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Permit File 4907 Macbeth Drive
1013703-1 0071 05/17/2010 2i010 001 9 Permit Fees 008702 $78.40 GZT Y Off, City of Anacortes Permit#: BLD-2010-0178 904 6th Street Issue date: 05/17/2010 y,�. P.O.Box 547 'T`I Anacortes, WA 98221-0547 Expire date: 11/13/2011 4 iii� �` (360) 293-1901 Job Address: 4907 MACBETH DR Permit Type: Mechanical Permit ANACORTES WA 98221-3025 Project: APN: P59777 Remarks: Owner: PERKINS JAMES R Contractor: ALL POINTS HEATING& FIREPLACE Address: 28172 AMABLE Address: 4332 CHENNAULT BEACH RD MISSION VIEJO CA 92692-2631 MUKILTEO WA 98275 Phone: Phone: License#: General Information: Fees: #FORCED AIR FURNACE> 1,000 1 Mechanical Permit Fees 78.40 #of Gas Fireplace 2 Total Calculated: 78.40 #of Gas Piping 1 #of Gas Water Heaters 1 Deposits/Receipts 0.00 Total Due• 78.40 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW R�CONSTRUCTION OR THE PERFORMANCE OF CONSTyR,,\(U�/JC�$T7I'O�gN��� SIGN R OF OWNER OR AUTHORIZED AGENT ISSUED BY MECHANICAL PERMIT APPLICATION Building Department P.O. Box 547 Anacortes, WA 98221 Phone No.: 360-293-1901 FAX: 360.293.1938 SITE ADDRESS: 44 q 07 dr. CONTRACTOR ` [_ f Name All Pc i n tS /92c + k 60-RH e�I/ater PROJECT DESCRIPTION .}- 0 New Work Address 9332 C 4 e h', GYM l / 1�-en n IS Alteration Mu 4- I.l / Co , lyA 9 9,27 r Phone 4/&5`132-/- 3 3 I3FAXS/7 c-z/2-2 Permit Fee 23.50 State License# /1 dr` IL ECG '7 7/0 Z-Exp it Type of Equip. Fee Each No. Amount City of Anacortes Business License# Air Cond.Unit 10.65 PROPERTY OWNER n Refrigeration Unit 10.65 Name 3; et. y{�'r Forced Air System 14 80 1 jt/.i Address L/9C'/ /t1 cc-/,�-GlA Od- Floor Furnace 14.80 City/State/Zip 4 h #_C'r 4--itc 2 Lit n 1 9,2Z j Wall Heater 14.80 Phone.360-€7 3 -s' 77 9oax /Cv -;17 3-U qO Z Clothes Dryer 10.65 E-mail Address d y c _i f1 a co -r Cie ct • �--�t Ventilation Fan 7.25 APPLICANT ®/ ///� Range Hood 10.65 Name gpd�- /- 4 a- F y A/•/q p,b 4 e ti( Gas Fireplace 10.65 2- Zl,Z,y � Address 71 9 7 Al ec- Qet Gas Water Heater 10.65 1 Jo,6 r- City/State/Zipr4ln t ra-"/-cr inr4" `l 912j Gas Piping 4.75 I Li, 71 Phone%O 9)3 9r/0/-- FAX 360673-590 2 Other(Describe) E-mail Address d`DrC r�f (s=c f'- ,ec.eD -7 ��mt--yp, li CONTACT (� /. TOTAL FEES DUE / �' 41' /CJ, Name �i fit, f"er.. t frx t y 7 Address / `go7 A #,,J3+v/)t r/L'• City/State/Ziper LL4. et9,'-7ft Phone.361) B 7f7 6-rr Ca. 7/4 -SGf` l'CIO E-mail Address '8()y 'J 6fir,, rz(f !t-C.