. ',..,-......, TV G ------ -- 1 : / e' •-....., 200 A ....--...1. '...... ! / EIT P- M .9 .......„ / i R41 — ....,..... 40 ;I 2 IV' • t \ i \ k / ...- lz....f: Boundary, Topo and Utility Survey by Harstad Consultants dated Nov 2002 ?v jcL N. o2- I )111 wink !No 1 p• 6 " z Consulting Engit cut' meml • • z < • /– Z 2 • LLI 6 0 O 0 0 (.0 W I W O g 5 I I- Lu 1-0 z 0 O • D- O 1- W w x 0 0 LIJ 1-= O /- z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 43 a m 2 -u m ■-4 2 0 -o , 16ep, 25 03 07:50a :R' 2 = LOG OF TEST PIT NO. TP -1 Surface Conditions: Northern Ruilding line to - i ,' Thi< log i< part of the report pn44urtcd by Yoaemitsu Geological S rvica (YGS) for do: tanned o i protect and shnlild he rtud tot,••c:tlter with that retort for complete tot lion. This summary appl only ar the location ot"this ln. at dcu tote o(excavntlnn. Suhcurtax conditions muy chlw x.cp te at location with the paa of Bern;. The data presented are a simptiticunnn oI cxmdttiva, encountered. ROBERT M PRIDE INC DESCRIPTION • Fill SILTY SAND WITH GRAVEL; y, fine to mutiium, trace mots, scattered brick fragments; medium dense, moist t •`v Concrete Slab J� Dug to refusal on concrete slab; completed and boeicfilled on 1/17/03. No grounwater encounlcsrtxl during test pit excavation. PROPOSED PHAVONG RESIDENCE Tukwila, Washington For Robert M. Pride Yonemitsu Geological Services (YGS) Engineering Geology and Applied Earth Sciences 425 814 5672 Elevation (Approx.): krojeac Ao. eiyute tW. A -1 p. 02- 700029 Sep 25 03 07:50a ROBERT 11 PRIDE INC 425 81 4 5672 p. r-Th II ; II W IN 1 41 S- 6 7-i 9 ? 10— 11 LOG OF TEST PIT NO. TP -2 Surface Conditions: Northeast building corner Elevation (Approx.): 1 . 1: Mh 11:, UM This log is part of the report prcpurt:d by Ywteroihu Oeok.e.k. i Service. (YCS) for the named project and ctlnedd be rend togetha with that teport for complete interpretation. 'line xmnrn ray applies only at nce Inc7tion of this trcnth at the taw of exurwtiou. Subsurt los ennditinn< may c range ut location with the passage nrnme. 'fhe data prtztartcd arc o 3unplification of actual conditions encountered. DESCRIPTION Fill SILTY SAND WITH GRAVEL; Gray - brown mottled rust, fine to mtxiittm tram= concrete rubble, boulders to 1-foot diameter, sutttuul wire pipe and bricks; medium dense, moist ✓ Old Soil Horizon SILTY SAND WITH GRAVEL; brown fine to medium trace wood fragments, logs and roots; medium dense, moist Colluviutn SILTY SAND: dark brown, fine to mcxlium , scattormi roots and gravel; medium i dense, moist Glacio-Lacutrine Deposits SANDY SILT; gay, fine thinly baldtxld with silt and silty sand; very dense, moist Bottom of test pit at depth 11.0 feet; compleux1 and bat:ltfilled on 1/17/03. No groundwater enco ttten d during test pit excavation PROPOSED PHAVONG RESIDENCE Tukwila, Washington For Robert M. Pride L-'ngineering Geology Yonemitsu Geological Services (YGS) and Applied Earth Sciences f<, BLo3ece No. U2- 7U0029 Y1 girt' No. A -2 , ',S.en. 25 03 07:51a i., ad 1 w • W N N� • W n t i • .-I a., d L N 0. • j ai w X 00 .0n I 1 2 3 4 6• Surface Conditions: a7 r/) O O •.l ROBERT M PRIDE INC 1...., " .. LOG OF TEST PIT NO. TP -3 Northwest building corner Elevation (Approx.): This log is pan of the reporr prepared by Yonemitsu GcolgPwi Scrviww (WS) tut die matted ptoJ4'et and should be rend together with Char rcprxt for complete interpretation. This summary upphts only at the locution or this trench at the rime orexcavation. Subsurthcc conditions muy changc at location with the pitssuir of time. The data presented are a simplification of actual conditions =mimic-red. • z DESCRIYTioN Fill ,F Z a; SILTY SAND; brown fine to medium, trace concrete rubble up to 2 -1but diamcatrr, 6 and brick fragments; medium dense. mnist. U O CO C W = At 6.0 encountered slab concrete layers ! tO LL-' W } g J Lk a I Z H Z IL al mo o , 0 cn 0 F- W H H UL --O Ill Z " O ▪ F- L 425 814 5672 p.10 Bottom oft st pit at depth of6.O feet and dug to refusal; completed and backlillcci etn� 1/17/03. No groundwater encountered during test pit c xoavel PROPOSED fl1AVONG fESWENCF. Tukwila, Washington For Robert M. Pride Engineering Geology Yonemitsu Geological Services (YGS and Applied Earth Sciences flrojt :r No. 02- 700029 riqure No. A -3 Z • J• ,., ; .1.) ti-. 0) try >ry 1 ID :1 i. . 1 > c. (•JL 0,1 J.) ta. a, E •-t r.. A. o> w '-t N o0 1•Cl U Col l vt >:u ni 1 : 3 4 5 81 7 8 LOG OF TEST PIT NO. TP-4 Surfwx Conditions: Western building line F.levution (Approx.): This log is pan of the mutt pound by Yuncrnitau Geological Savie (YGS) for the named prnl1txr and should he mid to m e wi ) that r orl for complete interpretation. This Summary t,pplict only at the locality ot' this trcnett at the time of cxavutiuu. Sutrwtfaa: conditions may ddtanee al location with the paxcige nI•ume. The data pnz4atted mu u simplification of actual conditions cnc nrarscd DESCRIPTION SILTY SAND; brown fine to medium, s ttered concrete fragments up lea 2 - lix)l diameter, bricks, metal drain tile; mtxlium ticnxu, utoi,t Glacio- Lacustrine Deposits SANDY SILT; gray, thinly bedded with silt very dense, moist Bottom of test pit at depth 8.0 feet; completed and back on 1 /17 /03.No Gmundwater encountered daring tad pit cxtavalion. —' PROPOSED PHAVONC RESIDENCE Tukwila, Washington For Robert M. Pride Yonemitsu Geological Services (YGS) Engineering reololy and Applied Earth Seienaz Ptojf:t:L N. 02- 700029 )i g Nu. A-4 .. i'. ei:. e, w' r..• �i:: i. t5-. ,4.u::..: >.e..��.:. ��. ...•.,+.:ta._.L. _. - u«.a .�...Ilw•� .L6a.IV:w+LW' way aV . ',Sep. 25 03 07:51a ROBE M PRIDE INC 1 3-- 4 -. 5– LOG OF TEST PIT NO. TP -5 Surface Conditions: Southwest building corner I i ti 'U I W to ID G --t a. t]4 ▪ I N � N -t ' Q ' ra rn _ at N ot I 3c I i W : to A." " . ) ) t u) ca l n� J II tern lY7l.K1t• l 101'1 r Engineering Geology Yonemitsu Geological Services (YGS) and Applied Earth Sciences PROPOSED PIIAVONG RESIDENCE Tukwila, Washington For Robert M. Pride 425 814 5672 p.12 Elevation (Approx.): This log is of the report prepared by 'fonernitsu l icoiogical Sconces (YCiS) torah,: funned proj1ect ondshould be read together with that report for complete intorpreitAitm. 11II sunumuy upplie a only ut the location of this trend, at the nmc ofc'cvatinn. Subsurface conditions may change at Icxvtiun with the ptttisu a octane. The data presented arc a simplification nracoal mutt inret CnutunhiTt:tl. Fill • SILTY SAND WITH GRAVEL; gray, line to medium, trace mots, scattered brick • Iiagments and concrete; medium dense,wet c - Glacio- ),.acttstrinc Deposits SANDY SILT; gray, thinly bedded with silt very dense, moist Bottom of test pit at depth 5.0 foot; completed and haelefili i on 111 7/03.Nn rontindwatcr encountered during test pit excavation. 4 / Project No. 02- 700029 t• guse No. A -S Wit 5ia KUIitK I ri h'KLUt lt`Il. 't di/ .7d rc p. t� 1 3 4 5 LOG OF TEST PIT NO. TP-6 Surf a Conditions: Southeast building corner J ti 0) t-1 hl w . L ai :)t• t co I •.1 00 2: F.Iewititxt (Approx.): This log is part of the report prepared by Yoncmityu Ctx)logiwl Sc pritza t YGS:I for the named projccx and ehotild tngt,tahcr with thus rwp nt fin wmplete interpretation. This summary applies only at the loc.1tion ol'thic trench at the umc of cxcavatlun. Subsurf,xx of nditiu,c may tet&Wtge ut luatioll with the passaec oftimc The data prc ntell arc a aintplifit (n,i, of uCtunt LLIIIdIl1UnS encountered. DESCRIPTION Colluvium/Fill SANDY SILT; gray-brown mottled rust, fine: medium dense, wet 1 C;Iacio-l.acustrine Deposits .L. SANDY SILT; gray, thinly bedded with silt very dense, moist Bottom of test pit at depth 4.0 feet; completed and backe 1 J1ed on 1 /17 /03.No Groundwater encountered during test pit excavation. PROPOSED PHAVONC RESIDENCE Tukwila, Washington For Robert M. Pride Yonemitsu Geological Services (YGS) n �� °d Geology and Applied Earth s cicntxs Project No. 02- 7001129 ►'l iru rt: no. A-6 , c U U'I: a�a N ..t j or • w w 1 .11 - 1 to Wu I. w C' . t • .-1 1.4 ID; 11 u) i y > : u.. t7 1 1 W 1 1 i n. a1 t- •.r c .. C/1 m , - + m n C) .i. N rl rl rn Z(..) c.).� I 2 SurEacc Conditions: KUlitK I I9 rt<1Ut lIll. LOG OF TEST PiT NO. TP -7 scoter of building t. -1. 1 0 $ 1>, (Jrn 1 10 011 0 0 r G F+ • 11 Llevition (Approx.): This Inc, is pan of the report picparcd by Yoncmttsu Gcolugic. l St rviu. IYCS) cut the nalntti profit and should be read together with shut n ptwt fix tslnlpkle tttictp�ttelation. This summary applies oil at the location of this trench at the time of cxcavauon. Subsurlacc cvnttititms may a< locution with the passage of time. 'litc data presented :ire a simplification of actual cclntltiuns atwuolaed. DESCRIPTION Fill SILTY SAND) WITH GRAVEL; gray, fine to medium, trace pea gravrl, scattered concrete fragments nd concrete; medium dense,wt:t I i Glacio - Lacustrinc Deposits SANDY SILT; gtYty, thinly bedded with silt very dense, moist Bottom of test pit at depth 2.5 feet; completed and hick f lltxl on 1 /17/43. No Groundwatla c neountercd during test pit. excavation.. PROPOSED PHAVONG RESIDENCE Tukwila Wasli nglon For Robert M. Pride Yonemitsu Geological Services (YGS) Engineering y and Applied ed Earth Earth Sciences Prnil:rt. tin. 02- 700029 figure t+o. A -7 • • • • •r.. ammo 111 • 044, oPec4C miniztvAi. • • y "f A • • • • • • ,. • • • • • • • anA Fftei bidArti • 0 • • /2 /e /2 a +104nA; ptqM rb 6" nave* COnnpc^! 4i0tr 1..0 2.1c MAMA' • 1 1-..1 A t__. SEPARATE PERMIT REQUIRED FOR: VMECHANICAL ELECTRICAL PLUMBING GAS PIPING • I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractors copy of approved plans acknowledged. • • CITY OF TUKYVILA BUILDING DIVISION [ EFT s/1l • • • • FILE COPY • • • • • • • • • • • 1 • •••• •••••••• r Y.. • .. • F,. ^'••••••►.•`<,i"• •f•/ •' - •••► rM • . I • • • F�k'. vE.1•/ No_ __CHANGES I NIALL ia.. _136 IbinuE To THE at;OPE OF WORK ImmouT PR/OR il"3£PROVAL OF TUKWInEounriA BUILDING suswrr Olvit? N. f • RECEIVED CITY OF TUKWILA JUL 0 2 1003 PERMIT CENTER • • S• • SHEET 4 • kJ Z Cr) O 14J 5 / rA "I te) z • • • • • • F • • • • • • • • . • • • • • • • • • 1, • eine • . • • w • • • •• • • • • A 1. A • • • • 11 • t • • rz • gI •• •• • • • • . 4._;sedme: • • • • • • a • • • • •• • • • • Ez2a4L-Ly • • • seiva*7 sizxds. w/o • • • • • • • NI • • • • . • • • . • • • • 4 '• 1 ••• • y C 4V y Li. • • a • • • 1.14^0 PLAHV - 511>1042 1-\-1/ iiv" 1 c ' /1.y p1. 1 .11 co&k 1iZ r'1 • • • • e • • • • • • • • • • • • w••• • • • • km � o 14,) one 14.1 4 t oils • 1 • • ■ • • SHEET :. fl -2 J CITY RECEIVED TUK W/IA JUI. 0 22wj3 . PERM CENTER • • • • • • J • 14- z I II 1 2-X2 NA I LLR. 1 1 - c7opG . 41.45 14)/ lv x b 10/ i o grz,1 ra DvEQ. IP MIL-. Pot"( ` /AFtr_ 134FRJ e..oMPaLTF-L FILL N IL 1/4" 0" I 11 04 ANC sag a,l 6.oMPGGTp2 FILL )(I i i it I II Z - O F 747 Pr47. X �.b►ST I '� 7 o, 8 �. lc e • rr , crpli* I rtu. Friusixf. ipgA1 -1 TO k.7 T .fzIo 4r4 Foccs I s I ►� 17- Go N C. FTC .' 4la FL. It. M t TL . "TC) ES. SCpo ED '�TG� I- t../ � � f F 0 J P LA IJ gun 4Ni4f PLANE Z �, P�, .------ 170 C i I 11 2 i J 414 -e&h VIpDV'L. V4LL4Ve4 Gov wava,fm. eqedi ! $M4 k'tfDr »4* kg *t 5116 aft Cvw4444ry ut614,41M yu • k eeh itveIi4,fien 4&4 )4i4oc, 4'' c bwomiesql • 7,1 = N I q.. RECEIVED (Try OF TUKWII A :itii 022003 PERMIT CENTER 0 9 40 I SHEET A •3 d • moo .111111. 1+ 406 50 56 F 1 < J 4 11 1 11 1 1 I 1 -4 1 3 3 I 1'1. • 2.F. (ti) Dial. tzM. 1 1 =X FAN + W goo cFt Qi -2 V, T. O,S • .3t) w S N P , • - t r 2 1O5 1 1/4" ei 1' " w • ,aa I A IL • 1 1I _- 1_D MOO WINO 611 LA ps . " i:J • T . • 1 . ,I • • • 6 - 4 • b 0.5 0 F! FLOOR PLAN xo 4 i t > L..I V. fz 1. "t 1 FX 1Z 8� n 0 ' 0 r Ammo to 1 WO 06 4c.g..A I 41.. rLeorz. 1,111 .5.F 1 11 0 2 4 .A t1 �I ; $.F • 4- • 4 3 Y Ste 5he.et 54- .,y �ih[2tiivto�. dre o^L. 1 5. 1 7 419 3 .4249e) • RECEIVED CITY OF TUKWI JUL 0 E 2� PERMIT CENTE 6.1i.46 406 6.F.4? 1 L. fqt Lb. SHEET A -4 • • ' oT • , N Y • 4 '•#ACNI.prr.■•■■••P •M.t :...[- s.y�.t7it. M �•�s,: J r..•Mv.4M. M'i..' A p 40 1 J 2Y1 11 nhli • J s 0 «.9 r `ir s It 0 lb ��.� • J C- r r 1 1 r Y4 4: I i 4e • if 1 5 ID X1257 FL2R FAMi1•1 7 44- N g¢¢, 34t4 5-!Z i'"K navi RECEIVED CITY OF TUKWILA JUL 0 2 1 PERMIT CENTEF w ,. • .. .. ,N :.geg• */►. *Aim../.'::...+ .4*** .0....* WyV.nL*... ,.J .rIA/•�1. ; V � •Z g `r 144 A. ( ar. 2 V 1 1 SHEET A-5 _ • r • r .r 0 • • .411'. ir.r+•.I r Zap L FR4I'1IM G v . 0 " K 4Th et I tL _ ■••■•.....- ■■■•■■; 2X i r�l (imP a [)6) 14071x RECEIVED CITY OF TUKWILA JUL 0 Z 2003 PERMIT CENTER yam '..Y_ • *Ai. .;,y • . -.Le." .`w Nc -ifi 4M.MCf. .►.L v-. b .-, e r...... 6.) 14J ‘ p04. tir e) 2 1 ° 9 rn surer A -6 4 1 WIMP 9 TAN Q, 1\ IA N 4 • 0 14 7 1 ECeR 6g. 4 10- al ice," X II ' 4.1/2.!' F UT 1 L. 50 M Z cipt c. oti L t 1 t 13 -4 /2. X 11 L4 • 2.450 S H. r i ,r Z ,.d 2 S. 0. T. dommil -1 ve.t.vr so 30 3C x0 s E Pi . T. 0 0 1 4: I 10 1 LDPE% r \ 11) 14 10 X I Z L 10 /i 11 11 - E.6 ASS 3050 S H 7, 11 c a io > 00 IZ- I 11 S8 0 t IP _ t41 . t5,1 •r U 1 40410 FX i O II Z3 . Z°D FLOOR pLi&kt 1 11 -4 ATH V T05 .3 I CI �• f 11 45 NWit. ef..17R4t-A I7- X 0 4 I /z.' it 4J\ n, 131 r. s~ 1■4 WNW Cirf K�jgpfEO act - s 2E03 #4S ViOltD RECEIVED CITY OF TUKWILA JUL 0 2 2003 PERMIT CENTER • •'8!. q., _ ,,.•.�.,,• M �Y1Mr+/�M,.,�.+N� rwr•1.,.wns.M ..•.N....+�t r .r:?/Rtll. p 00 m • • 0 - 2X4 0.F Z PACT 1U. @ '24 0,G.TYP.) 11 1 3 0.0. o W , 2 R 4 1 4 1 1 RooF FRL*iIkJ6 FLAQ. Oct COMMON AT 6" o/c Ir= " CCX iPTS. PLY. AT EXPOSED EAVES 2x4 Q 24 11 e.c. i xe FASCIA FAeCI4 c,UTTER ,m" MARDI • scFFIT iw/ COW'. SCREE/4WD DTI NO SIDING AS SHOWN ON THE ELEVATIONS NTS. SEE PLAN OVEANG AT EAVE PR6v112E ATiG 4r.40 50Frrr vs.t(II,fiTioNl Eq,IAL T o %l ( ;oi4 IF 'tz1-416µ • VLOLL) OF G6,1 LI 14 c ,Qr¢.= MANUFACTURED TRUeeEB • 24" o/c 1 • 2x4 dLK'G BY ?RUbs MANUFACTURER 2x4 bCREENED VENT BLOCK EVERY 3rd BAY DY ?BLISS MANUFACTURER INBULAT ION /BAPPLE t /3 CLG. WARD O�z " GUS 14-1 SEISMIC TIES • 24" o/c DBL. TOP PLAT! 2x6 STUD • 16" o/c /2" GUM CITY p OMED OCT -9 2003 �S NUCED RECEIVED 1 TY OF TUKWILA JUG 0 2 2OO; PERMIT CENTER 2 6 ft I14 O ft 1141 ;CAft 2 U r SHEET A -s .ter •=1• ••••••• ..w mongol -I w MM." ollmo. V a.. ••••=1 OMD MIMI r m ... .. ... Ore AMID MIMED 0111111 •nor ems - maw ..? .g• ea koo! r dp // ••• O.C. g oviwz. PreA/y /MS,' z w 6 4 Z , le / z f VW/4 VW/44 ieolocraz. C� 4c/ OA.. ,..d/ 'G04.1.-i42 7"/ES . . 4 , 4e.. eV/4)t' ;ivG, 7;I/is @ 24541'04., G► /2A,E.2 7,2.Qss ---.- .l •4 $- dr Agar '~ >ekC . .4. 2./ . .//rk?...Z..e2RfAC).) • .. • • a -m9 C.dzw e. .''Si' /.ice w • • • 1:8 • • • • i t* JL* `.rlA'.••gt • dr ~4444 45 r de PavaiiiP.cuirad. CdNc. Arr ,Or.sotte-dr• • • • t /Z .erryIa v49-iv,- &.avr. J 4Ctil 'hill, c P" ,4ey�„ I ,4 • 7- siz, /, 406,Atas /dr .4.0. "nuke /Iv • tcv...er , EtJ(9. 7 2t./ss :s e .24 .. • • • I. • 24/4 oz / %3i os), /.r• ,2.••. 40 .s ell ..=•or '' o. 14•vr /da PsWIP• P,dorAgs r-►ryvovs- • lNSUL Owl t∎4D T To 5 c.�► L� • ti 4,01 ✓.?:r.41 *.. . ,uyc. . ie- /v''d,.) (1)/1/1/ 111 .1TY OF T I CK UL 0 2 PERMIT CENtEk • in A 2003 s• SHEET �t - a •••• „y„ • •_ N .'. dt FLq S/ON� 2 3 41 1 1 u3 [EXPIRES a2 - Grt- o ff/ "0x10 " ©48" LANSBURG 1" fa x 10"©36" 0 1 Iw�x1O12 W SCALE: • 1/4 " =1' -0" DATE: 6 -22 -03 REVISIONS: © 6 -23 -03 1 JTF Pa Pa I I Project No. 324 S 1 . CHORBOLTS AT SHEARWALLS MARK MAX. O.C. SPACING "0x10 " ©48" 1" fa x 10"©36" 0 1 Iw�x1O12 r LEGEND: WM22a2a2 <D„ DENOTES INTERIOR BEARING WALL. DENOTES SHEARWALL. SHEARWALL DESIGNATION w/ MINIMUM LENGTH. HOLDOWN DESIGNATION. €°) 11@).. • .....• . 11(C1C11 ...MI. ANN •••••••••••■• FOUNDATION NOTES: 1. SEE SHEET S5 FOR SHEARWALL SCHEDULE 2. SEE TYPICAL SHEAR TRANSFER DETAILS AT FOUNDATION 3. ALL DETAILS INCLUDED ON STRUCTURAL SHEETS APPLY TO THIS PROJECT AND SHALL BE CONSTRUCTED AS NECESSARY. 