Loading...
10129 241ST PL SW.PDF111111111111 4456 10129 241 ST PL SW ADDRESS: TAX ACCOUNT/PARCEL #: DO 555�0000/� BUILDING PERMIT (NEW STRUCTURE) #: COVENANTS (RECORDED) FOR: CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORD FOR: PERMITS (OTHER — list permit #'s): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE/ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc R aBBmANDComPANr Gar-LThEMFoInAOAM WSVSTEMSsDNEMON Authorized Grip -Tito© Dealer April 27, 2010 City®f Edmonds Kim Haff Building 10129 2415r PL SW l! g Department Edmonds, WA 98020 7,+JD PLAN Dear Kim: It has been nice to work with you on your project. Attached to this letter you will find documentation that will be submitted on your behalf for permitting with the City of Edmon`�"' Basic Description The house is built on a concrete perimeter wall foundation with interior timber post and beam support. The foundation for the residence has settled on the south portion of the house. The settling has caused some cracking of the concrete foundation. It is difficult to determine the exact cause for the settlement. It may have been due to improper drainage or possibly settlement of poor load bearing soils. The residence is not adjacent to any significant grade change; therefore site stability does not appear to be responsible. There does not appear to be any life -safety issues as the structure is in otherwise good condition. However, in order to re -level the building and substantially reduce or prevent further settling, the structure's foundation must be improved to provide proper support. Recommendation It is recommended that the exterior concrete foundation be improved by installing steel push -piers along the affected area. Placing these piers will transfer the weight of the structure down to a capable bearing stratum. The recommended product is the `Grip-Tite' system of push -piers. Pressure logs will be taken by the installers and the logs shall be reviewed by myself and can be submitted to the building department as required. Please call me with any comments or questions at (206) 405-0739. Sincerely, TODD dp WA31 odd St. rg e, :. TREET FILE X77AM_ _ Enclosures: Calculations Installation Plan Drawing p,PR 2 g IN pEVELOpM OF EDMDNDS CiR. L. J DEVELDO`PTMY OF EDMONDS ES C7R. EXPIRES IM11 Ar • Project Name: Haff Residence Date: 4/27/2010 Engr: CTS h, h3 hZ h, hB i- wfi h ---f Wall Section Shown in Perpendicular Support Condition Page: 1 of 3 Loads Roof DL ­25 psf Roof LL 25 psf Flr 3 DL 0 psf He 2 DLI psf Flr 1 DL 10 psf Floor LL 40 psf Wall DL 10 psf SOG DL -0 psf Constant Inputs hr '4 ft h3 0 ft hZ 0 ft h, 8.5 ft hB 0. ft wwaii 6 in wf 12 in df 12 . in hi, 8 in weve 30 in Pier #s Wall Type Label A B C D E F G H 1-4 5-7 8 9-13 14-15 UNIT Trib-Spanroof Trib-Span3 Trib-Span2 Trib-Span, hwaii hso;i Roof= Floors= Walls= Concrete= Soil= Additional 4 14' 4 '12 4. ft 0 0 0 0 0 ft 0 0 0 0 0. ft .: 6 2 6 2 5 ft 6 6 6 6 6 in 6 6 6 6 6 in 325 825 325 725 325 plf 300 100 300 100 300 plf 105 105 105 105 105 plf 163 1 163 1 163 163 163 plf 40 40 I 40 40 40 plf plf Lift (with soil)= 940 1240 940 1140 940 0 0 0 plf Stabilize (no soil)= 900 1200 900 1100 900 0 0 0 PH • C� Project Name: Haff Residence Date: 4/27/2010 Engr: CTS Page: 2 of 3 Design Piles Loads Load (plf) Force (lbs) Pile # Wall Type Trib (ft) Lift Stabilize Lift Stabilize 1 A 5.00 940 900 4700 4500 2 A , 4.75 940 900 4470 4280 3 A 4.75. 940 900 4470 4280 4 A 5.38 940 900 5050 4840 5 B 5.00 1240 1200 6200 6000 6 B 6.00 1240 1200 7440 7200 7 B 6.00 1240 1200 7440 7200 8 C 3.00 940 900 2820 2700 9 D 5.00 1140 1100 5700 5500 10 D 6.00 ': 1140 1100 6840 6600 11 D 6.00 1140 1100 6840 6600 12 D 6.00 1140 1100 6840 6600 13 D ' . 5.25 1140 1100 5990 5780 14 E 6.00 940 900 5640 5400 15 E 6.00 940 900 5640 5400 #N/A #N/A #N/A #N/A - #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Project Name: Haff Residence Page: 3 of 3 Date: 4/27/2010 Engr: CTS Spans of Foundation System, Pier to Pier Assumptions Inputs unreinforced concrete f'r:; _2500 psi no cracks in tension zone of span fr= 375 psi simple span between piers (conservative) Pallow: ^6000 . 1 Ibs max cantilever span = 1.5 x depth of wall and footing allowable concrete tension, fr = 7.5 * sgrt f'c footing width is ignored, wall width is used (conservative) Building above foundation has zero rigidity (conservative) wwall 6 hwall 6 df 12 S= 324 Mmax= 10125 Lift (with soil)= 940 Stabilize (no soil)= 900 6 6 6 6 6 6 12 12 12 324 324 324 10125 10125 10125 1240 940 1140 1200 900 1100 I�® 10® �0® Controlling:Spans Li in Span, Simple= 9.28 8.08 9.28 8.43 9.28 #DIV/0! #DIV/0! #DIV/0! ft OK Span, Cant= 2.25 2.25 2.25 2.25 2.25 #DIV/0! #DIV/0! #DIV/0! ft OK Capacity= 6.38 4.84 6.38 5.26 6.38 #DIV/0! #DIV/0! #DIV/0! ft OK Stabilizing Span, Simple= 9.49 8.22 9.49 8.58 Span, Cant= 2.25 2.25 2.25 2.25 Capacity 6.67 5.00 6.67 5.45 9.49 #DIV/0! #DIV/0! #DIV/0! ft OK 2.25 #DIV/0! #DIV/0! #DIV/0! ft OK 6.67 #DIV/0! #DIV/0! #DIV/0! ft OK Other Controlling Conditions Masonry Fdtn= 6 ft max or 2 x depth, else use ledge beam and calculate Poor Concrete=Bft max or 2 x depth, else use ledge beam and calculate Corners= 2 ft max cantilever length Timber Fdtn= xxx Use Steel Ledger and calculate OK, Concrete is OK OK, Concrete is OK