-�- I HEREBY ACKNOWLEDGE I HAVE READ THIS PERMIT APPLICATION AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACTIVIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHLL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENSE.STOP WORK ORDERS WILL BE ISSUED ON JOB SITES WHERE TORS/SUBCONTRACTORS ARE WORKING WITHOUT PROPER LICENSE. APPLIC SIGNAT DATE Last pdated 11-29-05 ', BUILDING PERMIT CITY OF ANACORTES PERMIT NO.: BLD2000-00043 P.O. BOX 547 APPLIED: 2/17/00 ANACORTES, WA 98221 ISSUED: 2/18/00 (360)293-1901 EXPIRES: 2/18/01 SITE ADDRESS: 4907 MACBETH ASSESSOR'S PARCEL NO.: 3824-000-117-0008 PROJECT DESCRIPTION: Repair Foundation per Skagit Surveyour&Engineers design and specification. Provide 2 load tests per specification wintessed by an approved proffessional. OWNER CONTRACTOR HOWARD MEACHAM HOWARD PACIFIC PILING&UNDERPINNING 1004 COMMERCIAL AVENUE P.O. BOX 2080 ANACORTES,WA 98221 WOODINVILE,WA 98072 Primary Phone: Primary Phone: Phone 1: 293-4677 ext. 107 Phone 1: 1-800-578-7021 License#: LIC PACIFPU033BH TYPE OF WORK: ADD AREA VALUE: $ 12,450.00 TYPE OF USE: SF LOT: sf REQUIRED SETBACKS: CENSUS CATEGORY: ? 1ST FLR: sf ZONING: ? FRONT: ft 2ND FLR: sfSIDE 1: ft Occupancy Groups BASEMENT: sf SIDE 2: ft 1: R3 2: GAR/CARPORT: sf REAR: ft 3: 4: OTHER: sf REQUIRED PARKING Construction Types NUMBER OF UNITS: TOTAL: 1: 5N 2: STORIES: HANDICAPPED: 3: 4: BUILDING HEIGHT: ft COMPACT: IMPRV SURF: sf FEES NOTES: Type By Date Receipt Amount PLCK MRD 2/18/00 $64.03 PRMT MRD 2/18/00 $98.50 STBC MRD 2/18/00 $4.50 Total: $167.03 I hereby acknowledge that I have read this permit and state that the above information is correct, and agree to comply with all ordinances and state and federal laws regulating activities covered by this permit. Issued by Applicant or Owner's Signature CONDITIONS OF APPROVAL: 24 Hour Notice Required For All Inspections i -' BUILDING PERMIT CITY OF ANACORTES PERMIT NO.: BLD2000-00043 I P.O. BOX 547 APPLIED: 00-02-17 ANACORTES,WA 98221 ISSUED: 00-02-18 (360)293-1901 EXPIRES: 01-02-18 SITE ADDRESS: 4907 MACBETH ASSESSORS PARCEL NO.: 3824-000-117-0008 PROJECT DESCRIPTION: Repair Foundation per Skagit Surveyour& Engineers design and specification. Provide 2 load tests per specification wintessed by an approved proffessional. OWNER CONTRACTOR HOWARD MEACHAM HOWARD PACIFIC PILING&UNDERPINNING 1004 COMMERCIAL AVENUE ANACORTES, WA 98221 P.O.BOX 2080 WOODINVILE,WA 98072 Primary Phone: Primary Phone: Phone 1: 293-4677 ext. 107 Phone 1: 1-800-578-7021 License#: LIC PACIFPUO33BH TYPE OF WORK: ADD AREA VALUE: $ 12450.00 TYPE OF USE: SF LOT: sf REQUIRED SETBACKS: CENSUS CATEGORY: ? 