1 �I I I FULL - HEIGHT RETAINING WALL, TYP. L S6 FULL- HEIGHT I RETAINING WALL, TYP. L C4.5 COUNTER - r '- J— — WEI GHT FT'G, I SEE DETAIL 6 /S6 I 1 1 I L 1 1 I i a --1 L -...J • C4.5 COUNTER - WEIGHT FT'G, I SEE DETAIL 6/S6 L _ . _.._ r ;Y: ti 1 L i.. r - -i I U I L_ 4" THICK SLAB ON GRADE OVER 4" MIN. COMPACTED FILL 24" x 24" x 12" 1 CONC. FTG w/ � 1j (2)#4E.W. STEP RETAINING WALL DOWN AS REQUIRED FULL- HEIGHT 1RETAI NI NG WALL, TYP. r i J FOUNDATION PLAN r. I 03 I c)(4•zo 18" x 18" x 18" CONC. FrG w/ r (2) #4 E.W. & I I SIMPSON �- --1 PB44TYP DECK. THESE HOLDOWNS ALIGN WITH THE ENDS OF SHEARWALLS ABOVE. I 0 18'-4" L I a s ; 48 "x48 "X15" I CONC. FTG w/ (5) #4 E.W. & ' SIMPSON I CBQ66 -DSD2 STEP RETAINING WALL DOWN AS REQUIRED (r) 22" 1 36" x 36" x 12" I CONC. FTG w/ (4)#4E.W. • A 'S S 4 t.. Cri Of 10 lectO OCT ' 9 no PS Witt) RECEIVED CITY OF TUKWILA JUL 02 2003 PERMIT CENTER Do34-2.09 Cleo *€th ipse4iti rere4 4oy 4104440 0h 11014fe-41 • LL 'SO 111051ilstki a5 tr twAke �u l iai 4a;(4 I-1 61 . yoa3- • ,...: _p., .www.•.+7K•.'...,, . , .,•7-- ..110116 R ....ry.. w... W.Mwle.... or" df.. 6,4 I. FL 44, 4 4 . IZ . . * % W y r i ip 3907 qt4 siONAL OA v 4 /2, 5 / 0 , [EXPIRES /2.0q- p Li j i Fl rTMr: SCALE: 1/4 "= 1' -0 " DATE: 6 -22 -03 REVISIONS: A 6-23 -03 J r PAI VA I Project No. 324 S2 1 I LEGEND: 1222a=22 DENOTES INTERIOR BEARING WALL DENOTES SHEARWALL. SHEARWALL DESIGNATION w/ MINIMUM LENGTH. HOLDOWN DESIGNATION. • FRAMING NOTES: THE FOLLOWING NOTES ARE ALL TYPICAL UNLESS NOTED OTHERWISE ON PLAN: 1. ALL EXTERIOR WALLS TO BE 2 x 6 STUDS © 16" O.C. 2. ALL INTERIOR WALLS TO BE 2 x 4 STUDS © 16" O.C. 3. WINDOW AND DOOR HEADERS TO BE 4 x 8 HEM -FIR #2. 4. ASSUME A MIN. OF (1) 2 x 4 STUD AS BEAM AND HEADER SUPPORTS AT THIS PLAN. 5. ASSUME 2 x 10 FLOOR JOISTS ! 16" O.C. 6. ALL WOOD BEAMS TO HAVE (2) SIMPSON A35 FRAMING ANCHORS (1 EACH SIDE) AT EACH END OF BEAM TO POST OR DOUBLE TOP PLATE BELOW w/ MAX NAILING. 7. ALL DBL. AND TRIPLE 2x MEMBERS TO BE CONNECTED w! 3 ROWS 16d NAILS 0 16'0.C. 8. SEE SHEET S FOR SHEARWALL SCHEDULE 9. HOLDOWNS INDICATED ON THIS PLAN ARE AT THE LOWER FLOOR LEVEL. 10. SEE TYPICAL SHEAR TRANSFER DETAILS CROSSING FLOOR. 11. ALL DETAILS INCLUDED ON STRUCTURAL SHEETS APPLY TO THIS PROJECT AND SHALL BE CONSTRUCTED AS NECESSARY. cy cF)) €;) ALL HANGERS SPECIFIED TO BE SIMPSON OR EQUIVALENT NP, o 13)2x 10BM. :- 4-i- i LUS28 TYP a •r ••. weal* imam J 1' 12'-10" 3x STUDS SHEATHING JOINTS. j .._...f f 11 I I / OPEN TO BELOW 1 ....•. .... ..... WOMMENNWO L 1M11111011•11111 war OS �, (DBL.) 2 x_10_ 111 r • Ii .•• ••• 1 »J L.J L..: )2 .4 OST 4 x 8 P.T. DECK BM. L.., L • MAIN FLOOR FRAMING PLAN • 4x4P.T. POST w/ SIMPSON AC4 CAP (ACE4 © ENDS) & PB44 ••• BASE TYP © DECK. I THESE HOLDOWNS ALIGN WITH THE ENDS OF SHEARWALLS ABOVE. r x 8 F.T. DECK L =DG ttR L2 � „5 1t4” x , 11 L I/4" PSL.2.Q BM 7 1 L,J I -`T - 1 04)4 ..f ¶td O k45 ttA 0� Z N� CO (a) i PHD5 co 2x 10 o f E _ x Vitt glE o . co z �a DBL.L 2 x` ..... 2 , -7 " 3x STUDS © 554" SHEATHING . JOINTS. 22" 3x STUDS ft SHEATHING JOINTS. A y 1)t: 22" 3x STUDS© SHEATHING 4. JOINTS. t S 1 . CITY RECEIVE JUL 0 2 2003 PERMIT CENTER • LEGEND: DENOTES INTERIOR BEARING WALL. DENOTES SHEARWALL. SHEARWALL DESIGNATION w! MINIMUM LENGTH. HOLDOWN DESIGNATION. FRAMING NOTES: THE FOLLOWING NOTES ARE ALL TYPICAL UNLESS NOTED OTHERWISE ON PLAN: 1 ALL EXTERIOR WALLS TO BE 2 x 6 STUDS 16" O.C. 2. ALL INTERIOR WALLS TO BE 2 x 4 STUDS © 16" O C. 3. WINDOW AND DOOR HEADERS TO BE 4 x 8 HEM -FIR #2. 4. ASSUME A MIN. OF (1) 2 x 4 STUD AS BEAM AND HEADER SUPPORTS AT THIS PLAN. 5. ASSUME 2 x 10 FLOOR JOISTS ! 16" O.C. 6. ALL WOOD BEAMS TO HAVE (2) SIMPSON A35 FRAMING ANCHORS (1 EACH SIDE) AT EACH END OF BEAM TO POST OR DOUBLE TOP PLATE BELOW w! MAX. NAILING. 7. ALL DBL. AND TRIPLE 2x MEMBERS TO BE CONNECTED wl 3 ROWS 16d NAILS © 16" O.C. 8. SEE SHEET S FOR SHEARWALL SCHEDULE. 9. HOLDOWNS INDICATED ON THIS PLAN ARE AT THE MAIN FLOOR LEVEL. 10. SEE TYPICAL SHEAR TRANSFER DETAILS CROSSING FLOOR. 11. ALL DETAILS INCLUDED ON STRUCTURAL SHEETS APPLY TO THIS PROJECT AND SHALL BE CONSTRUCTED AS NECESSARY. IT__ �M► c�> (q” ALL HANGERS SPECIFIED TO BE SIMPSON OR EQUIVALENT (2)2 RIM JST. • /4/01//'4".0' Ta� 'I � ► \sa (DBL.) 2 x 10 COLLECTOR (OFFSET TO ALIGN WITH HGA10) 8'-2" 3 1 /8" x 9" GLB HDR. r. w. •••••■••••••••• ■ ••• ••• ••••1 1 1 1 • • • - LUS28 31 TYP. •18' =10" MST37 I U' SIt+APSCIN (DBL.) .COI TQ DBE.. T SIMILAR t CO '. ; CD' `. r OPEN TO ESELOW I 3 D BL. ,2' 10 r x co ...OWN 9.. .10M. *OWN ... 4' -2" 3' -7N 2 R. r 10. HDR. iL LUS28 TYP 1/8" 9" t LB HJ R. 9' 0" MINNIMIND i i Z-7" i MST3TO MST37 MST37, MST37, MST37 UPPER FLOOR FRAMING PLAN � 9 13 ocil -10 w° 100 4' -7" Q ' -5 " 4 ' -3 ,. CITY ECEI VED OF TUKWILA JUL 0 Z Y003 PERMIT CENT • , (EXPIRES 1 2 . - 0 / - 0 1 -1 r SCALE: 1/4 " =1' -0" DATE: 6 -22 -03 REVISIONS: Project No. 324 S3 1. FLA o fWASy i J % C •. 4 39072 JONAL' 4( I Vo) [EXPIRES 0y F. TT IU C. SCALE: . 1/4"=1:-0" DATE: 6 -22 -03 REVISIONS: & i A\ avoi lomE Project No. 324 S4 1 LEGEND: ==ZEZZMI DENOTES INTERIOR BEARING WALL DENOTES SHEARWALL. SHEARWALL DESIGNATION w/ O # MINIMUM LENGTH Q# HOEDOWN DESIGNATION. MING NOTES: THE FOLLOWING NOTES ARE ALL TYPICAL UNLESS NOTED OTHERWISE ON PLAN: 1. ALL EXTERIOR WALLS TO BE 2 x 6 STUDS © 16" O.C. 2. ALL INTERIOR WALLS TO BE 2 x 4 STUDS © 16" O.C. 3. DOW AND DOOR HEADERS TO BE 4 x 8 HEM -FIR #2. 4. JME A MIN. OF (1) 2 x 4 STUD AS BEAM AND HEADER SUPPORTS AT THIS PLAN. 5. ASSUME ENGINEERED TRUSSES BY OTHERS c 24" O.C. 6. ALL WOOD BEAMS TO HAVE (2) SIMPSON A35 FRAMING ANCHORS H SIDE) AT EACH END OF BEAM TO POST OR DOUBLE TOP PLATE BELOW w' MAX NAILING. 7. ALL DBL. AND TRIPLE 2x MEMBERS TO BE CONNECTED wt3 ROWS 16d NAILS 16" O.C. 6 SEE SHEET S FOR SHEARWALL SCHEDULE 9. HOLDOWNS INDICATED ON THIS PLAN ARE AT THE UPPER FLOOR LEVEL. 10. SEE TYPICAL SHEAR TRANSFER DETAILS AT EAVE AND FLOOR. 11. ALL DETAILS INCLUDED ON STRUCTURAL SHEETS APPLY TO THIS PROJECT AND SHALL BE CONSTRUCTED AS NECESSARY e ., c tN ALL HANGERS SPECIFIED TO BE SIMPSON OR EQUIVALENT ,- i i i _1 GIRDER TRUSS •• •...• •••• ... •.r .•.• w I . 87 4 1 SIMP 3ON HGA10 I FROM EA. END OF GIRDER TRUSS 10 DBL. TOP LATE, SEE DETAIL. r 1 - - - - ;� .•.••• • M••••••• w■•.M..MM•.N• 0 j w ROOF FRAMING NOTES: 1. ASSUME ENGINEERED TRUSSES BY OTHERS (de 24" O.C.. 2 PROVIDE SIMPSON H2.5 TIES AT EACH RAFTER, HIP, AND VALLEY TO WALL BELOW. 3. ROOF DIAPHRAGM NAILING: 8d © 6" O.C. INTO TRUSSES AND BIRD - BLOCKING. i (c I SIMPSON HGA H 0 F GIRDER TRUS T9 DBL. TO PLATE, SE ' ETAIL. L T RIDGE ROOF FRAMING PLAN t Ii 2 X 4 ROOF OVERFRAMING, SUPPORTED © 24" O.C. TO TRUSSES BELOW. COMPLETELY SHEATH UNDERLYING ROOF DIAPHRAGM PRIOR TO OVERFRAMING. 8'-8" a ��uco u OCT -9 2003 u Nolo CIT YOFETUKWILA JUL 02 2003 PERMIT CENTER SHEARWALL SCHEDULE - WASHINGTON ZONE 3 MARK SHEATHING SIDE STUDS/ � BLCKG ° BOTTOM PLATE SILL PLATE EDGE NAIUNG BOTTOM PLATE NAILING SILL PLATE ANCHOR BOLTS LTP4 0 CAPACITY (pit) 0 1/r CDX ONE Dc 2x ac 8d 0 A' 16d 0 6' 5/8• Q 48r 24• 26J 0 1 /2' cm ONE 2c 2x ac 80 0 3' 18c103' S/8' 036- 20' 350 0 1!2' CDX ONE ax 2tt 1x 8d 0 2' 18d 0 2' 5/8' Q 1? 16' 470 � GENERAL NOTES 1. VERIFICATION. The Contractor shall verify all dimensions with on -site conditions and drawings of others before commencing. 2. )N: The Contractor and his subcontractors shall determine precise locations of structural elements such as holdown embedments, ms, and columns before construction begins. 3. STS: Notes and details on the drawings take precendence over the general notes and typical details in case of conflict. 4. SIMILAR WORK: Where details are not specifically shown, construction shall follow typical details for similar conditions, subject to review by the architect or engineer. 6. SUBSTITUTIONS: Provide manufacturer's approved product evaluation reports 30 Reports) and a list of all proposed substitutions to the engineer for review and written approval before fabrication. 6. IONS: Shop drawings, including sealed calculations, shall be submitted or the following items: o Glued-laminated wood members o Prefabricated floor and roof joists/trusses 7. EXCAVATIONS: Locate and protect underground or concealed conduit, plumbing or other utilities where new work is being performed. 6. RUCTION LOADS: Materials shall be evenly distributed if placed on framed floors or roofs. Loads shall not exceed the allowable loading for the Ling members and their connections. 9. RUCTIUN METHODS AND PROJECT SAFETY: The contract drawings and specifications represent the finished structure and do not indicate methods, procedures or sequence of construction. Take necessary precautions to maintain and insure the integrity of the structure during construction. The Contractor is responsible for adequate bracing of the structure and parts thereof for wind, earthquake and construction forces until all structural components are permanently connected. Neither the owner nor architect/engineer will enforce safety measures or regulations. Contractor design, shall construct and maintain all safety devices, including shoring, scaffolding, formwork and bracing, and shall be solely responsible for conforming to all local, state and federal safety and health standards, laws and :ions. CODES: All work shall conform to U.B.C. 1997. DESIGN LOADS 1. Wind: 0 80 mph, Exposure B, using the Normal Force Method 2. Seismic o Zone 3, Base Shear Factor: 0.164W (Ultimate, Factored), 0.117 (Working, Unfactored) 3. Dead, Live, & Snow Loading Criteria O 40 psf floor live O 12 psf floor dead O 25 psf snow Q 15 psf roof dead FOUNDATIONS 1. Foundations are proportioned for a maximum bearing pressure of 1500 PSF. 2. Footings shall be constructed on undisturbed soil. Any overexcavation shall be backfilled with granular material compacted to 95 % ASTM D-698 maximum dry density. Base of footings shall be a minimum of 18 inches below finished grade and a minimum of 12 inches below existing grade. 3. Provide 1/2-inch diameter x 10 inches long anchor bolts for walls within 12 inches of all corners and ends, and spaced at 72 inches maximum between, unless shown otherwise. 4. Provide 4 inches min. compacted sand or crushed rock sub -base under slabs on grade. 5. Refer to shear wall drawings for special hold- downs, if any. These shall be cast into the footings unless permission is obtained from the Engineer for drilled and epoxied systems. Note that this requires coordination with the location of studs in the walls above. CONCRETE 1. Foundation and slab -on -grade concrete shall develop a minimum 28-day compressive strength F'c = 2500 psi with 4 % to 6% air entrainment if exposed. 2. Concrete work shall conform to ACI Manual of Concrete Practice, 1993 Edition. Follow ACI 306R -88 when pouring concrete in cold weather. REINFORCING STEEL 1. All reinforcing steel (rebar) shall conform to UBC 1903.5.3 Grade 60. 2. Continuous horizontal bars shall be lapped 2'-6" minimum, embedded 2'-6" into adjacent footings, and spliced around corners. 3. Welded wire fabric shall conform to ASTM 185, and shall be chaired for 1.5 inches cover to top of slab. . 4. All rebar shall be fabricated and placed in accordance with ACI Detailing Manual 315. SHEATHING PANELS (SEE SCHEDULE) BOTTOM PLATE 'HOLDOWNS @ ..../ ENDS OF WALL (SEE HOLDOWN SCHEDULE) u 1L' JL *"SHEARWALL TYPE "C' REQUIRES A MINIMUM OF ONE SINGLE 3' NOMINAL (3X) STUD AT SHEATHING JOINTS PER UBC 23- II -II -1 NOTE 3. DOUBLE 2X MEMBERS ARE NO AN ACCEPTABLE SUBSTITUTE. SHEARWALL SCHEDULE SEE PLANS FOR MIN. LENGTH ANCHOR BOLTS, 10' LONG W/ 2' X 7X3116' PLATE WASHERS ILL PLATE (SEE (SEE SCHEDULE FOR SPACING) SCHEDULE) SHEAR WALL DETAIL BLOCK ALL UNSUPPORTED EDGES (NOT REQUIRED FOR GWB SHEARWALLS) ND STUDS AS ,REQUIRED BY HOLDOWN 5/8" FOR TYPE C 3/8" FOR TYPE A & B t SHEATHING JOINT SEE SCHEDULE FOR EDGE NAIUNG NTERMEDIATE 2X STUDS w/ NAILS 0 12• O.C. STUD OR BLOCKING: (SEE SCHEDULE FOR SIZE) 1. All exterior walls 8 roof shall be sheathed with 1/2" COX or 7/16" OSB and nailed 8d 0 8" edges, 8d0 1? field. 2. 7/18" APA-Rated OSB is an acceptable substitute for 1/7' COX. 3. 1/2' 1 anchor bolts 0 8 o.c. except as noted. 4. Foundation vents are acceptable under shearwal types 'A' a B. Anchor bogs shall be placed 3" clear of foundation vents. Any two adjacent vents must have at lease 17 of concrete between. Anchor bok spacing may vary, but scheduled average spacing must be maintained. 5. Foundation vents are not allowed under shearwsl type "C. 6 Studs and blocking shall be specified size at al sheathing panel joints, others may be 2x studs and blocking. 7. 8d nails shall be 0.131 dis. x 2 112" common wire or gatvan¢ed box (hot - dipped or tumbled) nails. 5. Cover to rebar from concrete surfaces shall be as follows except where shown otherwise: O From bottom of footing 3" + or -1/2" O From earth face of wall 1 1/2" + or -1/4" O From open face of wall 1" + or - 1/4" o Columns 1 1/2" to ties PREFABRICATED ROOF AND FLOOR TRUSSES 1. Trusses /joists shall be designed for dead loads, live loads as listed above, Including snowdrift if appropriate, and other concentrated loads from shear walls shown on the drawings. 2. The manufacturer shall supply all blocking, stiffeners, bridging, etc., for a complete structural system. GLUED LAMINATED MEMBERS 1. All glued - laminated members shall be Douglas Fir 2400 Fb bending stress, Combination 24 -F -V4 for simple spans, 24 -F -V8 for cantilevers, DF /DF, Visually Graded Western Species as listed in 1991 NDS Tables 5A, 5B, and 6C. 2. Members called out as Micro -lams shall be documented by ICBO reports confirming design stresses Fb = 2600 psi, Fv = 285 psi and E =1900000 psi. 3. Members called out as Parallams shall be documented by ICBO reports confirming design stresses Fb = 2900 psi, Fv = 285 psi and E = 2000000 psi WOOD FRAMING . 1. All framing lumber shall be western woods graded to Standard Western Lumber Grading Rules. 2. Use the following grades unless noted otherwise: �o Studs Hem -Fir No. 2 Fb = 850 psi, Fc = 1250 psi Q Floor, roof joists Hem -Fir No. 2 Fb = 850 psi o Beams 4x . . Hem -Fir No. 2 Fb = 850 psi o Beams 6x Hem -Fir No. 2 Fb = 675 psi o Posts 6x, 8x • DF/L No. 1 Fc = 1200 psi 3. Structural drawings show plywood shear walls, and minimum plywood, nailing, end holdown and anchor bolt requirements, if any. Nail exterior plywood walls 8d at 6 inches edges, 8d at 12 inches field, unless shown otherwise. . 4. Nail roof sheathing 8d at 6 inches edges including bird - blocking, 8d at 12 inches field, and floor sheathing 10d at 6 inches edges, 10d at 12 inches field, unless shown otherwise. 5. Nailing shall follow UBC Table 23 -II -B1 except as above or shown otherwise. Wall top plates shall be lapped 36 inches minimum and nailed (6) -16d each side of the top plate joint. HOLDOWN 6/8 "0 A36 THREADED ROD foundation, offset to align with end of shearwall above. 5/8 "0 A36 THREADED ROD foundation, offset to align with end of shearwall above. 718 "0 A36 THREADED ROD foundation, offset to align with end of shearwall above. 7!8 "0 A36 THREADED ROD foundation offset to align with end of shearwall above. 7/8 "0 A36 THREADED ROD foundation offset to align with end of shearwall above. HOLDOWN SCHEDULT 6. Simpson connector designations are used. Other connectors with ICBO equivalency may be used. SPECIAL INSPECTION /INSPECTOR REQUIREMENTS (UBC 1701) REQUIREMENTS FOR SPECIAL INSPECTION: 1. SPECIAL INSPECTOR: Employed by the Owner (UBC 1701.1). 2. REPORTS: Submitted to the Building Official and Jeffrey T. Flansburg, Consulting Engineer. All discrepancies shall be brought to the immediate attention of the contractor for correction; then, if not corrected, to the building official and Jeffrey T. Flansburg, Consulting Engineer (UBC 1701.3). 3. The Special Inspection is to be continuous during the performance of the work unless otherwise specified. 4. CERTIFICATION: Inspector must be certified by the Building Official to perform the types of inspections specified. SUMMARY OF STRUCTURAL CONTINUOUS AND PERIODIC SPECIAL INSPECTIONS The construction inspections listed are in addition to the inspections required by UBC section 108. Special Inspection is not a substitute for inspection by the Building Official. Specially inspected work that is installed or covered without the approval of the Building Official and the Special Inspector is subject to removal or exposure. 1. RESPONSIBILITY: It is the responsibility of the General Contractor to inform the Special Inspector or Inspection Agency with adequate lead -time prior to performing any work that requires Special Inspection. 2. SPECIAL INSPECTIONS: . a. None required. . . SPECIAL STRUCTURAL OBSERVATIONS JEFFREY T. FLANSBURG, CONSULTING ENGINEER (UBC 1702) 1. NOTIFICATION: 48 hours before observation. Delinquent notification may require demolition of covering materials to facilitate observation. 2. OBSERVATIONS BY JEFFREY T. FLANSBURG, CONSULTING ENGINEER: r a. None required. - 3. WRITTEN STATEMENT (UBC 1702.4): Jeffrey T. Flansburg, Consulting Engineer will submit to the Building Official a written statement that the site visits have been made and identifying any reported deficiencies which, to the best of our knowledge, have not been resolved. Minimum Concrete Wall Thickness (# 1 - 7): 6" w/ NUT embedded 10" into concrete Simpson PHD2 on double stud at w/ NUT embedded 10" into concrete Simpson PHD5 on double stud at w/ NUT embedded 15" into concrete Simpson PHD6 on double stud at w! NUT embedded 15" into concrete Simpson PHD8 on double stud at w/ NUT embedded 17" into concrete Simpson HDQ8 on double stud at 7!8 "0 A36 THREADED ROD w! NUT embedded to 3" from bottom of concrete foundation (21" min.), offset to align with Simpson HD10A on 4x stud at end of shearwall above. (8" min. conc. wall thickness) 1"0 A36 THREADED ROD w/ NUT embedded to 3" from bottom of concrete foundation ( 21" min.), offset to align with Simpson HD14A on 6x stud at end of shearwall above. (8" min. conc. wall thickness) Simpson MST37 from double stud or beam below to double stud at end of shearwall above. Simpson MST48 from double stud or beam below to double stud at end of shearwall above. Simpson MST60 from double stud or beam below to double stud at end of shearwall above. Simpson MST72 from double stud or beam below to double stud at end of shearwall above. 3610 4685 CITY RECEIVED JUL 02 2003 PERMIT CENTER (33 zia 9540 13380 ALLOWABLE ..'; LOAD (Ib. ) : . 6" n/a Q1YTUKA 5860 OCT - 9 2003 6730 AS NUitD ° "" l ' a ffirSFAMFA - 45 -- 8325 1905 3135 4785 5800 :...�.. f� aAbP1616..04 r • HOLDOWN TYPE SIMPSON MODEL # No. OF SIMPSON SDS 1/4X3 WOOD SCREWS THREADED I ROD MIN. ROD EMBEDMENT IN CONCRETE :D PHD2 10 ! 5/8" 10" 02 PHD5 14 5/8" 10" �3 PHD6 18 7/8" 15" C3 , PHD8 I 24 f 7/8" 15" c:1 HDQ8 20 7/8" 17' HOEDOWN MARK ► SIMPSON STRAP TIE 16d COMMON NAILS @ EACH END (MIN. # ABOVE AND BELOW GAP) ALLOWABLE LOAD �8 MST37 10 1905 C1.5 MST48 _ 16 ► M 3135 10 MST60 23 4785 11 MST72 28 0 6800 I FOOTING MARK 'B. DIM. j 'N' REBAR UPLIFT ALLOW (LB.) __. C1 12" 2 200 C1.5 18" 2 450 C2 24" 2 800 C2.5 30" 3 1250 C3 , 36" 3 1800 C3.5 42' 4 2450 C4 48" 4 3200 C4.5 52" 5 4050 C5 60" 6 5000 C5.5 66" 6 1 6050 C6 77 7 7200 � •B T . ' •b' 'c' 'd, 4' 3 i6" 10" § 9i9 1Q " 18" 18" 5' i6 " 10" .. 10,, 10" ... 18" 18" 6' 6" 10, . -.. 18" 15" 7' 12" 10" 16" 18" 15,E 8' 12" 10" 16" E" 15" 9' 18" 12" 22" 9" 9" 10 18" 12" 22" 6" 9" NO. OF FLOORS SUPPORTED H B 1 6" 17' 2 T' 15" 3 8 ., 1 b •, NO. OF FLOORS SUPPORTED ' T H ! B 1 fi' 6" 12" 2 8" T' 15" 3 . 10" _ 8" _ 18" r _ 1 — FULL BLOCKING «din BACKFILL GRADE # 4 @ 'c' O.C. . ' 4 @'d'O.C. DRAIN AND GRANULAR FILL WRAP DRAINAGE LAYER W/ AMOCO 4545 GEOTEXTILE PHD & HDQ HOLDOWN DETAIL #4 HORIZ. 12" O.C. #4 VERT. 18" O.C. (OMIT FOR H=4',5') 4" MIN. OF 1" MINUS CRUSHED ROCK COMPACTED BASE RETAINING WALL SCHEDULE DBL STUD AT END OF SHEAR WALL (TYP) PHD HDQ OR HOLD- DOWN (TYP) 13 "CLR. 7, • 'B' A-36 THREADED ROD W/ NUT EMBED. 8" 1/2"0 X 10" AB. @6' -0" O.C., OR AS SPECIFIED U U) I CONCRETE Fc' = 2500 psi. REBAR: GRADE 60 BACKFILL= 110 P.C.F., • = 28- (NATIVE UNSELECTED MATERIAL) PLACE BACKFILL BEFORE FRAMING ABOVE WALL CONCRETE f c - 2500 psi 6" �1H r SOIL I N FRONT OF TOE HORIZ FOR AT LEAST "B" FEET ,,. 5 TYPICAL SHEAR TRANSFER AT FOUNDATION DOUBLE STUDS ABOVE AND BELOW EQUAL NUMBER OF SPECIFIED NAILS IN EACH END MST FLOOR -TO -FLOOR HOLDOWN DETAIL (2) #4 CONTINUOUS It•■•■•■•=m• •• r BEARING WALL i 4 .. t " NAIL 16d©4" ACROSS GAP TYPICAL MST INSTALLATION AS A FLOOR -TO FLOOR TIE 2' -0" MIN 4' -0" MAX 4" CONC. SLAB OVER COMPACTED FILL SHEAR WALL STANDARD FOUNDATION DETAIL ' 4 4' " "B" 4- 3" CLR. CONTINUOUS FOOTING AS REQUIRED 'N' #4 EACH WAY 1 0414 4 4t or t o SO pt. A's "k0.4 COUNTERWEIGHT FOOTING AT SLAB L 1.5" CLEAR MIN, TVP FOUNDATION AT HIGH VENT OPENING 1.5" CLEAR MIN, NP FOUNDATION AT LOW VENT OPENING SILL PLATE #4 CONT. #4 VERTICAL © 4' O.C. #4 CONT. SCREENED VENT OPENING SCREENED VENT OPENING 18" MIN . EMBEDMENT 1 SECTION 3" CLR. 'B' X 'B' SQUARE 15" MIN. LAP 1.5" MIN, 6" MAX. 15" MIN. LAP CONC. SLAB t, 1.5" MIN, 6" MAX. SEE PLAN FOR HOLD DOWN YID 4 1 a 7 DBL. END STUDS OR 4X OR 6X AS SPECICIED FOR HOLD DOWN cw • , CIT ROFET��ILA JUL 022003 PERMIT CENTER (EXPIRES /2•Ot -04 SCALE: VARIES DATE: 6 -22 -03 REVISIONS: rememremeor ( .9 (Jw) Z Z w CD F Z >"'" W 0 er C LL U.. UJ run Project No. 324 S6 V oaln • ..... ...A. •..• 1/2" x 10" ANCHOR BOLTS SCHEDULED SPACING. FLOOR DIAPHRAGM 1/2" x 10" ANCHOR BOLTS 42 SCHEDULED SPACING. SHEARWALL LTP4 or A35 ON OPPOSITE SIDE - SEE SCHEDULE FOR SPACING SHEARWALL OR TYPICAL SHEAR TRANSFER TYPICAL SHEAR TRANSFER AT FOUNDATION "SILL PLATE NAILING" SEE SCHEDULE CANTILEVER 8d © 6" or SCHEDULED SHEARWALL NAILING TO BOTTOM PLATE, TYPICAL I� ENTIRE PERIMETER 8d 6" or SCHEDULED SHEARWALL NAILING TO MUD SILL, TYPICAL © ENTIRE PERI METER. 8d © 6" or SCHEDULED SHEARWALL NAILING TO BOTTOM PLATE, TYPICAL @ ENTIRE PERIMETER. 8d © 6" or SCHEDULED SHEARWALL NAILING TO MUD SILL, TYPICAL © ENTIRE PERIMETER. SOLID BLOCKING FLOOR DIAPHRAGM TYPICAL SHEAR TRANSFER CROSSING FLOORS EXTRA 2X PARALLEL TO 2X JOISTS or L.V.L. PARALLEL TO I- JOISTS DETAIL 16d, SEE SHEARWALL SCHEDULE "SILL PLATE NAILING" COLUMN FLOOR JOIST INTERIOR SHEARWALL PARALLEL TO FLOOR JOISTS 16d, SEE SHEARWALL SCHEDULE "SILL PLATE NAILING" COLUMN 2X BLOCKING PERPENDICULAR TO 2X JOISTS or L.V.L. BLOCKING PERPENDICULAR TO I- JOISTS FLOOR JOIST INTERIOR SHEARWALL PERPENDICULAR TO FLOOR JOISTS SHEATHING FROM ABOVE AND BELOW SHALL LAP ON COMMON MEMBER (PLATE OR RIM JOIST) 8d @ 6" of SCHEDULED SHEARWALL NAILING PLATES RIM JOIST, AND SHEATHING EDGES, TYPICAL @ ENTIRE PERIMETER. INTERIOR SHEARWALL PARALLEL TO FLOOR JOISTS IINTERIOR SHEARWALL CROSSING FLC )R JOISTS LTP4, SEE SHEARWALL SCHEDULE LTP4, SEE SHEARWALL SCHEDULE LEDGER DETAIL 10d @6" 2" MIN SIMPSON SDS1/4X3" SCREWS THRU LEDGER TO RIM JOIST OR STUDS PER SCHEDULED SPACING. WOOD WALL TRUSS CHORD 2X4 NAILED 16d @ 6" TO TRUSS CHORD 10d © 4" ON! 4111=0. 4111■10 00/111. OR INTERIOR SHEAR WALL FLOOR JOISTS PER PLAN 2 x LEDGER (TO MATCH DEPTH OF JOISTS) 112" CDX PLYWD NAILED TO DBL TOP PLATE INTERIOR SHEAR WALL PARALLEL TO TRUSS WALL PARALLEL TO TRUSS OPTION 1 OPTION 2 TRUSS CHORD ---- LTP4 (� SCHEDULED SPACING WALL PARALLEL AND ALIGNED Wl TRUSS • COY Or TINALA PPROVED OCT - 9 2003 AS WILD 16d ©6" C11- jiECElVEp OF TU KWILA JUL O2 zpp3 PERMIT CENTER SCALE: VARIES DATE: 6 -22 -03 REVISIONS: LEDGER MARK SDS1 /4X3 SCREW SPACING REQUIREMENTS L1 1 (4) PER 12" 4 L2 (2) PER 16" L3 (2) PER 24" V oaln • ..... ...A. •..• 1/2" x 10" ANCHOR BOLTS SCHEDULED SPACING. FLOOR DIAPHRAGM 1/2" x 10" ANCHOR BOLTS 42 SCHEDULED SPACING. SHEARWALL LTP4 or A35 ON OPPOSITE SIDE - SEE SCHEDULE FOR SPACING SHEARWALL OR TYPICAL SHEAR TRANSFER TYPICAL SHEAR TRANSFER AT FOUNDATION "SILL PLATE NAILING" SEE SCHEDULE CANTILEVER 8d © 6" or SCHEDULED SHEARWALL NAILING TO BOTTOM PLATE, TYPICAL I� ENTIRE PERIMETER 8d 6" or SCHEDULED SHEARWALL NAILING TO MUD SILL, TYPICAL © ENTIRE PERI METER. 8d © 6" or SCHEDULED SHEARWALL NAILING TO BOTTOM PLATE, TYPICAL @ ENTIRE PERIMETER. 8d © 6" or SCHEDULED SHEARWALL NAILING TO MUD SILL, TYPICAL © ENTIRE PERIMETER. SOLID BLOCKING FLOOR DIAPHRAGM TYPICAL SHEAR TRANSFER CROSSING FLOORS EXTRA 2X PARALLEL TO 2X JOISTS or L.V.L. PARALLEL TO I- JOISTS DETAIL 16d, SEE SHEARWALL SCHEDULE "SILL PLATE NAILING" COLUMN FLOOR JOIST INTERIOR SHEARWALL PARALLEL TO FLOOR JOISTS 16d, SEE SHEARWALL SCHEDULE "SILL PLATE NAILING" COLUMN 2X BLOCKING PERPENDICULAR TO 2X JOISTS or L.V.L. BLOCKING PERPENDICULAR TO I- JOISTS FLOOR JOIST INTERIOR SHEARWALL PERPENDICULAR TO FLOOR JOISTS SHEATHING FROM ABOVE AND BELOW SHALL LAP ON COMMON MEMBER (PLATE OR RIM JOIST) 8d @ 6" of SCHEDULED SHEARWALL NAILING PLATES RIM JOIST, AND SHEATHING EDGES, TYPICAL @ ENTIRE PERIMETER. INTERIOR SHEARWALL PARALLEL TO FLOOR JOISTS IINTERIOR SHEARWALL CROSSING FLC )R JOISTS LTP4, SEE SHEARWALL SCHEDULE LTP4, SEE SHEARWALL SCHEDULE LEDGER DETAIL 10d @6" 2" MIN SIMPSON SDS1/4X3" SCREWS THRU LEDGER TO RIM JOIST OR STUDS PER SCHEDULED SPACING. WOOD WALL TRUSS CHORD 2X4 NAILED 16d @ 6" TO TRUSS CHORD 10d © 4" ON! 4111=0. 4111■10 00/111. OR INTERIOR SHEAR WALL FLOOR JOISTS PER PLAN 2 x LEDGER (TO MATCH DEPTH OF JOISTS) 112" CDX PLYWD NAILED TO DBL TOP PLATE INTERIOR SHEAR WALL PARALLEL TO TRUSS WALL PARALLEL TO TRUSS OPTION 1 OPTION 2 TRUSS CHORD ---- LTP4 (� SCHEDULED SPACING WALL PARALLEL AND ALIGNED Wl TRUSS • COY Or TINALA PPROVED OCT - 9 2003 AS WILD 16d ©6" C11- jiECElVEp OF TU KWILA JUL O2 zpp3 PERMIT CENTER SCALE: VARIES DATE: 6 -22 -03 REVISIONS: I fEXPIREs g 2.o l • o V � I Fl ., . SCALE: VARIES DATE: 6 -22 -03 REVISIONS: 0 N 5 0 SPECIFIED SPACING, 24" AVG. MAX, TYPICAL 0 ENTIRE PERIMETER. A2.5 a EA. RAFTER, HIP, OR VALLEY, TYPICAL © ENTIRE PERIMETER. OPTION 1: OPTION 2: 16d a 6" or SPECIFIED 'BASE PLATE' NAILING FOR SHEARWALLS, TYPICAL ENTIRE PERIMETER. OPTION 3: THESE DETAILS SHALL BE CONSTRUCTED AT ENTIRE PERIMETER OF STRUCTURE AT ALL LEVELS TYPICAL SHEAR TRANSFER AT EAVE 8d © 6" O.C. or SPECIFIED ROOF DIAPHRAGM NAILING, TYPICAL 0 ENTIRE PERIMETER 8d 4► 6" or SCHEDULED SHEARWALL NAILING, TYPICAL ENTIRE PERIMETER. SIMPSON HGA10 M • t t i i CITY pFETUKVIIILA JUL 02 Y003 PERMIT CENTER le); eitoO .... ....,r.. ..• • I' r•' P\ PATTY PHAVONG P.O. BOX 68324 SEATTLE, WA 98168 -0324 (Z06) 242-0685 SITS PLAN 13601 42" AVE. SOUTH TUKWILA, WA 11111111 SHOE ir OF DATE BY GRAPHIC SCALE (EASE OR ROAD IN . I N88 '32 ' 49 " W n 815. SOUTH v L INE C.C. LINI DONATION LAND CLAIM REVISION Checked by. Approved by. TAX LOT NO. 7360600531 LEGEND • - SET 1/2' REBAR W /CAP - LS13731 • - SET HUB 6 LATH F - FIR CB - CATCH BASIN SS MH - SANITARY SEWER MANHOLE FH - FIRE HYDRANT WV - WATER VALVE WM - WATER METER WPP - WOOD POWER POLE TELE MH TELEPHONE MANHOLE PARCEL A THE WEST 90.00 FEET OF THE EAST 170.00 FEET OF TRACT A OF ROBBINS VIEW TRACT ADDITION TO RIVERTON, ACCORDING TO PLAT RECORDED IN VOLUME 17 OF PLATS AT PAGE(S) 90, IN KING COUNTY, WASHINGTON: EXCEPT THE SOUTH 310 FEET THEREOF. TOGETHER WITH EASTERLY HALF OF VACATED 40TH AVENUE SOUTH. PARCEL B EASEMENT INCLUDES UTILITIES A NON - EXCLUSIVE EASEMENT FOR ROAD PURPOSES OVER THE NORTH 50 FEET nr THE EAST SO FEET OF SAID TRACT A: RECORDING NUMBER 211113071111018113 eerc f ,BA. s is /I•' Fx' S7 A)' Q /r ,f/Y1 J� T P ► Pe /!!,/.IIK I>l1I12 LEGAL DESCRIPTION FILL VOLUME 460 CUBIC YARDS man OUTFALL TO EXIST 4" AT CB. CONNECT RESIDENCE DOWNSPOUTS INTO 3" CONCRETE INLET OR TPGHTLINE ALONG DRIVEWAY INTO OPEN DRAINAGE ALONG 4Z ' AVE. S DITCH. CUT VOLUME 460 CUBIC YARDS (INCLUDES CONCRETE /DEBRIS REMOVAL) DRIVEWAY PAVEMENT SECTION RN. PARNELL COMPANY • . 2" CLASS B" NC 4" CRUSHED ROCK BASE COURSE — 95 % COMPACTION CIVIL ENGINEERS -- ENGINEERING MANAGEMENT 4422 187TH PL SE ISSAQUAH, WASHINGTON 98027 TEL: (425) 643-3560 UNSTABLE SIDE SLOPES � EXISTING FIRE HYDRANT 220' TO NEW HOME 219415 Locations shown for existing utilities are approximate. Prior to starting construction, Contact ONE -CALL (1400 -4244555) for utility locations. CONTACTS 1. Project Manager 2. Design Engineer 3. Owner: 4. Other: INGRESS -EG11 E 42" AVE. 8 AT . ORIVEWAY IMPROVEMENTS TO INTERSECTION REQUIRED • REMOVE VEGETATION FROM UPSLOPE TO EXPOSE EXISTING DRIVEWAY CUTOUT AT BOTTOM. • STABILIZE FILL - DEBRIS SLOPE. • CUT NORTHERN PORTION OF DRIVEWAY 2 FEET TO MATCH EXISTING EDGE OF PAVEMENT 42 AVE. S. • DRIVEWAY TO 42 AVE. S TO BE MINIMUM 5' RADIUS. • PAVE THE DRIVEWAY WITHIN ROW AND UP TO NEW HOUSE GARAGE. • RELOCATE GATE POSTS TO BE OUTSIDE OF DRIVEWAY AND PROVIDE MINIMUM 14 FEET CLEAR WIDTH. GEOTECHNICAL NOTE I, F2r., cg i N , the ciyi1 architect/structural engineer, reviewed the geotechnical report, titled pry / 3�� _5 1SA 1 yet ki F , prepared by `er Al. r ►rL E, and dated 'AI► JJ1 t )9 I understand the report's recommendations, I explained to the Owner the risks due to slides and I incorporated the recommendations into the design. I established measures to reduce potential risk of injury or damage t ight be caused by any eart4 movement predicted in the report. Z '/L S ignet a Date ;pr,2 1. TAX LOT 0 7360600631 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these d rawings after this date will void this acceptance will require a rembmittal of revised drawings for subsequent approval. Final aooeptvna is subject to field inspection by the Public Works utilities inspector. Date: B Oknyk CORRFr,TION LTA/ NOTES: 1. PROJECT TO COMPLY WITH GEOTECHNICAL ENGINEERING REPORT, BY ROBERT M. PRIDE, INC. DATED JANUARY 19, 2003 AND SUBSEQUENT GEOTECHNICAL REPORTS. 2. NO RUNOFF, INCLUDING DOWNSPOUTS SHALL BE INFILTRATED INTO THE GROUND THROUGH 'DRY WELLS' OR PERFORATED INFILTRATION PIPES AND TRENCHES. 3. INDIVIDUAL HOUSE FOUNDATIONS AND DRAINAGE SYSTEMS, SHALL PROVIDE A SPECIFIC GEOTECHNICAL ASSESSMENT WITH FINAL DESIGN RECOMMENDATIONS. 4. STORM DRAINAGE SHALL BE TIGHTLINED. 5. DRIVEWAY TO BE PAVED WITHIN CITY RIGHT OF WAY, APPROXIMATELY 95 FEET LENGTH. 6. WORK WITHIN THE CITY RIGHT OF WAY REQUIRES A BOND AND INSURANCE NAMING THE CITY AS ADDITIONALLY INSURED. 7. IF IT IS NECESSARY TO CUT PAVEMENT WITHIN 42 AVE. SOUTH, PAVEMENT MITIGATION FEE WILL APPLY. NOTES: • NEW HOME FOOT PRINT 42' X 38' • 220' FROM FIRE HYDRANT TO NEW HOME • 200 'FROM CENTERLINE 42 AVE S TO NEW HOME • WATER SERVICE DOMESTIC 1" HDPE (% MET ER y g, ,, • WATER SERVICE WITH FIRE 1 -1/2" HDPE • SANITARY SIDE SEWER 6" PVC SEP 9 2003 • GAS LINE PER GAS UTILITY • PAVE EXISTING GRAVEL DRIVEWAY WITHIN CITY ROW (12' WIDE X 95' LENGTH) IPERIAT a /17 t i I DATE I BY 1"-20 ' G RAPHIC SCALE 1 " -20 0 20 40 60 7 \ --FOUND STONE MON WITH •x Iw MON CASE SW CORNER. C, C. - LEMI8 - DONATION LANG CLAIM CHKD I N88 ' 49' W • • 'CONCRE 1ep • I 1612 I 90. 0 0 N 0 FOUND H '7x STONE M MON OM CASE SOUTH LINE SOUTH 140TH ST. SOUTH V C.C. V0T EO pool l's ,•,-- 1 .,' 0 REVISION I, 15' BUFFE g j 7 - CONNECT HOUSE SEWER TO EXISTING 6" SIDE SEWER 1/ LAND CLAIM IN •2 - 2 tie It APR 208 •S t EXCAVATE AND REPLACE FILL AREAS UNDER HOUSE FOOTPRINT AND 10 FEET EACH SIDE PER GEOTECHNICAL REPORT. e F" '?o Accirovect c UNDERGROUND ELECTRIC AND COMMUNICATION LINES FROM POLE TO HOME. ?a • 2: . O2 5 fee . 