1ST FLR: sf ZONING: ? FRONT: ft 2ND FLR: sf Occupancy Groups BASEMENT: sf SIDE 1: ft GAR/CARPORT: sf SIDE 2: ft 1: R3 2: OTHER: sf REAR: ft 3: 4: REQUIRED PARKING Construction Types NUMBER OF UNITS: TOTAL: 1: 5N 2: STORIES: HANDICAPPED: 3: 4: BUILDING HEIGHT: ft COMPACT: IMPRV SURF: sf FEES NOTES: Type By Date Receipt Amount PLCK MRD 00-02-18 $64.03 PRMT MRD 00-02-18 $98.50 STBC MRD 00-02-18 $4.50 Total: $167.03 , I hereby acknowledge that I have read this permit and state that the above i formation is correct,and agree to comply with all ordinan s and state and federal laws regulating activities covered y hi r it. - Issue y Applfcant or Owner' Signature CONDITIONS OF APPROVAL: I 24 Hour Notice Required For All Inspections , • r BUILDING:PERM :- ITAPPLICATIO O':�::q:ere%:w,g„<:<:.:,:,<.::.::,:;%3"<.:^..;:.y;�%.4':::: . : � �. . ...........:...:.....:.:.: :....::::.: . :..:.<.::.. ..: .:......... .. :. :..:.:r ::.. SITE ADDRESS: i190 / /MgC 77W{ >al t/ E ASSESSOR NO.:3V24/-001-//7- 0008 LOT: J/7 BLOCK: DIV: p ADDITION: ij''L/d/-e i, 3..:.:.,^:x.>.::::::<,z.:;.;;:,:a<..;. .>crx..«..:«x>:...<.:x.:y<,;>.«..?.:�xa>a:,^.:a:a>>:::z<:,:»..,::.:>.>----,;E s x•«:?«>o:?o::x.vax<o:x: zio:x>x::. a >:<.:::....<:<.x.::y_:;<:..:.:.>:.,<.:y.�..?.::.><,:,;a.:<,x«a<»: :'s:::�«q^ «..e...x..«..<.x..::..wso.. <:�.3:o.::.ak:<....:o^.00::,.r2...:.n.„;}x"n..a?>: : ..:.}�:. P%us.: d . d`:«.y:?.«xy:x:<> s.3i`:3::: .: x•<..o-:-^..: .. .: s:o.x?:u.S°J«,-*--. E «.::r. .»;,.'«Ya :�::.,.^�:.n.:>xq:.,:.,o. xx•F..«,�'<.>;.:.;.�..:<.<.��1��. .�{"5'.�Q�`�`2'-.x...x:..«,u:..r3........ .. :�'��..::.n.�:rx �.���. ':'::,.:...:;:,:.::_.�_<::.:;::__�.r.:?...<:.:>s�:..x:�,�.«x«..««.e:�x�i..t..l�..��s.,:"'...^*.:,:.o.x<.-<.,x.¢<.�.�.^,n:>r<.,.>x..:......,<:.:::.:...::.::...:........_ Y n Name: Name: �F1c�FI Narpe�l�6,/� uND62 rim ninS ltr e, i'l�"/qui_ ri ai zau "E1Jru! _ /-�.8, �Cc7ff car,- / SSa c a re S i78.3-5-5 et..) Mailing Address: Mailing Address: Mailing Address: City: State: Zlp: City: State: Zip: City: State: Zip: ANAcon-r s Cot 18zz I AkifrCe Gup 78azI 6o-Deauv(ccg WA Y I-U77-Phone No.: Phone No.: Phone No.: to - S 7f - 7o a 1 • 360 z 4/ 3 — W77x / 07 Contractor License: CL#PG/i/c,Pi/ 1 /) t 033 13 H Contact Person: �.J c f �'`-ectLi` c' PhoneNo.: 360" 2 ? 7- cA ‘ 77 )C 107 .SPOR.;:..:;.»<.;.,;:>?<,.x x..<.:;<I:.:.;.>?<..> :«:,_;M:::SERM:::OCOUPANT:.IIST.,;;.^n :on;:;.m <:;r; :;.>.;:;.>.>:.<,<x::::: z. :-e: ::< (Check One) Single Family: ( - Multi-Family: Apartment: Condominium: Senior Housing: Retail: Office: Restaurant: Manufacturing: Storage: Bank: Assembly: Accessory: Automotive Repair: Other(Specify): DESCRIBE OF WORK: X�PA//a FoU/uMA r70,v x....?>;aon::cx^.::.:,.