90.00 LEGEND - c :RE • q RANT TAX LOT NO. 7360600531 M!r - WATER NAME • - WATEq *TV. +• = - : 0 .:91E 2 E_E 0- - MA .:% E • • - SET :/2• REBAR $ /CAP -LS 13731 ■ - SET *4'..3 t . -.. F - F;rq C6 - :AT:- SAS :% SS M• - SANITARY SEWER MANHOLE 1 r s� LEGAL DESCRIPTION PARCEL A THE WEST 90.00 FEET OF THE EAST 170.00 FEET OF TRACT A OF ROBBINS VIEW TRACT ADOYTION TO RIVERTON, ACCORDING TO PLAT RECORDED IN VOLUME 17 OF PLATS AT PAGE(S) 90, IN KING COUNTY, WASHINGTON; EXCEPT THE SOUTH 310 FEET THEREOF. TOGETHER WITH EASTERLY HALF OF VACATED 40TH AVENUE SOUTH. PARCEL B EASEMENT INCLUDES UTILITIES A NON- EXCLUSIVE EASEMENT FOR ROAD PURPOSES OVER THE NORTH 50 FEET (F THE EAST 00 FEET OF SAID TRACT A; RECORDING NUMBER 20030715001863 Cif rc,l' /34s i ,J J10 emu': c.; T P ► P!c A 134 N Cu z -7 777 -7 7y 7 777--2' 2' CLASS 'B' NC ,N N\ NN #--- 4 CRUSHED ROCK . � BASE COURSE . - —95 % COMPACTION DRIVEWAY PAVEMENT SECTION CUT VOLUME 450 CUBIC YARDS (INCLUDES CONCRETE /DEBRIS REMOVAL) FILL VOLUME 450 CUBIC YARDS MEC OUTFALL TO EXIST 4~ AT C8. CONNECT RESIDENCE DOWNSPOUTS 04TO 3" CONCRETE INLET OR IMMUNE E ALONG DRIVEWAY WTO OPEN DRAINAGE ALONG 42 AVE. S DITcH. R.N. PARNELL COMPANY C'VIL E'' GtNEERS— ENGINEERING I44ANAGEUENT 4422 :87 PL SE ISSACCAK licA•S!4GT i 98027 TE (425) 643-3560 0 0 U, 0 0 0 so N i PAVE EXISTING DIRT DRIVEWAY t . j EXISTING FILL DIS CONCRETE BRICKS & DEB UNSTABLE SIDE SLOPES EXIS TIN Segna: AY CUTOUT EA NEW 1" WATER SERVIC NEW W.M. o PATTY PHAVONG P.O. BOX 68324 SEATTLE, WA 99168-0324 (206)242.0685 • f ' '• • •' •' •, •' " -. EXISTING FIRE HYDRANT 220' TO NEW HOME Date cf_ -- • . •. Locations shown for existing utilities are approximate. Prior to starting construction, Contact ONE -CALL (1400- 424 -5555) for utility locations. CONTACTS 1. Project Manager 2. Design Engineer 3. Owner: 4. Other: SE CORNEA CC LEWIS GEOTECHNICAL NOTE I, F79 f... '• - /ti: ! �+4 "S J EL -. . t the C �' architect-structural engineer. reviewed the geotechnical report, titled : r y A £ T E ' 1. 5 E : _ r l ! ' , prepared by F ' - , z = i _ - C E ; ft C• and dated .,}t^rr AP '2��� ! understand the 'eport*s recommendations. I exptainec to the Owner the risks due to slides and i incorporated `he recommendations intc 4tie desigr. i es::aotished measures to reduce pctentiai rsK of :r.;,;ry or Ca-rage that r c be causes: by any ' - 1 • n remer:t prec:cteo in the r eport 2197.65 DONATION LAND CLAIM - NOT VISITED '1'' :csc plans have hccn rcvicAvcrl by t he Public Works Department for conformance with cur;cr' ( :its' standards. Acceptance is subject to errors a„i! ()missions which do not authorirc violations of zdopted standards or ordinances. The responsibility for the adequacy of the design rests totally with t':c designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: I INGRESS- EGRESS 42 AVE. $ AT . DRIVEWAY IMPROVEMENTS TO INTERSECTION REQUIRED I • REMOVE VEGETATION FROM 0 UPSLOPE TO EXPOSE EXISTING DRIVEWAY CUTOUT AT BOTTOM. • STABILIZE FILL - DEBRIS SLOPE. • CUT NORTHERN PORTION OF DRIVEWAY 2 FEET TO MATCH EXISTING EDGE OF PAVEMENT 42 AVE. S. • DRIVEWAY TO 42 AVE. S TO BE MINIMUM 5' RADIUS. • PAVE THE DRIVEWAY WITHIN ROW AND UP TO NEW HOUSE GARAGE. • RELOCATE GATE POSTS TO BE OUTSIDE OF DRIVEWAY AND PROVIDE MINIMUM 14 FEET CLEAR WIDTH. NOTES: 1. PROJECT TO COMPLY WITH GEOTECHNICAL ENGINEERING REPORT, BY ROBERT M. PRIDE, INC. DATED JANUARY 19, 2003 AND SUBSEQUENT GEOTECHNICAL REPORTS. 2. NO RUNOFF, INCLUDING DOWNSPOUTS SHALL BE INFILTRATED INTO THE GROUND THROUGH `DRY WELLS' OR PERFORATED INFILTRATION PIPES AND TRENCHES. 3. INDIVIDUAL HOUSE FOUNDATIONS AND DRAINAGE SYSTEMS, SHALL PROVIDE A SPECIFIC GEOTECHNICAL ASSESSMENT WITH FINAL DESIGN RECOMMENDATIONS. a. STORM DRAINAGE SHALL BE TIGHTLINED. 5. DRIVEWAY TO BE PAVED WITHIN CITY RIGHT OF WAY, APPROXIMATELY 95 FEET LENGTH. . 6. WORK WITHIN THE CITY RIGHT OF WAY REQUIRES A BOND AND INSURANCE NAMING THE CITY AS ADDITIONALLY INSURED. 7. IF IT IS NECESSARY TO CUT PAVEMENT WITHIN 42 AVE. SOUTH, PAVEMENT MITIGATION FEE WILL APPLY. NOTES: • NEW HOME FOOT PRINT 42' X 38' • 220' FROM FIRE HYDRANT TO NEW HOME 200 'FROM CENTERLINE 42 AVE S TO NEW HOME •• WATER SERVICE DOMESTIC 1" HDPE (Y4 METER` :- .;. • WATER SERVICE WITH FIRE 1 -1/2" HDPE • SANITARY SIDE SEWER 6" PVC • GAS LINE PER GAS UTILITY • PAVE EXISTING GRAVEL DRIVEWAY WITHIN CITY ROW (12' WIDE X 95' LENGTH) TAX LOT 1 7360600531 _l P.111/03 own COR P T!DN LTRS BUILDING PERMIT / D03 -200 PHAVONG RESIDENCE SITE PLAN '13601 42" AVE. SOUTH nACwiu, WA st+a Cu) or mil OC - 9 200 3 -- br7Sr -- ` E. _ ► r _• ;t.... -'' .f'• - E s e'i1 Do w 1 OF 3 OF • Jr �V CIVIL ENGINEERS— ENGINEERING MANAGEMENT 4422 t87T14 PL SE ISSAOUAH, INASHINGTON 90027 'TEL: £251 64.3— 3560 PATTY PHAVONG P.O. BOX 66324 SEATTLE, WA 901 68-0324 (2) 242-04115 BULDING PERMIT I D03 -200 PHAVONG RESIDENCE SITE PLAN 131101 42 AVE SOUTH IUfYYILA, WA MSS N88'32'49•W \--rouND STONE MON VIM •x• IM MON CASE SS copmEq - c- c .- - DONATION LAW CLAIM I 0 FOUND STONE Mow WITH •x IN RON CAR a 1 "=20 ' W APHIC SCALE 20 N 0 N 0 40 V A CATE SOUTH LINE SOUTH 140TH ST. 1 " -20' 60 815.50 SOUTH VIDE LIFE C.C. LEVI tDONATION CLAIM tit CONNECT HOUSE SEWER TO EXISTING 6" SIDE SEWER 8 15' BU M'M 17l U a Ariiiimorar I ■ et!. \\\ EXCAVATE AND REPLACE FE.I. AREAS UNDER HOUSE FOOTPRINT AND 10 FEET EACH SIDE PER GEOTECHNICAL REPORT. ib ue I LEGEND w • Q X W \ E) W a TAX LOT NO. 7360640531 • - SET 1/2" REBAA W /CAP - LS13731 ■ - SET HUB LATH _ - FIR CB - CATCm BASIN 55 MM - SANITARY SEWER MAsimOL,E IFS — FIgE 'iYDRANT M - WATcP vA:.rE III - WA METER • - WOOD POWER VOLE - ELE +4+ - TELEPKNE mANMOLE UNDERGROUND ELECTRIC AND COMMUNICATION LSrES FROM POLE TO HOME. • J S. j%jjliLifi/ 2' CLASS '8' NC \ \� \ \ '\ - 4' CRUSHED ROCK N' BASE j COURSE PARCEL A THE WEST 90.00 FEET OF THE EAST 170.00 FEET OF TRACT A OF ROBBINS VIEW TRACT ADDITION TO RIVERTON, ACCORDING TO PLAT RECORDED IN VOLUME 17 OF PLATS AT PAGE(S) 90, IN KING COUNTY. WASHINGTON; EXCEPT THE SOUTH 310 FEET THEREOF. TOGETHER WITH EASTERLY HALF OF VACATED 40TH AVENUE SOUTH. PARCEL B EASEMENT INCLUDES UTILITIES A NON— EXCLUSIVE EASEMENT FOR ROAD PURPOSES OVER THE NORTH 50 FEET f THE EAST 80 FEET OF SAID TRACT A; RECORDING NUMBER 20030715001863 C, M TCfi Aos RAJ /I'9 Ex .sT/ ).5 4 "C/Y2P Gw ?c. ; P: Pg LEGAL DESCRIPTION • -J Cu mu 2 M I CUT VOLUME 450 CUB YARDS (INCLUDES REMOVAL) FILL VOLUME 450 CUBIC YARDS OuTFALL TO EXIST 1' AT CN. CONNECT RESIDENCE DOIANSPOuTS INTO 3 MET OR TIONTUNIE ALCM OM y INTO OPEN DRAINAGE ALONG 42 N E. s offal. i PAVE EXISTING DIRT DRIVEWAY / EXISTING DRIVEWAY CUTOUT / ' EXISTING FILL DISPOSAL AREA CONCRETE BRICKS 8 DEBRIS UNSTABLE SIDE SLOPES I, 0 0 rn r. 2 ,r . —95 % COMPACTION DRIVEWAY PAVEMENT SECTION Locations shown for existing utilities are approximate. Prior to starting construction, Contact ONE -CALL (1400- 424 -5555) for utility locations. CONTACTS 1. Project Manager 2. Design Engineer 3. Owner. 4. Other: GEOTECHNICAL NOTE r9fIcg 7". A r1.14ee7i.c.-, yv,r the c architectistructural engineer. reviewed the geotethnical report. titled S : y CS 'D E rl_y . prepared by f-'`2 = . � • C and dated 41: AP.- '7,20-1 I understand the report's recommendations. I expla+red to the Owner the risks due to slides and I incorporated the recmvnendations mEo the design. I established measures to reduce potential risk of injury or damage that micht be caused by any - movement predicted in the report I i NEW 1" WATER SERVIC NEW W.M. o r EXISTING FIRE HYDRANT 220' TO NEW HOME 2197.65 D -1,6 1 q 1 - 7 se C DONATION � ctAIM NOT VImIte0 TAX LOT # 73606811631 Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: l o '1 03 CORRr "TIDN I LTR# S T hccc plans have bccn reviewer! by • e 'A •orks Department for conformance with currcr, City standards. Acceptance is subject to crrnr rmissions which do not authorise violations of r:cloptcd standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. INGRESS - EGRESS 42 AVE. S AT . DRIVEWAY IMPROVEMENTS TO INTERSECTION REQUIRED • REMOVE VEGETATION FROM UPSLOPE TO EXPOSE EXISTING DRIVEWAY CUTOUT AT BOTTOM. • STABILIZE FILL - DEBRIS SLOPE. • CUT NORTHERN PORTION OF DRIVEWAY 2 FEET TO MATCH EXISTING EDGE OF PAVEMENT 42 ND AVE. S. • DRIVEWAY TO 42 AVE. S TO BE MINIMUM 5' RADIUS. • PAVE THE DRIVEWAY WITHIN ROW AND UP TO NEW HOUSE GARAGE. • RELOCATE GATE POSTS TO BE OUTSIDE OF DRIVEWAY AND PROVIDE MINIMUM 14 FEET CLEAR WIDTH. ary or T OCr - 520 46 %Ito 3 4 + NOTES: 1. PROJECT TO COMPLY WITH GEOTECHNICAL ENGINEERING REPORT, BY ROBERT M. PRIDE, INC. DATED JANUARY 19, 2003 AND SUBSEQUENT GEOTECHNICAL REPORTS. 2. NO RUNOFF, INCLUDING DOWNSPOUTS SHALL BE INFILTRATED INTO THE GROUND THROUGH "DRY WELLS' OR PERFORATED INFILTRATION PIPES AND TRENCHES. ►. INDIVIDUAL HOUSE FOUNDATIONS AND DRAINAGE SYSTEMS, SHALL PROVIDE A SPECIFIC GEOTECHNICAL ASSESSMENT WITH FINAL DESIGN RECOMMENDATIONS. z. STORM DRAINAGE SHALL BE TIGHTLINED. h. DRIVEWAY TO BE PAVED WITHIN CITY RIGHT OF WAY, APPROXIMATELY 95 FEET LENGTH. 6. WORK WITHIN THE CITY RIGHT OF WAY REQUIRES A BOND AND INSURANCE NAMING THE CITY AS ADDITIONALLY INSURED. :. IF IT IS NECESSARY TO CUT PAVEMENT WITHIN 42 AVE. SOUTH. PAVEMENT MITIGATION FEE WILL APPLY. NOTES: • NEW HOME FOOT PRINT 42' X 38' • 220' FROM FIRE HYDRANT TO NEW HOME • 200 'FROM CENTERLINE 442 AVE S TO NEW HOME WATER SERVICE DOMESTIC 1" HOPE (% METER;.:.. • WATER SERVICE WITH FIRE 1 -112" HOPE • SANITARY SIDE SEWER 6" PVC • GAS UNE PER GAS UTILITY '• PAVE EXISTING GRAVEL DRIVEWAY WITHIN CITY ROW (12' WIDE X 95' LENGTH) 17 la t 7 • CIVIL ENGINEERS -- ENGINEERING MANAGEMENT 4422 187TH P1 SE ISSAQUAH, WASHINGTON 9e027 TE (425) 64,E -3560 BUILDING PERMIT / DOS -200 PHAVONG RESIDENCE 'TEMPORARY EROSION SEDIMENT CONTROL MAN I3601 42 AVE. SOUTH TUKINILA WA MISS \-- FOUND STONE MON WITH •X' IN MON CASE SN CORNER C.C. LEVIS DONATION LAND CLAIM 1 " =20' GRAPHIC SCALE N88 '32 '49 FOUND STONE MOM WIN 'X' IN NOON CAE ° CONCRETE AB (POOR CONDITI PARCEL B SOUTH LINE SOUTH 14CTN ST. 815.50 LEGEND TAX LOT NO. 7360600531 lPo - WOOC POMP *OLE TELE Mtn - TELEPHONE HOLE NOB '32 ' 49' W I.ee e • - SET i /2' REBAR W /CAP - LS13731 ▪ - SET HUB C LATH F - FIR C8 - CATCH BASIN S5 NH - SANITARY SEMER MADE FM - FIRE HYDRANT WV - MATER VALVE wm - MATER METER PARCEL A THE WEST 90.00 FEET OF THE EAST 170.00 FEET OF TRACT A OF ROBBINS VIEW TRACT ADDITION TO RIVERTON, ACCORDING TO PLAT RECORDED IN VOLUME 17 OF PLATS AT PAGE (S) 90. IN KING COUNTY WASHINGTON; EXCEPT THE SOUTH 310 FEET THEREOF. TOGETHER WITH EASTERLY HALF OF VACATED 40TH AVENUE SOUTH. PARCEL B A NON- EXCLUSIVE EASEMENT FOR ROAD PURPOSES OVER THE NORTH 50 FEET OF THE EAST 80 FEET OF SAID TRACT A: LEGAL DESCRIPTION DRIVEWAY CONSTRUCTION SEQUENCE A detailed construction sequence is needed to ensure that erosion and sediment control measures are applied at the appropriate times. A recommended construction sequence is pro»ided below: I. Hold the pre-construction meeting. 2. Flag or fence Bearing limits. 3. Post a sign with the name and phone number of the ESC supervisor. 4. Install catch basin protection. if required. 5. Grade and install construction ent 6. Install perimeter protection (silt fence. brash bonier. etc.`,. Construct sew ponds and traps. P Grade and stabilize construction rouls. 9. Coesz r zct sur: xe water contrr's 'interceptor ciesing and Fading for project develcrrnent :0. Ma-ntain erosion contro; tneas;:res ir.. accordance • M • I I =faze commis is �'i a :JJ or. c Y\ ., i w1 c r.sza . measures so that as R�c� goons wage. the amen and sad.: t contrel s a :ve h " r. with the Kung Caen E.Pas and Sed m rue Crwrra Szamizres. 1:. Cie all area In t win be oesocted kit more don sev tars &'g the season r days drr•3 the wet season side straw. wood fiber :arskk. compost plastic sheeting. or ecamkn! 1:3. Stable all aces siltbin seem dials of teaching fiat grade. 14 Seed or sod an areas to main msotked for some Basra 30 days. 15. Upon cocapiaion aE tpre Infra *. =bike all thumbed areas ad :mew B14Ps ifs a4 ;'.3necv. tly with *id: Kung Cos!:; standards and -art; sctu: ms's .TANDARD STRENGTH FILTER FA@R +C SILT FENCE INSTALLATION AND MAINTENANCE GRATE NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS ANC WHERE OVERFLOW Wi1L NOT RESULT IN EROSION OF SLOPES. 41 A 1. FL, Q• o � s k. AT 1 ' 0 C LlJ h - 2 1 .. Z" C) 907 .' ., •' ,, , IONAL `. 4/ EXPIRES /Z.det - oti j i Fi r T Al r C SCALE : 1/4"=1'-0" DATE: 6 -22 -03 REVISIONS: © 6 -23 -03 ' j T g F avoi tome Project No. 324 S2 LEGEND: ==222a DENOTES INTERIOR BEARING WALL DENOTES SHEARWALL. earilteemm •■•• j 0 SHEARWALL DESIGNATION w/ # MINIMUM LENGTH. O# HOEDOWN DESIGNATION. RAMING NOTES: THE FOLLOWING NOTES ARE ALL TYPICAL UNLESS NOTED OTHERWISE ON PLAN: ALL EXTERIOR WALLS TO BE 2 x 6 STUDS © 16" O.C. 2. ALL INTERIOR WALLS TO BE 2 x 4 STUDS © 16" O.C. 3. WINDOW AND DOOR HEADERS TO BE 4 x 8 HEM -FIR #2. 4. ASSUME A MIN. OF (1) 2 x 4 STUD AS BEAM AND HEADER SUPPORTS AT THIS PLAN. 5. ASSUME 2 x 10 FLOOR JOISTS ! 16" O.C. 6. ALL WOOD BEAMS TO HAVE (2) SIMPSON A35 FRAMING ANCHORS EACH SIDE) AT EACH END OF BEAM TO POST OR DOUBLE TOP ATE BELOW w1 MAX. NAILING. 7. ALL DBL. AND TRIPLE 2x MEMBERS TO BE CONNECTED w13 WS 16d NAILS Q 16' O.C. 8. SEE SHEET S FOR SHEARWALL SCHEDULE. 9. IOLDOWNS INDICATED ON THIS PLAN ARE AT THE LOWER FLOOR /EL 10. SEE TYPICAL SHEAR TRANSFER DETAILS CROSSING FLOOR 11. ALL DETAILS INCLUDED ON STRUCTURAL SHEETS APPLY TO THIS PROJECT AND SHALL BE CONSTRUCTED AS NECESSARY • La o PHD2 i i i i i ALL HANGERS SPECIFIED TO BE SIMPSON OR EQUIVALENT • 1 :1 o) .J a0 - LUS128 -2 TYP. @ C}BL. JSTS. ( NI J LUS8 TYPJ. (3) 2 x 01 BMA WO. 13) 2 x 10 BM. rr . -r. , r-•- - fir LUS28 TYP; ),c 12' -10" 3x -STUDS fa-- -- SHEATHING -JOtNrs -. - -- J A. ••••• .... •••• •••• •■ U I 0 a co Y a' •..... • • .......rr•••• r 1 O U 0 N CO co LJ w 4 x 8 P.T. DECK BM. 4 i 0 I LUS '8 TYP 1 • 5 1 4" x 1L BM. L..! L.1 1 I /4" PS __I ■.. 2.0 LJ LJ MAIN FLOOR FRAMING PLAN 4 x 4 P.T. POST w/ SIMPSON AC4 CAP (ACE4 • ENDS) & PB44 :. -- -- BASE TYP DECK. THESE HOLDOWNS ALIGN WITH THE ENDS OF as , SHEARWALLS ABOVE. i x 8 .T. DE K L DG RL2 L Li.) ?lee° t �al' (10 c0 q , 40 1013 i i (DBL-L _ , 2 x 10 ' o E_ NI F ---------- - - - --- m 0 irk W ° 2'-7" PHD5 3x STUDS +@ 514" SHEATHING ,#.JOINTS. �. PHD5 22" 3x STUDS @ SHEATHING JOINTS. r . N 4 22» 3x STUDS @ SHEATHING JOINTS. ry �S FIECEIVEp CITY OF TUKWILA JUL. 0 2 2003 PERMIT CENTER ...Mw yam.. .0. �� V • R... �... G fU&4e, b adiri 144 filkuim okti 'um Amt 4#14t ie4y. o f warms der tIt1 p1#m ^. To 6trtuide �em,.ir w�u k r2�u ihrd. 3. itir44, 4y 41-tiii3 pextwiti- i6 O)1 $ffi Pew} - of .y ir, . ceetiv , • V only t NV _ • III —; �- fe. If 12- 8 41 aAJG. S L.L e I.1/ loot, t of 1 ize N1 . Oral N144 LO MIL. POLY ` /0^ Fp;.x r_ GoMPAGTI"ll FI L L f u vs 4 f V4 = 1 I - d " F - 1 J Pe ss1tE Pv-A r-1 to .1 it 4 &1c (4.12-g Cs! ! vM PAGTEr FILL. 1 11 "It) F ri 1 4 r 4 Pr. F 11.1 12.'' t: V F . It 1-11A rl . TC) 21` V r bi. 1 QI' I C p o • D '1✓TG �.1 / 2 fr Gv^17 LI EF vD2—v ?cTE.P-IoR- 1 _ el Fo u - 1DT1 0 ki PLAID rNn PLAA cfly Of TUIWILA APPROVED NOV 2 .•. 2003 ov . I2 17A1,1 E- t- — C e -k re j 7,<< . (e.:,- c I e c� h ry e U c o--r - - - 3v► CY' A + ,'s •:, Q ,c a l A 4 aw a � i (.pFu i e :eli:P_C..i-: y �- •_,-4:J p%S c. i u ,derstand that the Plan Ch;y;k approvals are su ;ed to errors and omission,; and approval of pi s does not authorize the violation of any ad pted code or ordinance. F Pceipt of con - trator's copy of approved plans acknowledged. N t 3y Date 1 112 -(01 v Oermit No. A SEPARATE Pi -RMIT REQUIRED FOR: le":ii CHANICAL 01..LECTRICAL t JLUMBING CAS PIPING CITY OF TUKWILA BUILDING DIVISION 13 � i ,,, ,� I o - �E. 5 F l I ►�F -�-A -+ 4, FOR.. CA I r ;1 re FOR Cry LTR# FILE CC.- 1 CI CF TuytWU QC• jY APFrAD _ 9rr� � AEcEP .DUI 0 2 2003 6.43 0 0 •caTER lift OCT REWSION NO Lt S1EET A -3 fp N 4• qzkvi N 0 t II 75 - 10 s I 11 ( fey • ft.)4 1/4 r. , 1 1 11 4- Ik!J1411, i-1/ P1 [. k E- 1 / z reE 4 \ / I t 1 1 I 1 1 1 II - ID 2 _M , Er1TPY 10050 1 1 M 8 fig - Fi �sr FLL7R P xo lo 19 - 0 1 11 12 o 11 ,I�- -- fi - O �' ( C.O. ) 1 1 1 1 11 •'1 I 1 - I Y I II ° - 14 - tO •ct 11 1 -' �. 1 8 I1 .1Z • 11 11 2P-IP It f i WOG 4c-EA 1 4T FLO(Jr 7 o Ck = 01 CITY 1F ADO NOV 2 -if 2003 AS NU I LL CP 3f 7ljOL ' OCT - 9 t r3 LI) 7: JIJt 2003 DER 64 uZJ*; 406 S.F. = I?, L9 /o 0111Mtr • 14. z vo Qrg Itt c4 (,) a (4. ytt 2 ti O M Ca k SHEET A -4 4 • i BUILDING PERMIT I D03-200 PHAVONG RESIDENCE NOTES AND DETAILS neot a'° AVE. sourH TUKYRA WA !{7N DATE E BY • • STANDARD CONSTRUCTION NOTES • GENERAL. 2. At least one week before beginning construction, contact Public Works Utilities Inspector and schedule a preconstructicn meeting. 3. Notify the Utilities lnapactor ;si 06- 433 -0178 at least 48 hours before starting project site work. 4 Request a Public Works utility inspection at Fast 24 hours in advance by calling 2OG-433 -017 9. 5. The Contractor assumes soie. responsibility rcr worker safety, and damage to structures and improvements resulting from construction operations. 6. The Contractor shat+ have the permits) and conditions, the approved plans, and a current copy of City of Tukwila Infrastructure Design and Construction Standards available at the job site. 7. All work shall conform to these approved drawings. Any changes from the approved plans require pre - approval from the owner, the engineer, and the City of Tukwila. 8. All methods and materials shall meet City of Tukwila Infrastructure Design and Construction Standards, unless otherwise approved by the Public Works Director. 9. Contractor shall maintain a current set of record drawings on -site. 10. Contractor shall provide record drawings prior to project final approval. 11. Contractor shall provide traffic control and street maintenance plan for Public Works Approval before implementation. 2. Ail surveying for public facilities shall be done under the direction of a Washington licensed land surveyor. Vertical datum shall be NAVD 1988. Horizontal datum shall be NAD 83/91. For projects within a flood control zone, the Permittee shall provide conversion calculations to NGVD 1929. 13. The Contractor shall replace, or relocate all signs damaged or removed due to construction, GRAQING AND Ra N CONTROL NOTES 1. The erosion prevention and sediment control (ESC) measures on the approved plans are minimum requirements. 2. Before beginning any construction activities, establish the clearing limits and install construction entrance. 3. Before any around disturbance occurs, all downstream erosion prevention and sediment control measures (ESC) must be constructed and in operation. Install and maintain all ESC measures according to the ESC plan. 4. ESC measures, including all perimeter controls, shall remain in place until final site construction is completed and permanent stabilization is established. 5. From May 1 through September 30, provide temporary and permanent ever measures to protect disturbed areas that will remain unworked for seven days or more. 6. From October 1 through April 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for two day. or more. In addition to cover measures, the Contractor shall: more than 12 • Protect stockpiles and steep cut and fill slopes if unworked for hours. • Stockpile, on site, enough cover materials to cover all disturbed areas. 7. By October 8, seed all areas that will remain unworked during the wet season (October 1 through April 30). Mulch all seeded areas. UTILITY NOTES 1. All trench excavation operations shall meet or exceed all applicable shoring laws for trenches. All trench safety systems shall meet WISHA requirements. 2. Place power, cable, fiber optics, and telephone lines s in a trench with a 5' minimum horizontal separation from other underground utilities. 3. Adjust all manholes, catch basins, and valves in public rights -of -way or easements after asphalt paving. WORK IN RIGHT -0F -WAY 1. When activity is unattended, install a sign with minimum two-inch letters stating Permittee or company name, and day and evening phone numbers. TMC 11.08.140 2. Install barricades, signs, warning lights, and safety devices sufficient to notify public of obstruction or traffic hazard. Devices must remain until the obstruction is cleared and the right -of -way is restored. TMC 11.08.170A. fire fighting 3. Maintain access to fire stations. fire hydrants, fire escapes, and equipment. TMC 11.08.180 4. Maintain access to property adjoining excavation or site work. 5. Preserve and protect all property adjoining excavation or site work. 6. Restore disturbance to private and public property. TMC 11.08.220.D 7 . Disturbance of survey monuments and markers requires the Director's preapproval. A licensed surveyor shall replace disturbed mc-turnents and markers. S. Comply with all state and city laws and procedures to protect public fr: m air. water and noise pollution TMC 11 08.210 9 . r' sidewalk or curb ramp if permanent is Socked. Th1C 1' 220 Install temporary open excavation wh , non steel plat es ramped to e+evator of contigaous ngntt of way surface. TMC 11.08.220 Store aj: stocp:+e material shall be stored in a safe manner tc, votect pcbiic b: CHKD t REVISION Drumm by CAseked t PAVEMENT RESTORATION 1. Compact backfill to compaction of undisturbed ground or compact backfill to meet City standards. 2. Restore pavement to its original condition immediately following backfilling or when concrete is cured. a. Except for winter or other weather conditions which prevent paving, complete paving, resurfacing, or facility replacement : • On principal arterial, major or collector street within 3 calendar days. » On other streets within 7 calendar days For work prevented due to weather,: • Provide a temporary patch. • Provide a construction schedule addressing means and methods to minimize traffic disruption and to complete work as quickly as possible. b. STORM DRAINAGE NOTES 1. All methods and materials shall meet City of Tukwila Infrastructure Design and Construction Standards, and the current King County Surface Water Design Manual, unless otherwise approved. 2. Mark all storm drain inlets with 'Dump No Waste" and either "Drains to Streams ", "Drains to Wetlands ", or "Drains to Groundwater", as applicable. 3. Driveway culverts shall be of sufficient length to provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts shall have beveled end sections that match the side slope. 4. Single family residences constructed on lots created by subdivision must provide s y downspout infiltration shown on the approved plans. 5. Coordinate final stub -out locations with the Utilities Inspector. Provide a wire or other detection device and mark stub -out location with a 5 -foot 2 "x4" stake, buried 4 -feet and labeled "storm' or "drain ". Approved by • SANIT SFii(1ER Q, 1. Allmethods and materials shall meet City at Tukwiia Infra tructure Dosigr► and Construction Standards, unless otherwise approved. 2. The Contractor shall mark the end of the side sewer, inside the property line, with a 4 foot pressure treated 2 x 4, buried in the ground 4 feet. The buried end shall have a 2 x 4 cleat nailed to it to prevent withdrawal of the stake. The exposed 1 -foot shall be painted traffic yellow and the depth to the side sewer or tee shall be indicated in black paint. 1. Install sanitary sewer lines at least 10 feet horizontally, measured edge to edge, from any existing or proposed water supply and at least 18 inches below the bottom of a water line. WATER SUPPLY NOTES 2. The Contractor shall install corporate stops, water service lines, and meters. The City of Tukwila will install the meters. 3. Pressure test all water mains and appurtenances. 4. Flush and disinfect new, cleaned, or repaired water mains. 5. Install restrained joints at all bends, tees, and other direction changes. 6. All water mains shall have a blow -off assembly at low point and an air vacuum relief valve at high point of main. 7. Install fire hydrant assembly so it stands plumb and so that the lowest outlet is at 18" above the finished grade. The assembly shall have a clear zone around hydrant of at least 36' and the pumper port shall face street or fire access. 8. The installer of a fire line backflow prevention device installed outside the building and underground, shall have a Level III certificate of competency or a Level U contractor's certificate of competency. If the installer is different than the backflow prevention designer, then the installer must stamp, sign, and date the plans, in addition to the designer's stamp, signature, and date. 9. Install water mains crossing sewer lines so that the bottom of the water main is at least 18 inches above the top of the sewer. Locate full section of water pipe so that its midpoint is above the sewer pipe at the crossing. This installation may require special structural support for the water and sewer pipe. 10. Install water supply lines at least 10 feet horizontally, measured edge to edge, from any existing or proposed sewer and at least 18 inches above the top of a sewer. R.N, PARNELL COMPANY CiN1L ENG:trEERS- ENGtNEERIPtG MANAGEMENT 4422 187Th Pt.. SE ISSAQUAK. WASHINGTC14 98027 'TEL: ( 425) 643 -3560 • Pam PHAVONG P.O. BOX 68324 SEATTLE, WA NI 68 (206) 242-0685 . r . Of TI MIA OCT -9 203 A hc1 ED p63 WD warm s,17rtc 1 • • • • • •r.. ammo 111 • 044, oPec4C miniztvAi. • • y "f A • • • • • • ,. • • • • • • • anA Fftei bidArti • 0 • • /2 /e /2 a +104nA; ptqM rb 6" nave* COnnpc^! 4i0tr 1..0 2.1c MAMA' • 1 1-..1 A t__. SEPARATE PERMIT REQUIRED FOR: VMECHANICAL ELECTRICAL PLUMBING GAS PIPING • I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractors copy of approved plans acknowledged. • • CITY OF TUKYVILA BUILDING DIVISION [ EFT s/1l • • • • FILE COPY • • • • • • • • • • • 1 • •••• •••••••• r Y.. • .. • F,. ^'••••••►.•`<,i"• •f•/ •' - •••► rM • . I • • • F�k'. vE.1•/ No_ __CHANGES I NIALL ia.. _136 IbinuE To THE at;OPE OF WORK ImmouT PR/OR il"3£PROVAL OF TUKWInEounriA BUILDING suswrr Olvit? N. f • RECEIVED CITY OF TUKWILA JUL 0 2 1003 PERMIT CENTER • • S• • SHEET 4 • kJ Z Cr) O 14J 5 / rA "I te) z • • • • • • F • • • • • • • • . • • • • • • • • • 1, • eine • . • • w • • • •• • • • • A 1. A • • • • 11 • t • • rz • gI •• •• • • • • . 4._;sedme: • • • • • • a • • • • •• • • • • Ez2a4L-Ly • • • seiva*7 sizxds. w/o • • • • • • • NI • • • • . • • • . • • • • 4 '• 1 ••• • y C 4V y Li. • • a • • • 1.14^0 PLAHV - 511>1042 1-\-1/ iiv" 1 c ' /1.y p1. 1 .11 co&k 1iZ r'1 • • • • e • • • • • • • • • • • • w••• • • • • km � o 14,) one 14.1 4 t oils • 1 • • ■ • • SHEET :. fl -2 J CITY RECEIVED TUK W/IA JUI. 0 22wj3 . PERM CENTER • • • • • • J • 14- z I II 1 2-X2 NA I LLR. 1 1 - c7opG . 41.45 14)/ lv x b 10/ i o grz,1 ra DvEQ. IP MIL-. Pot"( ` /AFtr_ 134FRJ e..oMPaLTF-L FILL N IL 1/4" 0" I 11 04 ANC sag a,l 6.oMPGGTp2 FILL )(I i i it I II Z - O F 747 Pr47. X �.b►ST I '� 7 o, 8 �. lc e • rr , crpli* I rtu. Friusixf. ipgA1 -1 TO k.7 T .fzIo 4r4 Foccs I s I ►� 17- Go N C. FTC .' 4la FL. It. M t TL . "TC) ES. SCpo ED '�TG� I- t../ � � f F 0 J P LA IJ gun 4Ni4f PLANE Z �, P�, .------ 170 C i I 11 2 i J 414 -e&h VIpDV'L. V4LL4Ve4 Gov wava,fm. eqedi ! $M4 k'tfDr »4* kg *t 5116 aft Cvw4444ry ut614,41M yu • k eeh itveIi4,fien 4&4 )4i4oc, 4'' c bwomiesql • 7,1 = N I q.. RECEIVED (Try OF TUKWII A :itii 022003 PERMIT CENTER 0 9 40 I SHEET A •3 d • moo .111111. 1+ 406 50 56 F 1 < J 4 11 1 11 1 1 I 1 -4 1 3 3 I 1'1. • 2.F. (ti) Dial. tzM. 1 1 =X FAN + W goo cFt Qi -2 V, T. O,S • .3t) w S N P , • - t r 2 1O5 1 1/4" ei 1' " w • ,aa I A IL • 1 1I _- 1_D MOO WINO 611 LA ps . " i:J • T . • 1 . ,I • • • 6 - 4 • b 0.5 0 F! FLOOR PLAN xo 4 i t > L..I V. fz 1. "t 1 FX 1Z 8� n 0 ' 0 r Ammo to 1 WO 06 4c.g..A I 41.. rLeorz. 1,111 .5.F 1 11 0 2 4 .A t1 �I ; $.F • 4- • 4 3 Y Ste 5he.et 54- .,y �ih[2tiivto�. dre o^L. 1 5. 1 7 419 3 .4249e) • RECEIVED CITY OF TUKWI JUL 0 E 2� PERMIT CENTE 6.1i.46 406 6.F.4? 1 L. fqt Lb. SHEET A -4 • • ' oT • , N Y • 4 '•#ACNI.prr.■•■■••P •M.t :...[- s.y�.t7it. M �•�s,: J r..•Mv.4M. M'i..' A p 40 1 J 2Y1 11 nhli • J s 0 «.9 r `ir s It 0 lb ��.� • J C- r r 1 1 r Y4 4: I i 4e • if 1 5 ID X1257 FL2R FAMi1•1 7 44- N g¢¢, 34t4 5-!Z i'"K navi RECEIVED CITY OF TUKWILA JUL 0 2 1 PERMIT CENTEF w ,. • .. .. ,N :.geg• */►. *Aim../.'::...+ .4*** .0....* WyV.nL*... ,.J .rIA/•�1. ; V � •Z g `r 144 A. ( ar. 2 V 1 1 SHEET A-5 _ • r • r .r 0 • • .411'. ir.r+•.I r Zap L FR4I'1IM G v . 0 " K 4Th et I tL _ ■••■•.....- ■■■•■■; 2X i r�l (imP a [)6) 14071x RECEIVED CITY OF TUKWILA JUL 0 Z 2003 PERMIT CENTER yam '..Y_ • *Ai. .;,y • . -.Le." .`w Nc -ifi 4M.MCf. .►.L v-. b .-, e r...... 6.) 14J ‘ p04. tir e) 2 1 ° 9 rn surer A -6 4 1 WIMP 9 TAN Q, 1\ IA N 4 • 0 14 7 1 ECeR 6g. 4 10- al ice," X II ' 4.1/2.!' F UT 1 L. 50 M Z cipt c. oti L t 1 t 13 -4 /2. X 11 L4 • 2.450 S H. r i ,r Z ,.d 2 S. 0. T. dommil -1 ve.t.vr so 30 3C x0 s E Pi . T. 0 0 1 4: I 10 1 LDPE% r \ 11) 14 10 X I Z L 10 /i 11 11 - E.6 ASS 3050 S H 7, 11 c a io > 00 IZ- I 11 S8 0 t IP _ t41 . t5,1 •r U 1 40410 FX i O II Z3 . Z°D FLOOR pLi&kt 1 11 -4 ATH V T05 .3 I CI �• f 11 45 NWit. ef..17R4t-A I7- X 0 4 I /z.' it 4J\ n, 131 r. s~ 1■4 WNW Cirf K�jgpfEO act - s 2E03 #4S ViOltD RECEIVED CITY OF TUKWILA JUL 0 2 2003 PERMIT CENTER • •'8!. q., _ ,,.•.�.,,• M �Y1Mr+/�M,.,�.+N� rwr•1.,.wns.M ..•.N....+�t r .r:?/Rtll. p 00 m • • 0 - 2X4 0.F Z PACT 1U. @ '24 0,G.TYP.) 11 1 3 0.0. o W , 2 R 4 1 4 1 1 RooF FRL*iIkJ6 FLAQ. Oct COMMON AT 6" o/c Ir= " CCX iPTS. PLY. AT EXPOSED EAVES 2x4 Q 24 11 e.c. i xe FASCIA FAeCI4 c,UTTER ,m" MARDI • scFFIT iw/ COW'. SCREE/4WD DTI NO SIDING AS SHOWN ON THE ELEVATIONS NTS. SEE PLAN OVEANG AT EAVE PR6v112E ATiG 4r.40 50Frrr vs.t(II,fiTioNl Eq,IAL T o %l ( ;oi4 IF 'tz1-416µ • VLOLL) OF G6,1 LI 14 c ,Qr¢.= MANUFACTURED TRUeeEB • 24" o/c 1 • 2x4 dLK'G BY ?RUbs MANUFACTURER 2x4 bCREENED VENT BLOCK EVERY 3rd BAY DY ?BLISS MANUFACTURER INBULAT ION /BAPPLE t /3 CLG. WARD O�z " GUS 14-1 SEISMIC TIES • 24" o/c DBL. TOP PLAT! 2x6 STUD • 16" o/c /2" GUM CITY p OMED OCT -9 2003 �S NUCED RECEIVED 1 TY OF TUKWILA JUG 0 2 2OO; PERMIT CENTER 2 6 ft I14 O ft 1141 ;CAft 2 U r SHEET A -s .ter •=1• ••••••• ..w mongol -I w MM." ollmo. V a.. ••••=1 OMD MIMI r m ... .. ... Ore AMID MIMED 0111111 •nor ems - maw ..? .g• ea koo! r dp // ••• O.C. g oviwz. PreA/y /MS,' z w 6 4 Z , le / z f VW/4 VW/44 ieolocraz. C� 4c/ OA.. ,..d/ 'G04.1.-i42 7"/ES . . 4 , 4e.. eV/4)t' ;ivG, 7;I/is @ 24541'04., G► /2A,E.2 7,2.Qss ---.- .l •4 $- dr Agar '~ >ekC . .4. 2./ . .//rk?...Z..e2RfAC).) • .. • • a -m9 C.dzw e. .''Si' /.ice w • • • 1:8 • • • • i t* JL* `.rlA'.••gt • dr ~4444 45 r de PavaiiiP.cuirad. CdNc. Arr ,Or.sotte-dr• • • • t /Z .erryIa v49-iv,- &.avr. J 4Ctil 'hill, c P" ,4ey�„ I ,4 • 7- siz, /, 406,Atas /dr .4.0. "nuke /Iv • tcv...er , EtJ(9. 7 2t./ss :s e .24 .. • • • I. • 24/4 oz / %3i os), /.r• ,2.••. 40 .s ell ..=•or '' o. 14•vr /da PsWIP• P,dorAgs r-►ryvovs- • lNSUL Owl t∎4D T To 5 c.�► L� • ti 4,01 ✓.?:r.41 *.. . ,uyc. . ie- /v''d,.) (1)/1/1/ 111 .1TY OF T I CK UL 0 2 PERMIT CENtEk • in A 2003 s• SHEET �t - a •••• „y„ • •_ N .'