+.c��<::<>^.y:?:?:xk::cq:.<z:xS.?.g..:..:.:..y..:.<yy.>x:.a.x.x.:: :. <. _ . . . . . . ...:v.^:.n:<tt:.: :i E: g::�{1 fi:`;•`ii :: . .::: < :Sl2 n.:..:. ': s e;'ae.;:C:E `RAU II�fFOI2MA C011r . ;,;elp:...a.:::-:^..>..>..:.:.:. z..:.... .?::<:.3>3:.'^boo;::?:x.�.....: ;. .... :....:: ..... .o...::.u<.c. ... .:......,... w .. ,.^ ......:.............. x.:..:^.^......... ::.>.........:.....:�...^..,.^..:. ,...,.. >.x:...:.........:..x.........................x,..:..::<:::...w..a Street Setback: ft. 2nd Floor: sf. (Circle Y or N) 1st Side Setback: ft. 3rd Floor: sf. I 2nd Side Setback: ft. Basement: sf. Shoreline/Wetlands Y N Rear Setback: ft. Occ. Group: Water on/Adj. to Property Y N Use Zone: Carport Area: sf. Soils Report Y N Type of Construction: Garage Area: sf Sensitive Area Y N Lot Area: sf. No. of Stories: Latecomers Agreement Y N No. of Dwelling's: Building Height: Fire Hydrant(250 FT) Y N Lot Coverage: Deck Area: _ sf. Variance Y N 1st Floor: sf. Covenant Y N y Project Valuation (Labor and Material Cost): r (0 two . fI K, 'aS THIS APPLICATION IS RECEIVED BY THE BUILDING OFFICIAL UNDER THE PROVISIONS OF THE UNIFORM BUILDING CODE, AND SHALL EXPIRE BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPLICATION. BY AFFIXING MY SIGNATURE I HEREBY CERTIFY T AT I AM THE LEGAL OWNER OF THE PROPERTY FOR WHICH THIS APPLICATION IS ISSUED OR AN I AUTHORIZED AGENT OF THE 0 ER ALL ROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED 0 INCLUDING CALLS FOR INSPECTIONS. SIGNATURE: DATE: 02- — 16 —62° • Skagit Surveyors & Engineers PLANNING ♦ SURVEYING • CIVIL♦ STRUCTURES ♦ MECHANICAL♦ INDUSTRIAL 806 Metcalf St., Sedro-Woolle , WA 98284 Ph (360 855-2121 Fax(360 855-1658 STRUCTURAL ANALYSIS, Pin Pile / Jacking, Meacham Residence, 4907 Mac Beth, Anacortes, WA For: Bud Meacham, 4907 Mac Beth, Anacortes, WA SSE Job Number: 200034 February 12, 2000 GARS 4cxf WASy1+TP0 t SiDth q gECtStFo INDEX. fi'sj�NALir Design Sketches. Pages SK1-SK2 Pile Specification Table Page T1 E""'RES 8/3WoO Callouts and Specific Notes. Pages B - C, 2lr2.10o Pin Pile Specifications. Pages D - F General Specifications. Pages G - H Design Loads. Page L1 Calculations. Pages Cl — C2 Total Number of pages excluding cover sheet: IQ, Notes. Disclaimers: • Skagit Surveyors and Engineers (SSE) takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets which are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). tkg200034NotesSpecs2-12-OO.doc B Skagit Surveyors & Engineers 806 Metcalf St, Sedro-Woolle , WA 98284 Ph 360 855-2121 Fax(360) 855-1658 SPECIFIC NOTES and CALLOUTS: Client name: Bud Meacham Project number: 200034 Project name: 4907 Mac Beth Project location: Anacortes Geotechnical consultant: J.B. Scott and Associates General Contractor: Pacific Piling and Underpinning A. LOAD TESTS. A MINIMUM OF 2 LOAD TESTS SHALL BE MADE, SPECIFICALLY, ONE IN THE PIN PILE GROUP OF 8 TO 13, AND THE OTHER IN THE PILE GROUP OF 14 TO 17. B. 