. dt FLq S/ON� 2 3 41 1 1 u3 [EXPIRES a2 - Grt- o ff/ "0x10 " ©48" LANSBURG 1" fa x 10"©36" 0 1 Iw�x1O12 W SCALE: • 1/4 " =1' -0" DATE: 6 -22 -03 REVISIONS: © 6 -23 -03 1 JTF Pa Pa I I Project No. 324 S 1 . CHORBOLTS AT SHEARWALLS MARK MAX. O.C. SPACING "0x10 " ©48" 1" fa x 10"©36" 0 1 Iw�x1O12 r LEGEND: WM22a2a2 <D„ DENOTES INTERIOR BEARING WALL. DENOTES SHEARWALL. SHEARWALL DESIGNATION w/ MINIMUM LENGTH. HOLDOWN DESIGNATION. €°) 11@).. • .....• . 11(C1C11 ...MI. ANN •••••••••••■• FOUNDATION NOTES: 1. SEE SHEET S5 FOR SHEARWALL SCHEDULE 2. SEE TYPICAL SHEAR TRANSFER DETAILS AT FOUNDATION 3. ALL DETAILS INCLUDED ON STRUCTURAL SHEETS APPLY TO THIS PROJECT AND SHALL BE CONSTRUCTED AS NECESSARY. 1 �I I I FULL - HEIGHT RETAINING WALL, TYP. L S6 FULL- HEIGHT I RETAINING WALL, TYP. L C4.5 COUNTER - r '- J— — WEI GHT FT'G, I SEE DETAIL 6 /S6 I 1 1 I L 1 1 I i a --1 L -...J • C4.5 COUNTER - WEIGHT FT'G, I SEE DETAIL 6/S6 L _ . _.._ r ;Y: ti 1 L i.. r - -i I U I L_ 4" THICK SLAB ON GRADE OVER 4" MIN. COMPACTED FILL 24" x 24" x 12" 1 CONC. FTG w/ � 1j (2)#4E.W. STEP RETAINING WALL DOWN AS REQUIRED FULL- HEIGHT 1RETAI NI NG WALL, TYP. r i J FOUNDATION PLAN r. I 03 I c)(4•zo 18" x 18" x 18" CONC. FrG w/ r (2) #4 E.W. & I I SIMPSON �- --1 PB44TYP DECK. THESE HOLDOWNS ALIGN WITH THE ENDS OF SHEARWALLS ABOVE. I 0 18'-4" L I a s ; 48 "x48 "X15" I CONC. FTG w/ (5) #4 E.W. & ' SIMPSON I CBQ66 -DSD2 STEP RETAINING WALL DOWN AS REQUIRED (r) 22" 1 36" x 36" x 12" I CONC. FTG w/ (4)#4E.W. • A 'S S 4 t.. Cri Of 10 lectO OCT ' 9 no PS Witt) RECEIVED CITY OF TUKWILA JUL 02 2003 PERMIT CENTER Do34-2.09 Cleo *€th ipse4iti rere4 4oy 4104440 0h 11014fe-41 • LL 'SO 111051ilstki a5 tr twAke �u l iai 4a;(4 I-1 61 . yoa3- • ,...: _p., .www.•.+7K•.'...,, . , .,•7-- ..110116 R ....ry.. w... W.Mwle.... or" df.. 6,4 I. FL 44, 4 4 . IZ . . * % W y r i ip 3907 qt4 siONAL OA v 4 /2, 5 / 0 , [EXPIRES /2.0q- p Li j i Fl rTMr: SCALE: 1/4 "= 1' -0 " DATE: 6 -22 -03 REVISIONS: A 6-23 -03 J r PAI VA I Project No. 324 S2 1 I LEGEND: 1222a=22 DENOTES INTERIOR BEARING WALL DENOTES SHEARWALL. SHEARWALL DESIGNATION w/ MINIMUM LENGTH. HOLDOWN DESIGNATION. • FRAMING NOTES: THE FOLLOWING NOTES ARE ALL TYPICAL UNLESS NOTED OTHERWISE ON PLAN: 1. ALL EXTERIOR WALLS TO BE 2 x 6 STUDS © 16" O.C. 2. ALL INTERIOR WALLS TO BE 2 x 4 STUDS © 16" O.C. 3. WINDOW AND DOOR HEADERS TO BE 4 x 8 HEM -FIR #2. 4. ASSUME A MIN. OF (1) 2 x 4 STUD AS BEAM AND HEADER SUPPORTS AT THIS PLAN. 5. ASSUME 2 x 10 FLOOR JOISTS ! 16" O.C. 6. ALL WOOD BEAMS TO HAVE (2) SIMPSON A35 FRAMING ANCHORS (1 EACH SIDE) AT EACH END OF BEAM TO POST OR DOUBLE TOP PLATE BELOW w/ MAX NAILING. 7. ALL DBL. AND TRIPLE 2x MEMBERS TO BE CONNECTED w! 3 ROWS 16d NAILS 0 16'0.C. 8. SEE SHEET S FOR SHEARWALL SCHEDULE 9. HOLDOWNS INDICATED ON THIS PLAN ARE AT THE LOWER FLOOR LEVEL. 10. SEE TYPICAL SHEAR TRANSFER DETAILS CROSSING FLOOR. 11. ALL DETAILS INCLUDED ON STRUCTURAL SHEETS APPLY TO THIS PROJECT AND SHALL BE CONSTRUCTED AS NECESSARY. cy cF)) €;) ALL HANGERS SPECIFIED TO BE SIMPSON OR EQUIVALENT NP, o 13)2x 10BM. :- 4-i- i LUS28 TYP a •r ••. weal* imam J 1' 12'-10" 3x STUDS SHEATHING JOINTS. j .._...f f 11 I I / OPEN TO BELOW 1 ....•. .... ..... WOMMENNWO L 1M11111011•11111 war OS �, (DBL.) 2 x_10_ 111 r • Ii .•• ••• 1 »J L.J L..: )2 .4 OST 4 x 8 P.T. DECK BM. L.., L • MAIN FLOOR FRAMING PLAN • 4x4P.T. POST w/ SIMPSON AC4 CAP (ACE4 © ENDS) & PB44 ••• BASE TYP © DECK. I THESE HOLDOWNS ALIGN WITH THE ENDS OF SHEARWALLS ABOVE. r x 8 F.T. DECK L =DG ttR L2 � „5 1t4” x , 11 L I/4" PSL.2.Q BM 7 1 L,J I -`T - 1 04)4 ..f ¶td O k45 ttA 0� Z N� CO (a) i PHD5 co 2x 10 o f E _ x Vitt glE o . co z �a DBL.L 2 x` ..... 2 , -7 " 3x STUDS © 554" SHEATHING . JOINTS. 22" 3x STUDS ft SHEATHING JOINTS. A y 1)t: 22" 3x STUDS© SHEATHING 4. JOINTS. t S 1 . CITY RECEIVE JUL 0 2 2003 PERMIT CENTER • LEGEND: DENOTES INTERIOR BEARING WALL. DENOTES SHEARWALL. SHEARWALL DESIGNATION w! MINIMUM LENGTH. HOLDOWN DESIGNATION. FRAMING NOTES: THE FOLLOWING NOTES ARE ALL TYPICAL UNLESS NOTED OTHERWISE ON PLAN: 1 ALL EXTERIOR WALLS TO BE 2 x 6 STUDS 16" O.C. 2. ALL INTERIOR WALLS TO BE 2 x 4 STUDS © 16" O C. 3. WINDOW AND DOOR HEADERS TO BE 4 x 8 HEM -FIR #2. 4. ASSUME A MIN. OF (1) 2 x 4 STUD AS BEAM AND HEADER SUPPORTS AT THIS PLAN. 5. ASSUME 2 x 10 FLOOR JOISTS ! 16" O.C. 6. ALL WOOD BEAMS TO HAVE (2) SIMPSON A35 FRAMING ANCHORS (1 EACH SIDE) AT EACH END OF BEAM TO POST OR DOUBLE TOP PLATE BELOW w! MAX. NAILING. 7. ALL DBL. AND TRIPLE 2x MEMBERS TO BE CONNECTED wl 3 ROWS 16d NAILS © 16" O.C. 8. SEE SHEET S FOR SHEARWALL SCHEDULE. 9. HOLDOWNS INDICATED ON THIS PLAN ARE AT THE MAIN FLOOR LEVEL. 10. SEE TYPICAL SHEAR TRANSFER DETAILS CROSSING FLOOR. 11. ALL DETAILS INCLUDED ON STRUCTURAL SHEETS APPLY TO THIS PROJECT AND SHALL BE CONSTRUCTED AS NECESSARY. IT__ �M► c�> (q” ALL HANGERS SPECIFIED TO BE SIMPSON OR EQUIVALENT (2)2 RIM JST. • /4/01//'4".0' Ta� 'I � ► \sa (DBL.) 2 x 10 COLLECTOR (OFFSET TO ALIGN WITH HGA10) 8'-2" 3 1 /8" x 9" GLB HDR. r. w. •••••■••••••••• ■ ••• ••• ••••1 1 1 1 • • • - LUS28 31 TYP. •18' =10" MST37 I U' SIt+APSCIN (DBL.) .COI TQ DBE.. T SIMILAR t CO '. ; CD' `. r OPEN TO ESELOW I 3 D BL. ,2' 10 r x co ...OWN 9.. .10M. *OWN ... 4' -2" 3' -7N 2 R. r 10. HDR. iL LUS28 TYP 1/8" 9" t LB HJ R. 9' 0" MINNIMIND i i Z-7" i MST3TO MST37 MST37, MST37, MST37 UPPER FLOOR FRAMING PLAN � 9 13 ocil -10 w° 100 4' -7" Q ' -5 " 4 ' -3 ,. CITY ECEI VED OF TUKWILA JUL 0 Z Y003 PERMIT CENT • , (EXPIRES 1 2 . - 0 / - 0 1 -1 r SCALE: 1/4 " =1' -0" DATE: 6 -22 -03 REVISIONS: Project No. 324 S3 1. FLA o fWASy i J % C •. 4 39072 JONAL' 4( I Vo) [EXPIRES 0y F. TT IU C. SCALE: . 1/4"=1:-0" DATE: 6 -22 -03 REVISIONS: & i A\ avoi lomE Project No. 324 S4 1 LEGEND: ==ZEZZMI DENOTES INTERIOR BEARING WALL DENOTES SHEARWALL. SHEARWALL DESIGNATION w/ O # MINIMUM LENGTH Q# HOEDOWN DESIGNATION. MING NOTES: THE FOLLOWING NOTES ARE ALL TYPICAL UNLESS NOTED OTHERWISE ON PLAN: 1. ALL EXTERIOR WALLS TO BE 2 x 6 STUDS © 16" O.C. 2. ALL INTERIOR WALLS TO BE 2 x 4 STUDS © 16" O.C. 3. DOW AND DOOR HEADERS TO BE 4 x 8 HEM -FIR #2. 4. JME A MIN. OF (1) 2 x 4 STUD AS BEAM AND HEADER SUPPORTS AT THIS PLAN. 5. ASSUME ENGINEERED TRUSSES BY OTHERS c 24" O.C. 6. ALL WOOD BEAMS TO HAVE (2) SIMPSON A35 FRAMING ANCHORS H SIDE) AT EACH END OF BEAM TO POST OR DOUBLE TOP PLATE BELOW w' MAX NAILING. 7. ALL DBL. AND TRIPLE 2x MEMBERS TO BE CONNECTED wt3 ROWS 16d NAILS 16" O.C. 6 SEE SHEET S FOR SHEARWALL SCHEDULE 9. HOLDOWNS INDICATED ON THIS PLAN ARE AT THE UPPER FLOOR LEVEL. 10. SEE TYPICAL SHEAR TRANSFER DETAILS AT EAVE AND FLOOR. 11. ALL DETAILS INCLUDED ON STRUCTURAL SHEETS APPLY TO THIS PROJECT AND SHALL BE CONSTRUCTED AS NECESSARY e ., c tN ALL HANGERS SPECIFIED TO BE SIMPSON OR EQUIVALENT ,- i i i _1 GIRDER TRUSS •• •...• •••• ... •.r .•.• w I . 87 4 1 SIMP 3ON HGA10 I FROM EA. END OF GIRDER TRUSS 10 DBL. TOP LATE, SEE DETAIL. r 1 - - - - ;� .•.••• • M••••••• w■•.M..MM•.N• 0 j w ROOF FRAMING NOTES: 1. ASSUME ENGINEERED TRUSSES BY OTHERS (de 24" O.C.. 2 PROVIDE SIMPSON H2.5 TIES AT EACH RAFTER, HIP, AND VALLEY TO WALL BELOW. 3. ROOF DIAPHRAGM NAILING: 8d © 6" O.C. INTO TRUSSES AND BIRD - BLOCKING. i (c I SIMPSON HGA H 0 F GIRDER TRUS T9 DBL. TO PLATE, SE ' ETAIL. L T RIDGE ROOF FRAMING PLAN t Ii 2 X 4 ROOF OVERFRAMING, SUPPORTED © 24" O.C. TO TRUSSES BELOW. COMPLETELY SHEATH UNDERLYING ROOF DIAPHRAGM PRIOR TO OVERFRAMING. 8'-8" a ��uco u OCT -9 2003 u Nolo CIT YOFETUKWILA JUL 02 2003 PERMIT CENTER SHEARWALL SCHEDULE - WASHINGTON ZONE 3 MARK SHEATHING SIDE STUDS/ � BLCKG ° BOTTOM PLATE SILL PLATE EDGE NAIUNG BOTTOM PLATE NAILING SILL PLATE ANCHOR BOLTS LTP4 0 CAPACITY (pit) 0 1/r CDX ONE Dc 2x ac 8d 0 A' 16d 0 6' 5/8• Q 48r 24• 26J 0 1 /2' cm ONE 2c 2x ac 80 0 3' 18c103' S/8' 036- 20' 350 0 1!2' CDX ONE ax 2tt 1x 8d 0 2' 18d 0 2' 5/8' Q 1? 16' 470 � GENERAL NOTES 1. VERIFICATION. The Contractor shall verify all dimensions with on -site conditions and drawings of others before commencing. 2. )N: The Contractor and his subcontractors shall determine precise locations of structural elements such as holdown embedments, ms, and columns before construction begins. 3. STS: Notes and details on the drawings take precendence over the general notes and typical details in case of conflict. 4. SIMILAR WORK: Where details are not specifically shown, construction shall follow typical details for similar conditions, subject to review by the architect or engineer. 6. SUBSTITUTIONS: Provide manufacturer's approved product evaluation reports 30 Reports) and a list of all proposed substitutions to the engineer for review and written approval before fabrication. 6. IONS: Shop drawings, including sealed calculations, shall be submitted or the following items: o Glued-laminated wood members o Prefabricated floor and roof joists/trusses 7. EXCAVATIONS: Locate and protect underground or concealed conduit, plumbing or other utilities where new work is being performed. 6. RUCTION LOADS: Materials shall be evenly distributed if placed on framed floors or roofs. Loads shall not exceed the allowable loading for the Ling members and their connections. 9. RUCTIUN METHODS AND PROJECT SAFETY: The contract drawings and specifications represent the finished structure and do not indicate methods, procedures or sequence of construction. Take necessary precautions to maintain and insure the integrity of the structure during construction. The Contractor is responsible for adequate bracing of the structure and parts thereof for wind, earthquake and construction forces until all structural components are permanently connected. Neither the owner nor architect/engineer will enforce safety measures or regulations. Contractor design, shall construct and maintain all safety devices, including shoring, scaffolding, formwork and bracing, and shall be solely responsible for conforming to all local, state and federal safety and health standards, laws and :ions. CODES: All work shall conform to U.B.C. 1997. DESIGN LOADS 1. Wind: 0 80 mph, Exposure B, using the Normal Force Method 2. Seismic o Zone 3, Base Shear Factor: 0.164W (Ultimate, Factored), 0.117 (Working, Unfactored) 3. Dead, Live, & Snow Loading Criteria O 40 psf floor live O 12 psf floor dead O 25 psf snow Q 15 psf roof dead FOUNDATIONS 1. Foundations are proportioned for a maximum bearing pressure of 1500 PSF. 2. Footings shall be constructed on undisturbed soil. Any overexcavation shall be backfilled with granular material compacted to 95 % ASTM D-698 maximum dry density. Base of footings shall be a minimum of 18 inches below finished grade and a minimum of 12 inches below existing grade. 3. Provide 1/2-inch diameter x 10 inches long anchor bolts for walls within 12 inches of all corners and ends, and spaced at 72 inches maximum between, unless shown otherwise. 4. Provide 4 inches min. compacted sand or crushed rock sub -base under slabs on grade. 5. Refer to shear wall drawings for special hold- downs, if any. These shall be cast into the footings unless permission is obtained from the Engineer for drilled and epoxied systems. Note that this requires coordination with the location of studs in the walls above. CONCRETE 1. Foundation and slab -on -grade concrete shall develop a minimum 28-day compressive strength F'c = 2500 psi with 4 % to 6% air entrainment if exposed. 2. Concrete work shall conform to ACI Manual of Concrete Practice, 1993 Edition. Follow ACI 306R -88 when pouring concrete in cold weather. REINFORCING STEEL 1. All reinforcing steel (rebar) shall conform to UBC 1903.5.3 Grade 60. 2. Continuous horizontal bars shall be lapped 2'-6" minimum, embedded 2'-6" into adjacent footings, and spliced around corners. 3. Welded wire fabric shall conform to ASTM 185, and shall be chaired for 1.5 inches cover to top of slab. . 4. All rebar shall be fabricated and placed in accordance with ACI Detailing Manual 315. SHEATHING PANELS (SEE SCHEDULE) BOTTOM PLATE 'HOLDOWNS @ ..../ ENDS OF WALL (SEE HOLDOWN SCHEDULE) u 1L' JL *"SHEARWALL TYPE "C' REQUIRES A MINIMUM OF ONE SINGLE 3' NOMINAL (3X) STUD AT SHEATHING JOINTS PER UBC 23- II -II -1 NOTE 3. DOUBLE 2X MEMBERS ARE NO AN ACCEPTABLE SUBSTITUTE. SHEARWALL SCHEDULE SEE PLANS FOR MIN. LENGTH ANCHOR BOLTS, 10' LONG W/ 2' X 7X3116' PLATE WASHERS ILL PLATE (SEE (SEE SCHEDULE FOR SPACING) SCHEDULE) SHEAR WALL DETAIL BLOCK ALL UNSUPPORTED EDGES (NOT REQUIRED FOR GWB SHEARWALLS) ND STUDS AS ,REQUIRED BY HOLDOWN 5/8" FOR TYPE C 3/8" FOR TYPE A & B t SHEATHING JOINT SEE SCHEDULE FOR EDGE NAIUNG NTERMEDIATE 2X STUDS w/ NAILS 0 12• O.C. STUD OR BLOCKING: (SEE SCHEDULE FOR SIZE) 1. All exterior walls 8 roof shall be sheathed with 1/2" COX or 7/16" OSB and nailed 8d 0 8" edges, 8d0 1? field. 2. 7/18" APA-Rated OSB is an acceptable substitute for 1/7' COX. 3. 1/2' 1 anchor bolts 0 8 o.c. except as noted. 4. Foundation vents are acceptable under shearwal types 'A' a B. Anchor bogs shall be placed 3" clear of foundation vents. Any two adjacent vents must have at lease 17 of concrete between. Anchor bok spacing may vary, but scheduled average spacing must be maintained. 5. Foundation vents are not allowed under shearwsl type "C. 6 Studs and blocking shall be specified size at al sheathing panel joints, others may be 2x studs and blocking. 7. 8d nails shall be 0.131 dis. x 2 112" common wire or gatvan¢ed box (hot - dipped or tumbled) nails. 5. Cover to rebar from concrete surfaces shall be as follows except where shown otherwise: O From bottom of footing 3" + or -1/2" O From earth face of wall 1 1/2" + or -1/4" O From open face of wall 1" + or - 1/4" o Columns 1 1/2" to ties PREFABRICATED ROOF AND FLOOR TRUSSES 1. Trusses /joists shall be designed for dead loads, live loads as listed above, Including snowdrift if appropriate, and other concentrated loads from shear walls shown on the drawings. 2. The manufacturer shall supply all blocking, stiffeners, bridging, etc., for a complete structural system. GLUED LAMINATED MEMBERS 1. All glued - laminated members shall be Douglas Fir 2400 Fb bending stress, Combination 24 -F -V4 for simple spans, 24 -F -V8 for cantilevers, DF /DF, Visually Graded Western Species as listed in 1991 NDS Tables 5A, 5B, and 6C. 2. Members called out as Micro -lams shall be documented by ICBO reports confirming design stresses Fb = 2600 psi, Fv = 285 psi and E =1900000 psi. 3. Members called out as Parallams shall be documented by ICBO reports confirming design stresses Fb = 2900 psi, Fv = 285 psi and E = 2000000 psi WOOD FRAMING . 1. All framing lumber shall be western woods graded to Standard Western Lumber Grading Rules. 2. Use the following grades unless noted otherwise: �o Studs Hem -Fir No. 2 Fb = 850 psi, Fc = 1250 psi Q Floor, roof joists Hem -Fir No. 2 Fb = 850 psi o Beams 4x . . Hem -Fir No. 2 Fb = 850 psi o Beams 6x Hem -Fir No. 2 Fb = 675 psi o Posts 6x, 8x • DF/L No. 1 Fc = 1200 psi 3. Structural drawings show plywood shear walls, and minimum plywood, nailing, end holdown and anchor bolt requirements, if any. Nail exterior plywood walls 8d at 6 inches edges, 8d at 12 inches field, unless shown otherwise. . 4. Nail roof sheathing 8d at 6 inches edges including bird - blocking, 8d at 12 inches field, and floor sheathing 10d at 6 inches edges, 10d at 12 inches field, unless shown otherwise. 5. Nailing shall follow UBC Table 23 -II -B1 except as above or shown otherwise. Wall top plates shall be lapped 36 inches minimum and nailed (6) -16d each side of the top plate joint. HOLDOWN 6/8 "0 A36 THREADED ROD foundation, offset to align with end of shearwall above. 5/8 "0 A36 THREADED ROD foundation, offset to align with end of shearwall above. 718 "0 A36 THREADED ROD foundation, offset to align with end of shearwall above. 7!8 "0 A36 THREADED ROD foundation offset to align with end of shearwall above. 7/8 "0 A36 THREADED ROD foundation offset to align with end of shearwall above. HOLDOWN SCHEDULT 6. Simpson connector designations are used. Other connectors with ICBO equivalency may be used. SPECIAL INSPECTION /INSPECTOR REQUIREMENTS (UBC 1701) REQUIREMENTS FOR SPECIAL INSPECTION: 1. SPECIAL INSPECTOR: Employed by the Owner (UBC 1701.1). 2. REPORTS: Submitted to the Building Official and Jeffrey T. Flansburg, Consulting Engineer. All discrepancies shall be brought to the immediate attention of the contractor for correction; then, if not corrected, to the building official and Jeffrey T. Flansburg, Consulting Engineer (UBC 1701.3). 3. The Special Inspection is to be continuous during the performance of the work unless otherwise specified. 4. CERTIFICATION: Inspector must be certified by the Building Official to perform the types of inspections specified. SUMMARY OF STRUCTURAL CONTINUOUS AND PERIODIC SPECIAL INSPECTIONS The construction inspections listed are in addition to the inspections required by UBC section 108. Special Inspection is not a substitute for inspection by the Building Official. Specially inspected work that is installed or covered without the approval of the Building Official and the Special Inspector is subject to removal or exposure. 1. RESPONSIBILITY: It is the responsibility of the General Contractor to inform the Special Inspector or Inspection Agency with adequate lead -time prior to performing any work that requires Special Inspection. 2. SPECIAL INSPECTIONS: . a. None required. . . SPECIAL STRUCTURAL OBSERVATIONS JEFFREY T. FLANSBURG, CONSULTING ENGINEER (UBC 1702) 1. NOTIFICATION: 48 hours before observation. Delinquent notification may require demolition of covering materials to facilitate observation. 2. OBSERVATIONS BY JEFFREY T. FLANSBURG, CONSULTING ENGINEER: r a. None required. - 3. WRITTEN STATEMENT (UBC 1702.4): Jeffrey T. Flansburg, Consulting Engineer will submit to the Building Official a written statement that the site visits have been made and identifying any reported deficiencies which, to the best of our knowledge, have not been resolved. Minimum Concrete Wall Thickness (# 1 - 7): 6" w/ NUT embedded 10" into concrete Simpson PHD2 on double stud at w/ NUT embedded 10" into concrete Simpson PHD5 on double stud at w/ NUT embedded 15" into concrete Simpson PHD6 on double stud at w! NUT embedded 15" into concrete Simpson PHD8 on double stud at w/ NUT embedded 17" into concrete Simpson HDQ8 on double stud at 7!8 "0 A36 THREADED ROD w! NUT embedded to 3" from bottom of concrete foundation (21" min.), offset to align with Simpson HD10A on 4x stud at end of shearwall above. (8" min. conc. wall thickness) 1"0 A36 THREADED ROD w/ NUT embedded to 3" from bottom of concrete foundation ( 21" min.), offset to align with Simpson HD14A on 6x stud at end of shearwall above. (8" min. conc. wall thickness) Simpson MST37 from double stud or beam below to double stud at end of shearwall above. Simpson MST48 from double stud or beam below to double stud at end of shearwall above. Simpson MST60 from double stud or beam below to double stud at end of shearwall above. Simpson MST72 from double stud or beam below to double stud at end of shearwall above. 3610 4685 CITY RECEIVED JUL 02 2003 PERMIT CENTER (33 zia 9540 13380 ALLOWABLE ..'; LOAD (Ib. ) : . 6" n/a Q1YTUKA 5860 OCT - 9 2003 6730 AS NUitD ° "" l ' a ffirSFAMFA - 45 -- 8325 1905 3135 4785 5800 :...�.. f� aAbP1616..04 r • HOLDOWN TYPE SIMPSON MODEL # No. OF SIMPSON SDS 1/4X3 WOOD SCREWS THREADED I ROD MIN. ROD EMBEDMENT IN CONCRETE :D PHD2 10 ! 5/8" 10" 02 PHD5 14 5/8" 10" �3 PHD6 18 7/8" 15" C3 , PHD8 I 24 f 7/8" 15" c:1 HDQ8 20 7/8" 17' HOEDOWN MARK ► SIMPSON STRAP TIE 16d COMMON NAILS @ EACH END (MIN. # ABOVE AND BELOW GAP) ALLOWABLE LOAD �8 MST37 10 1905 C1.5 MST48 _ 16 ► M 3135 10 MST60 23 4785 11 MST72 28 0 6800 I FOOTING MARK 'B. DIM. j 'N' REBAR UPLIFT ALLOW (LB.) __. C1 12" 2 200 C1.5 18" 2 450 C2 24" 2 800 C2.5 30" 3 1250 C3 , 36" 3 1800 C3.5 42' 4 2450 C4 48" 4 3200 C4.5 52" 5 4050 C5 60" 6 5000 C5.5 66" 6 1 6050 C6 77 7 7200 � •B T . ' •b' 'c' 'd, 4' 3 i6" 10" § 9i9 1Q " 18" 18" 5' i6 " 10" .. 10,, 10" ... 18" 18" 6' 6" 10, . -.. 18" 15" 7' 12" 10" 16" 18" 15,E 8' 12" 10" 16" E" 15" 9' 18" 12" 22" 9" 9" 10 18" 12" 22" 6" 9" NO. OF FLOORS SUPPORTED H B 1 6" 17' 2 T' 15" 3 8 ., 1 b •, NO. OF FLOORS SUPPORTED ' T H ! B 1 fi' 6" 12" 2 8" T' 15" 3 . 10" _ 8" _ 18" r _ 1 — FULL BLOCKING «din BACKFILL GRADE # 4 @ 'c' O.C. . ' 4 @'d'O.C. DRAIN AND GRANULAR FILL WRAP DRAINAGE LAYER W/ AMOCO 4545 GEOTEXTILE PHD & HDQ HOLDOWN DETAIL #4 HORIZ. 12" O.C. #4 VERT. 18" O.C. (OMIT FOR H=4',5') 4" MIN. OF 1" MINUS CRUSHED ROCK COMPACTED BASE RETAINING WALL SCHEDULE DBL STUD AT END OF SHEAR WALL (TYP) PHD HDQ OR HOLD- DOWN (TYP) 13 "CLR. 7, • 'B' A-36 THREADED ROD W/ NUT EMBED. 8" 1/2"0 X 10" AB. @6' -0" O.C., OR AS SPECIFIED U U) I CONCRETE Fc' = 2500 psi. REBAR: GRADE 60 BACKFILL= 110 P.C.F., • = 28- (NATIVE UNSELECTED MATERIAL) PLACE BACKFILL BEFORE FRAMING ABOVE WALL CONCRETE f c - 2500 psi 6" �1H r SOIL I N FRONT OF TOE HORIZ FOR AT LEAST "B" FEET ,,. 5 TYPICAL SHEAR TRANSFER AT FOUNDATION DOUBLE STUDS ABOVE AND BELOW EQUAL NUMBER OF SPECIFIED NAILS IN EACH END MST FLOOR -TO -FLOOR HOLDOWN DETAIL (2) #4 CONTINUOUS It•■•■•■•=m• •• r BEARING WALL i 4 .. t " NAIL 16d©4" ACROSS GAP TYPICAL MST INSTALLATION AS A FLOOR -TO FLOOR TIE 2' -0" MIN 4' -0" MAX 4" CONC. SLAB OVER COMPACTED FILL SHEAR WALL STANDARD FOUNDATION DETAIL ' 4 4' " "B" 4- 3" CLR. CONTINUOUS FOOTING AS REQUIRED 'N' #4 EACH WAY 1 0414 4 4t or t o SO pt. A's "k0.4 COUNTERWEIGHT FOOTING AT SLAB L 1.5" CLEAR MIN, TVP FOUNDATION AT HIGH VENT OPENING 1.5" CLEAR MIN, NP FOUNDATION AT LOW VENT OPENING SILL PLATE #4 CONT. #4 VERTICAL © 4' O.C. #4 CONT. SCREENED VENT OPENING SCREENED VENT OPENING 18" MIN . EMBEDMENT 1 SECTION 3" CLR. 'B' X 'B' SQUARE 15" MIN. LAP 1.5" MIN, 6" MAX. 15" MIN. LAP CONC. SLAB t, 1.5" MIN, 6" MAX. SEE PLAN FOR HOLD DOWN YID 4 1 a 7 DBL. END STUDS OR 4X OR 6X AS SPECICIED FOR HOLD DOWN cw • , CIT ROFET��ILA JUL 022003 PERMIT CENTER (EXPIRES /2•Ot -04 SCALE: VARIES DATE: 6 -22 -03 REVISIONS: rememremeor ( .9 (Jw) Z Z w CD F Z >"'" W 0 er C LL U.. UJ run Project No. 324 S6 V oaln • ..... ...A. •..• 1/2" x 10" ANCHOR BOLTS SCHEDULED SPACING. FLOOR DIAPHRAGM 1/2" x 10" ANCHOR BOLTS 42 SCHEDULED SPACING. SHEARWALL LTP4 or A35 ON OPPOSITE SIDE - SEE SCHEDULE FOR SPACING SHEARWALL OR TYPICAL SHEAR TRANSFER TYPICAL SHEAR TRANSFER AT FOUNDATION "SILL PLATE NAILING" SEE SCHEDULE CANTILEVER 8d © 6" or SCHEDULED SHEARWALL NAILING TO BOTTOM PLATE, TYPICAL I� ENTIRE PERIMETER 8d 6" or SCHEDULED SHEARWALL NAILING TO MUD SILL, TYPICAL © ENTIRE PERI METER. 8d © 6" or SCHEDULED SHEARWALL NAILING TO BOTTOM PLATE, TYPICAL @ ENTIRE PERIMETER. 8d © 6" or SCHEDULED SHEARWALL NAILING TO MUD SILL, TYPICAL © ENTIRE PERIMETER. SOLID BLOCKING FLOOR DIAPHRAGM TYPICAL SHEAR TRANSFER CROSSING FLOORS EXTRA 2X PARALLEL TO 2X JOISTS or L.V.L. PARALLEL TO I- JOISTS DETAIL 16d, SEE SHEARWALL SCHEDULE "SILL PLATE NAILING" COLUMN FLOOR JOIST INTERIOR SHEARWALL PARALLEL TO FLOOR JOISTS 16d, SEE SHEARWALL SCHEDULE "SILL PLATE NAILING" COLUMN 2X BLOCKING PERPENDICULAR TO 2X JOISTS or L.V.L. BLOCKING PERPENDICULAR TO I- JOISTS FLOOR JOIST INTERIOR SHEARWALL PERPENDICULAR TO FLOOR JOISTS SHEATHING FROM ABOVE AND BELOW SHALL LAP ON COMMON MEMBER (PLATE OR RIM JOIST) 8d @ 6" of SCHEDULED SHEARWALL NAILING PLATES RIM JOIST, AND SHEATHING EDGES, TYPICAL @ ENTIRE PERIMETER. INTERIOR SHEARWALL PARALLEL TO FLOOR JOISTS IINTERIOR SHEARWALL CROSSING FLC )R JOISTS LTP4, SEE SHEARWALL SCHEDULE LTP4, SEE SHEARWALL SCHEDULE LEDGER DETAIL 10d @6" 2" MIN SIMPSON SDS1/4X3" SCREWS THRU LEDGER TO RIM JOIST OR STUDS PER SCHEDULED SPACING. WOOD WALL TRUSS CHORD 2X4 NAILED 16d @ 6" TO TRUSS CHORD 10d © 4" ON! 4111=0. 4111■10 00/111. OR INTERIOR SHEAR WALL FLOOR JOISTS PER PLAN 2 x LEDGER (TO MATCH DEPTH OF JOISTS) 112" CDX PLYWD NAILED TO DBL TOP PLATE INTERIOR SHEAR WALL PARALLEL TO TRUSS WALL PARALLEL TO TRUSS OPTION 1 OPTION 2 TRUSS CHORD ---- LTP4 (� SCHEDULED SPACING WALL PARALLEL AND ALIGNED Wl TRUSS • COY Or TINALA PPROVED OCT - 9 2003 AS WILD 16d ©6" C11- jiECElVEp OF TU KWILA JUL O2 zpp3 PERMIT CENTER SCALE: VARIES DATE: 6 -22 -03 REVISIONS: LEDGER MARK SDS1 /4X3 SCREW SPACING REQUIREMENTS L1 1 (4) PER 12" 4 L2 (2) PER 16" L3 (2) PER 24" V oaln • ..... ...A. •..• 1/2" x 10" ANCHOR BOLTS SCHEDULED SPACING. FLOOR DIAPHRAGM 1/2" x 10" ANCHOR BOLTS 42 SCHEDULED SPACING. SHEARWALL LTP4 or A35 ON OPPOSITE SIDE - SEE SCHEDULE FOR SPACING SHEARWALL OR TYPICAL SHEAR TRANSFER TYPICAL SHEAR TRANSFER AT FOUNDATION "SILL PLATE NAILING" SEE SCHEDULE CANTILEVER 8d © 6" or SCHEDULED SHEARWALL NAILING TO BOTTOM PLATE, TYPICAL I� ENTIRE PERIMETER 8d 6" or SCHEDULED SHEARWALL NAILING TO MUD SILL, TYPICAL © ENTIRE PERI METER. 8d © 6" or SCHEDULED SHEARWALL NAILING TO BOTTOM PLATE, TYPICAL @ ENTIRE PERIMETER. 8d © 6" or SCHEDULED SHEARWALL NAILING TO MUD SILL, TYPICAL © ENTIRE PERIMETER. SOLID BLOCKING FLOOR DIAPHRAGM TYPICAL SHEAR TRANSFER CROSSING FLOORS EXTRA 2X PARALLEL TO 2X JOISTS or L.V.L. PARALLEL TO I- JOISTS DETAIL 16d, SEE SHEARWALL SCHEDULE "SILL PLATE NAILING" COLUMN FLOOR JOIST INTERIOR SHEARWALL PARALLEL TO FLOOR JOISTS 16d, SEE SHEARWALL SCHEDULE "SILL PLATE NAILING" COLUMN 2X BLOCKING PERPENDICULAR TO 2X JOISTS or L.V.L. BLOCKING PERPENDICULAR TO I- JOISTS FLOOR JOIST INTERIOR SHEARWALL PERPENDICULAR TO FLOOR JOISTS SHEATHING FROM ABOVE AND BELOW SHALL LAP ON COMMON MEMBER (PLATE OR RIM JOIST) 8d @ 6" of SCHEDULED SHEARWALL NAILING PLATES RIM JOIST, AND SHEATHING EDGES, TYPICAL @ ENTIRE PERIMETER. INTERIOR SHEARWALL PARALLEL TO FLOOR JOISTS IINTERIOR SHEARWALL CROSSING FLC )R JOISTS LTP4, SEE SHEARWALL SCHEDULE LTP4, SEE SHEARWALL SCHEDULE LEDGER DETAIL 10d @6" 2" MIN SIMPSON SDS1/4X3" SCREWS THRU LEDGER TO RIM JOIST OR STUDS PER SCHEDULED SPACING. WOOD WALL TRUSS CHORD 2X4 NAILED 16d @ 6" TO TRUSS CHORD 10d © 4" ON! 4111=0. 4111■10 00/111. OR INTERIOR SHEAR WALL FLOOR JOISTS PER PLAN 2 x LEDGER (TO MATCH DEPTH OF JOISTS) 112" CDX PLYWD NAILED TO DBL TOP PLATE INTERIOR SHEAR WALL PARALLEL TO TRUSS WALL PARALLEL TO TRUSS OPTION 1 OPTION 2 TRUSS CHORD ---- LTP4 (� SCHEDULED SPACING WALL PARALLEL AND ALIGNED Wl TRUSS • COY Or TINALA PPROVED OCT - 9 2003 AS WILD 16d ©6" C11- jiECElVEp OF TU KWILA JUL O2 zpp3 PERMIT CENTER SCALE: VARIES DATE: 6 -22 -03 REVISIONS: I fEXPIREs g 2.o l • o V � I Fl ., . SCALE: VARIES DATE: 6 -22 -03 REVISIONS: 0 N 5 0 SPECIFIED SPACING, 24" AVG. MAX, TYPICAL 0 ENTIRE PERIMETER. A2.5 a EA. RAFTER, HIP, OR VALLEY, TYPICAL © ENTIRE PERIMETER. OPTION 1: OPTION 2: 16d a 6" or SPECIFIED 'BASE PLATE' NAILING FOR SHEARWALLS, TYPICAL ENTIRE PERIMETER. OPTION 3: THESE DETAILS SHALL BE CONSTRUCTED AT ENTIRE PERIMETER OF STRUCTURE AT ALL LEVELS TYPICAL SHEAR TRANSFER AT EAVE 8d © 6" O.C. or SPECIFIED ROOF DIAPHRAGM NAILING, TYPICAL 0 ENTIRE PERIMETER 8d 4► 6" or SCHEDULED SHEARWALL NAILING, TYPICAL ENTIRE PERIMETER. SIMPSON HGA10 M • t t i i CITY pFETUKVIIILA JUL 02 Y003 PERMIT CENTER le); eitoO .... ....,r.. ..• • I' r•' P\ PATTY PHAVONG P.O. BOX 68324 SEATTLE, WA 98168 -0324 (Z06) 242-0685 SITS PLAN 13601 42" AVE. SOUTH TUKWILA, WA 11111111 SHOE ir OF DATE BY GRAPHIC SCALE (EASE OR ROAD IN . I N88 '32 ' 49 " W n 815. SOUTH v L INE C.C. LINI DONATION LAND CLAIM REVISION Checked by. Approved by. TAX LOT NO. 7360600531 LEGEND • - SET 1/2' REBAR W /CAP - LS13731 • - SET HUB 6 LATH F - FIR CB - CATCH BASIN SS MH - SANITARY SEWER MANHOLE FH - FIRE HYDRANT WV - WATER VALVE WM - WATER METER WPP - WOOD POWER POLE TELE MH TELEPHONE MANHOLE PARCEL A THE WEST 90.00 FEET OF THE EAST 170.00 FEET OF TRACT A OF ROBBINS VIEW TRACT ADDITION TO RIVERTON, ACCORDING TO PLAT RECORDED IN VOLUME 17 OF PLATS AT PAGE(S) 90, IN KING COUNTY, WASHINGTON: EXCEPT THE SOUTH 310 FEET THEREOF. TOGETHER WITH EASTERLY HALF OF VACATED 40TH AVENUE SOUTH. PARCEL B EASEMENT INCLUDES UTILITIES A NON - EXCLUSIVE EASEMENT FOR ROAD PURPOSES OVER THE NORTH 50 FEET nr THE EAST SO FEET OF SAID TRACT A: RECORDING NUMBER 211113071111018113 eerc f ,BA. s is /I•' Fx' S7 A)' Q /r ,f/Y1 J� T P ► Pe /!!,/.IIK I>l1I12 LEGAL DESCRIPTION FILL VOLUME 460 CUBIC YARDS man OUTFALL TO EXIST 4" AT CB. CONNECT RESIDENCE DOWNSPOUTS INTO 3" CONCRETE INLET OR TPGHTLINE ALONG DRIVEWAY INTO OPEN DRAINAGE ALONG 4Z ' AVE. S DITCH. CUT VOLUME 460 CUBIC YARDS (INCLUDES CONCRETE /DEBRIS REMOVAL) DRIVEWAY PAVEMENT SECTION RN. PARNELL COMPANY • . 2" CLASS B" NC 4" CRUSHED ROCK BASE COURSE — 95 % COMPACTION CIVIL ENGINEERS -- ENGINEERING MANAGEMENT 4422 187TH PL SE ISSAQUAH, WASHINGTON 98027 TEL: (425) 643-3560 UNSTABLE SIDE SLOPES � EXISTING FIRE HYDRANT 220' TO NEW HOME 219415 Locations shown for existing utilities are approximate. Prior to starting construction, Contact ONE -CALL (1400 -4244555) for utility locations. CONTACTS 1. Project Manager 2. Design Engineer 3. Owner: 4. Other: INGRESS -EG11 E 42" AVE. 8 AT . ORIVEWAY IMPROVEMENTS TO INTERSECTION REQUIRED • REMOVE VEGETATION FROM UPSLOPE TO EXPOSE EXISTING DRIVEWAY CUTOUT AT BOTTOM. • STABILIZE FILL - DEBRIS SLOPE. • CUT NORTHERN PORTION OF DRIVEWAY 2 FEET TO MATCH EXISTING EDGE OF PAVEMENT 42 AVE. S. • DRIVEWAY TO 42 AVE. S TO BE MINIMUM 5' RADIUS. • PAVE THE DRIVEWAY WITHIN ROW AND UP TO NEW HOUSE GARAGE. • RELOCATE GATE POSTS TO BE OUTSIDE OF DRIVEWAY AND PROVIDE MINIMUM 14 FEET CLEAR WIDTH. GEOTECHNICAL NOTE I, F2r., cg i N , the ciyi1 architect/structural engineer, reviewed the geotechnical report, titled pry / 3�� _5 1SA 1 yet ki F , prepared by `er Al. r ►rL E, and dated 'AI► JJ1 t )9 I understand the report's recommendations, I explained to the Owner the risks due to slides and I incorporated the recommendations into the design. I established measures to reduce potential risk of injury or damage t ight be caused by any eart4 movement predicted in the report. Z '/L S ignet a Date ;pr,2 1. TAX LOT 0 7360600631 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these d rawings after this date will void this acceptance will require a rembmittal of revised drawings for subsequent approval. Final aooeptvna is subject to field inspection by the Public Works utilities inspector. Date: B Oknyk CORRFr,TION LTA/ NOTES: 1. PROJECT TO COMPLY WITH GEOTECHNICAL ENGINEERING REPORT, BY ROBERT M. PRIDE, INC. DATED JANUARY 19, 2003 AND SUBSEQUENT GEOTECHNICAL REPORTS. 2. NO RUNOFF, INCLUDING DOWNSPOUTS SHALL BE INFILTRATED INTO THE GROUND THROUGH 'DRY WELLS' OR PERFORATED INFILTRATION PIPES AND TRENCHES. 3. INDIVIDUAL HOUSE FOUNDATIONS AND DRAINAGE SYSTEMS, SHALL PROVIDE A SPECIFIC GEOTECHNICAL ASSESSMENT WITH FINAL DESIGN RECOMMENDATIONS. 4. STORM DRAINAGE SHALL BE TIGHTLINED. 5. DRIVEWAY TO BE PAVED WITHIN CITY RIGHT OF WAY, APPROXIMATELY 95 FEET LENGTH. 6. WORK WITHIN THE CITY RIGHT OF WAY REQUIRES A BOND AND INSURANCE NAMING THE CITY AS ADDITIONALLY INSURED. 7. IF IT IS NECESSARY TO CUT PAVEMENT WITHIN 42 AVE. SOUTH, PAVEMENT MITIGATION FEE WILL APPLY. NOTES: • NEW HOME FOOT PRINT 42' X 38' • 220' FROM FIRE HYDRANT TO NEW HOME • 200 'FROM CENTERLINE 42 AVE S TO NEW HOME • WATER SERVICE DOMESTIC 1" HDPE (% MET ER y g, ,, • WATER SERVICE WITH FIRE 1 -1/2" HDPE • SANITARY SIDE SEWER 6" PVC SEP 9 2003 • GAS LINE PER GAS UTILITY • PAVE EXISTING GRAVEL DRIVEWAY WITHIN CITY ROW (12' WIDE X 95' LENGTH) IPERIAT a /17 t • DATE BY CHKD REVISION APPR Drawn by Chocked by. Approved b y. Scale R.N. PARNELL COMPANY CIVIL ENGINEERS -- ENGINEERING MANAGEMENT 4422 187TH PL SE ISSAQUAH, WASHINGTON 98027 TEL: (425) 643 -3560 PATTY PHAVONG P.O. BOX 68324 SEATTLE, WA 98168 -0324 (206) 242 -0685 BUILDING PERMIT * D03 -200 PHAVONG RESIDENCE TEMPORARY EROSION SEDIMENT CONTROL PLAN 13601 42 AVE. SOUTH TUKWILA, WA 98188 20F3 SHEET OF 1 0 N86'32'49'PI \--FOUND STONE WITH - x'N IN CASE IN CORER C.C. LEWIS gIONATION LAND CLAIM m z FOUND STONE MON WITH 'X' IN MON CASE 1 " - 20 ' GRAPHIC SCALE 20 PARCEL B I ( EASE FOR ROAD � v OLD ./` �� C 0 .40 1 " SOUTH • LIFE C.C. LENT DONATION VACATE .� SOUTH LINE SOUTH 140TH ST. 60 LAND CLAIM $7' IN 2 IN N 1Fr IN K 197 0 IN • N 9 NO 9 ON • 197 3 40'W RN I SEDIMENT FENCE $94 9 197 9 '4 PARCEL A (SEE SEE NOTE 9) IN 4 503 9 204 4 .4 .50 IN IN 9 ``107 CONCRETE A8 (POOR CONDITI +,s,, % �. 0 r — NM 11:721 ---_ N lf !17 • !'^e cry Io0 • 90.00 N a (A. TAX LOT N0. 7360600531 LEGEND • - SET 1/2" REBAR W /CAP - LS13731 - SET HUB 6 LATH F - FIR C8 - CATCH BASIN SS MH - SANITARY SEWER MANHOLE FH - FIRE HYDRANT WV - MATER VALVE WM - WATER METER WPP - WOOD POWER POLE TELE MH - TELEPHONE MANHOLE N88 '32 ' 49 " W 1N 0 197 5 a ' ro a _ �1 IN fI • 7 00 297 9 5i PARCEL A THE WEST 90.00 FEET OF THE EAST 170.00 FEET OF TRACT A OF ROBBINS VIEW TRACT ADDITION TO RIVERTON, ACCORDING TO PLAT RECORDED IN VOLUME 17 OF PLATS AT PAGE(S) 90, IN KING COUNTY WASHINGTON; EXCEPT THE SOUTH 310 FEET THEREOF. TOGETHER WITH EASTERLY HALF OF VACATED 40TH AVENUE SOUTH. PARCEL 8 ,1 NON- EXCLUSIVE EASEMENT FOR ROAD PURPOSES OVER THE NORTH BO FEET OF THE EAST BO FEET OF SAID TRACT A: I. 80 01 /I N It l LEGAL DESCRIPTION 4P D RIVEWAY *4 x 9 74p f4., 497:7"' a CONSTRUCTION SEQUENCE A detailed construction sequence is needed to ensure that erosion and sediment control neeasures are applied at the appropriate times. A recommended construction sequence is provided below: 1. Hold the pre -construction meeting. 2. Flag or fence clearing limits. 3. Post a sign with the name and phone number of the ESC supervisor. 4. Install catch basin protection, if required. 5. Grade and install construction entrance(s). 6. Install perimeter protection (silt fence, brush barrier, etc.). 7. Construct sediment ponds and traps. 8. Grade and stabilize construction roads. 9. Construct surface water controls (interceptor dikes, pipe slope drains, etc.) simultaneously with clearing and grading for project development. 10. Maintain erosion control measures in accordance with King County standards and manufacturer's recommendations. 11. Relocate surface water controls or erosion control measures, or install new measures so that as sloe conditions change, the erosion and sediment control is always in accordance with the King County Erosion and Sediment Control Standards. 12. Cover all areas that will be unworked for more than seven days during the dry season or two days during the wet season with straw. wood fiber mulch. compost, plastic sheeting, or equivalent. 13. Stabilize all areas within seven days of reaching final grade. 14. Seed or sod any areas to remain unworked for more than 30 days. 15. Upon completion of the project, stabilize all disturbed areas and remove BMPs if appropriate. Dip trench STANDARD STRENGTH FILTER FABRIC SILT FENCE INSTALLATION AND MAINTENANCE CATCH BASIN 10' • TAX LOT S 73$0S00631 •a.• • GRATE s t NOP 'kik •■ ript ) I' f r • Maintain and clean *Tv o "OVE OCT - 9 2003 FILTER FABRIC PROTECTION .:t7 • y 1 NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES. ROCK CONSTRUCTION ENTRANCE org (- .„4. „ l� rC ' (1. 41 t, 4 25' Length, may be modified by DDES inspector as site conditions warrant. RECEIVSk o!fTY , ^F 119.44• . 4 SEP 2 9 2003 rErMw .:N:1.►Eh a / ! /a' 1 • t *s a• ► • .• R.N. PARNELL COMPANY CIVIL ENGINEERS- ENGINEERING MANAGEMENT 4422 187TH PL SE ISSAQUAH, WASHINGTON 98027 TEL: (425) 643 - -3560 PATTY PHAVONG P.O. BOX 68324 SEATTLE, WA 98168-0324 (206) 242 -0685 BUILDING PERMIT * D03 -200 PHAVONG RESIDENCE NOTES AND DETAILS '13601 42 AVE. SOUTH TUKWILA. WA 98188 3 OF 3 SHEET OF • • s ,t or • ... '- • "-- ANLARD CONSTRUCTION NOTES wrr.w M•• (GENERAL 2. At least one week before beginning construction, contact Public Works Utilities Inspector and schedule a preconstruction meeting. 3. Notify the Utilities Inspector at 206 -433 -0179 at least 48 hours before starting project site work. 4. Request a Public Works utility inspection at least 24 hours in advance by calling 206433 -0179. 5. The Contractor assumes sole responsibility for worker safety, and damage to structures and improvements resulting from construction operations. 6. The Contractor shall have the permit(s) and conditions, the approved plans, and a current copy of City of Tukwila Infrastructure Design and Construction Standards available at the job site 7. All work shall conform to these approved drawings. Any changes from the approved plans require pre - approval from the owner, the engineer, and the City of Tukwila. 8. All methods and materials shall meet City of Tukwila Infrastructure Design and Construction Standards, unless otherwise approved by the Public Works Director 9. Contractor shall maintain a current set of record drawings on -site. 10. Contractor shall provide record drawings prior to project final approval. 11. Contractor shall provide traffic control and street maintenance plan for Public Works approval before implementation. 12. All surveying for public facilities shall be done under the direction of a Washington licensed land surveyor. Vertical datum shall be NAVD 1988. Horizontal datum shall be NAD 83/91. For projects within a flood control zone, the Permittee shall provide conversion calculations to NGVD 1929. 13. The Contractor shall replace, or relocate all signs damaged or removed due to construction GRADING ANDJ $ION CONTROL NOTES 1. The erosion prevention and sediment control (ESC) measures on the approved plans are minimum requirements. 2. Before beginning any construction activities, establish the clearing limits and install construction entrance. 3. Before any ground disturbance occurs, all downstream erosion prevention and sediment control measures (ESC) must be constructed and in operation. install and maintain all ESC measures according to the ESC plan. 4. ESC measures, including all perimeter controls, shall remain in place until final site construction is completed and permanent stabilization is established. 5. From May 1 through September 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for seven days or more. 6. From October 1 1 through April 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for two days or more. In addition to cover measures, the Contractor shall: • Protect stockpiles and steep cut and fill slopes if unworked for more than 12 hours. • Stockpile, on site, enough cover materials to cover all disturbed areas. 7. By October 8, seed all areas that will remain unworked during the wet season (October 1 through April 30). Mulch all seeded areas. UTILITY NOTES 1. All trench excavation operations shall meet or exceed all applicable shoring laws for trenches. All trench safety systems shall meet WISHA requirements. 2. Place power, cable, fiber optics, and telephone lines s in a trench with a 5' minimum horizontal separation from other underground utilities. 3. Adjust all manholes, catch basins, and valves in public rights -of -way or easements after asphalt paving. WORK IN RIGHT -OF -WAY 1. When activity is unattended, install a sign with minimum two -inch letters stating Permittee or company name, and day and evening phone numbers. TMC 11.08.140 2. Install barricades, signs, warning lights, and safety devices sufficient to notify public of obstruction or traffic hazard. Devices must remain until the obstruction is cleared and the right -of -way is restored. TMC 11.08.170.A. 3. Maintain access to fire stations, fire hydrants, fire escapes, and fire fighting equipment. TMC 11.08.180 4. Maintain access to property adjoining excavation or site work. 5. Preserve and protect all property adjoining excavation or site work. 6. Restore disturbance to private and public property. TMC 11.08.220.D 7. Disturbance of survey monuments and markers requires the Director's preapproval. A licensed surveyor shall replace disturbed monuments and markers. 8. Comply with all state and city laws and procedures to protect public from air, water and noise pollution. TMC 11.08.210 9. Install temporary sidewalk or curb ramp if permanent is blocked. TMC 11.08.220 10. Cover open excavation with non -skid steel plates ramped to elevation of contiguous right of way surface. TMC 11.08.220 11. Store all stockpile material shall be stored in a safe manner to protect the public. PAVEMENT RESTQRATION 1. Compact backfill to compaction of undisturbed ground or compact backfill to meet City standards. •' f:.►: " - ' _Y " 2. Restore pavement to its original condition immediately following backfilling or when concrete is cured. a. Except for winter or other weather conditions which prevent paving, complete paving, resurfacing, or facility replacement : • On principal arterial, major or collector street within 3 calendar days. • On other streets within 7 calendar days b. For work prevented due to weather,: • Provide a temporary patch. • Provide a construction schedule addressing means and methods to minimize traffic disruption and to complete work as quickly as possible. STORM DRAINAGE NOTES 1. All methods and materials shall meet City of Tukwila Infrastructure Design and Construction Standards, and the current King County Surface Water Design Manual, unless otherwise approved. . 2. Mark all storm drain inlets with "Dump No Waste" and either "Drains to Streams ", "Drains to Wetlands ", or "Drains to Groundwater", as applicable. ' 3. Driveway culverts shall be of sufficient length to provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts shall have beveled end sections that match the side slope. 4. Single family residences constructed on lots created by subdivision must provide downspout infiltration shown on the approved plans. 5. Coordinate final stub -out locations with the Utilities Inspector. Provide a wire or other detection device and mark stub -out location with a 5 -foot 2 "x4" stake, buried 4 -feet and labeled "storm' or "drain ". e. ?�/ • .. "4; l : • .? iy�• O • ► ' L • M�. 1.: i SANITARY SEINER Ncitgo j+ 1. All methods and materials shall meet City of Tukwile Infrastructure Design and Construction Standards, unless otherwise approved. 2. The Contractor shall mark the end of the side sewer, inside the property line, with a 4 foot pressure treated 2 x 4, buried in the ground 4 feet. The buried end shall have a 2 x 4 cleat nailed to it to prevent withdrawal of the stake. The exposed 1 -foot shall be painted traffic yellow and the depth to the side sewer or tee shall be indicated in black paint. 1. InstaN sanitary sewer Imes at least 10 feet horizontally, measured edge to edge, from any existing or proposed water supply and at least 18 inches below the bottom of a water line. WATER SUPPLY NOTES 2. The Contractor shall install corporate stops, water service lines, and meters. The City of Tukwila will install the meters. 3. Pressure test all water mains and appurtenances. 4. Flush and disinfect new, cleaned, or repaired water mains. 5. Install restrained joints at all bends, tees, and other direction changes. 6. All water mains shall have a blow -off assembly at low point and an air vacuum relief valve at high point of main. 7. Install fire hydrant assembly so it stands plumb and so that the lowest outlet is at 18" above the finished grade. The assembly shall have a clear zone around hydrant of at least 36" and the pumper port shall face street or fire access. 8. The installer of a fire line backflow prevention device installed outside the building and underground, shall have a Level III certificate of competency or a Level U contractor's certificate of competency. If the installer is different than the backflow prevention designer, then the installer must stamp, sign, and date the plans, in addition to the designer's stamp, signature, and date. 9. Install water mains crossing sewer lines so that the bottom of the water main is at least 18 inches above the top of the sewer. Locate full section of water pipe so that its midpoint is above the sewer pipe at the crossing. This installation may require special structural support for the water and sewer pipe. 10. Install water supply lines at least 10 feet horizontally, measured edge to edge, from any existing or proposed sewer and at least 18 inches above the top of a sewer. •• • A► •fi••• .., `.r.ill•'.�•y • I 0.••1i , L V CM Or TUIW.A APPROVED OCT -92003 AS M :i EV Q130 .•izeti9 V SEp 2 9 2003 •M - , '1C4 I1�L 1 j Allis a % 17 0 V • • 4h" ANCHORBOLTS AT SHEARWALLS MARK MAX. O.C. SPACING {A t�xlO"©48" L / "o x 1 V" @ 36" c "Ox 10 " @ 12" LEGEND: 222222aazzi • 0 FOUNDATION NOTES: DENOTES INTERIOR BEARING WALL. DENOTES SHEARWALL SHEARWALL DESIGNATION wl MINIMUM LENGTH HOLDOWN DESIGNATION 1. SEE SHEET S5 FOR SHEARWALL SCHEDULE. 2. SEE TYPICAL SHEAR TRANSFER DETAILS AT FOUNDATION , a . � ♦ • .1 �, (:c• 3. ALL DETAILS INCLUDED ON STRUCTURAL SHEETS APPLY TO THIS PROJECT AND SHALL BE CONSTRUCTED AS NECESSARY. Hot (A) i i i i i i I I I I I FULL- HEIGHT RETAINING WALL, TYP. 1 FULL- HEIGHT RETAINING I WALL, TYP. I- _ r — T C4.5 COUNTER- r +- '— WEI GHT FT'G, I SEE DETAIL 61S6 • Ir L .._.J i C4.5 COUNTER- I WEIGHT FT'G, SEE DETAIL 6/S6L — _ J M WINO Mee.. MOINE. 4 " THICK S - ON GRADE OVER 4" MIN. COMPACTED FILL 1 24" x 24" x 12" CONC. FTG w/ .._ _7.1(2)84 .. (2) #4 E.W. I I I I I I I I 1 I I I 1 I X r • L..._ FULL - HEIGHT RETAINING WALL, TYP. f I J v v v v J FOUNDATION PLAN (6) STEP RETAINING WALL DOWN AS REQUIRED THESE HOLDOWNS ALIGN WITH THE ENDS OF SHEARWALLS ABOVE. 64° 6s tit 'tx`'‘ H / Ae 6 18" x 18" x 18" CONC. FTG w/ (2)#4E.W.& I U I SIMPSON L PB44 TYP DECK. (t) 1 48" x 48"X 15" I CONC. FT'G w/ 1(5) #4 E.W. & 1 SIMPSON J CBQ66 -DSD2 1 1 L STEP RETAINING WALL -. DOWN AS REQUIRED • 1 (r) W aI � I 0 §1g Old 3 uj 0 gi z O <IZ i.. Z 01 - Z Z _t�w0 to o u � I ,6/ I 2'-7" • 22" .. 1 36" x 36" x 12" !CONC. FTG w/ (4) #4 E.W. ' O ti if; F • � 1 4 22" . i.:* 10 'OW - 201 ks sow) . RECEIVED CIT OF TUKWILA JUL 02 2003 PERMIT CENTER c._o i ‘"-h .asQ ► ,444 CLer ■l'e 1 For cal.& hsi A-4 #.4 • a 4- t ovo , Sf.'t (4.1"40 L :I:&J,#4+ 1 � 5 - _ f■ 61144 Ores. &eV elyNake 61%.4060•'• 4- I 414 I- --Lao; •.. .r •4.,'... to '+1610 .'fr (9 c4 c0 W W Z W Z >4 WI 0 ce LL LL SCALE: 1/4 " -1' -0" DATE: 6 -22 -03 • 0 E w Z 0 0 File: D03 -0200 35mm Drawing #1 ICI I I ICI, ICI ICI I I I I I I ICI ICI ICI ICI I.�I I�.I ICI. ICI II'I ICI ICI ICI ICI ICI ICI I II Inch I 1/16 1I • c 0 TT 1 96 ti6 E6 Z6 6L L 6 L � Z � w� II IIIII�IIIIIIIII�IIIIIIIII1IIII�IIII1I IIIII III�IIIIOIIIII1IIIIIII111111ll8 111111 IIIIIII I�IIIII 9 IIII�IIIII IIII�IIIIIIIII�IIIII IIII�IIIIIIIII�IIIIIIII I�IIIII •5 SITE PLAN 5GALL I 50 Luidifyiu.s4 +0 tke hau.6a- / / / , , / , LEGEND Ce•CATCH DASIN 55 1.44 SEWER • MANHOLE PH PRE HYDRANT WATER VALVE I. NATTER METER yen- HOC= POKER PoLe TELE MN—TELEPHONE MANHOLE 5• EASEMENT POR TRANSMISSION, DISTRIEUTION Al SIGNAL WIRES IN PAVOR Of' The CITY Or SEATTLE &RAVEL ORIVIENAY 1 I I I Hill 11 I Inch 1/16 VESTCOTT Since 11172" 911. 7 Z11. . Oft 16 1 8 MI 1111 MI IIII 1111 IIII I I I I 1 I 1 I I I 1 'ril Inj° •• • • ••• .• ••• • •