'SNUG-FIT' DEFINITION. SNUG-FIT, AS IT RELATES TO THE TOP OF PILE INTERFACE WITH BOTTOM OF FOOTING, IS DEFINED AS TIGHT ENOUGH AGAINST THE FOOTING TO TAKE SUBSTANTIAL LOAD, BUT NOT SO TIGHT AS TO LIFT THE FOOTING / BUILDING. C. RECOMMENDED PIN PILE DRIVING SEQUENCE: THE FOLLOWING SEQUENCE IS RECOMMENDED. NO SUBSTANTIAL JACKING OR LEVELING IS RECOMMENDED UNTIL ALL PILES ARE INSTALLED (SEE NEXT SECTION FOR ADDITIONAL JACKING INFORMATION). PILES 14 - 17 PILES 18 - 19 PILES 8 - 13 PILES 4 - 7 PILES 1 - 3 D. LEVELING OF FOOTINGS. AFTER ALL PILES ARE INSTALLED AND SNUG-TIGHT, JACKING AND LEVELING OPERATIONS MAY COMMENCE. SEE NEXT SECTION AND PILE SPECIFICATION TABLE FOR ADDITIONAL INFORMATION. E. DOWNSPOUT DRAINAGE. IF EXISTING ROOF DRAIN (DOWNSPOUT) IS INTERMIXED WITH ANY FOOTING DRAINS, CONTRACTOR SHALL REROUTE AND SEPARATE THE TWO LINES. THIS SHALL BE CONSIDERED EXTRA WORK, AND SHALL BE NEGOTIATED WITH OWNER PRIOR TO EXECUTION. F. LEVELING OF CONCRETE FLOORS. THIS PROJECT DOES NOT PROPOSE TO RE-LEVEL ANY CONCRETE FLOORS UNLESS SPECIFICALLY REQUESTED BY THE OWNER. G. REMOVAL OF PORTION OF SLAB IN GARAGE. IT IS PROPOSED THAT THE PORTION OF SLAB IN THE GARAGE AS SHOWN ON SK1 BE SAW CUT AND REMOVED TO FACILITATE PILING OPERATIONS. A NEW SLAB OF SIMILAR CHARACTERISTICS TO THE EXISTING SHALL BE REPLACED. H. REPAIR OF GYP CEILING. IT IS PROPOSED THAT THE CRACKED PORTION OF THE GYP CEILING IN THE GARAGE BE REMOVED AND REPLACED PER THE ORIGINAL. IF CEILING JOISTS HAVE PULLED OUT FROM THEIR SEATS OR HANGERS, THEY SHALL BE REPAIRED OR REPLACED AS NECESSARY. I. FINISHING AND SITE WORK. FINISH / CONSTRUCT / RESTORE SIDEWALKS, PAVING, CURBS / GUTTERS AND OTHER ARCHITECTURAL FEATURES AS NECESSARY. THE tkg200034NotesSpecs2-12-00.doc Skagit Surveyors & Engineers C 806 Metcalf St., Sedro-Woolley, WA 98284 Ph (360) 855-2121 Fax(360) 855-1658 SITE AND BUILDING SHALL BE RESTORED AS TO BE AT LEAST EQUIVALENT QUALITY AND APPEARANCE TO PRE-PROJECT AND ADJACENT EXISTING CONDITIONS. J. REPAIRS AND PATCHING. CONTRACTOR SHALL PATCH ALL CRACKS IN MASONRY AND CONCRETE IN THE PROJECT AREA WHICH ARE 1/16" OR LARGER. RICH GROUT OR SUITABLE EPDXY MAY BE USED SUCH THAT THE STRENGTH IS AT LEAST EQUIVALENT TO OTHER EXISTING GROUTED JOINTS, AND HAS SIMILAR COLOR AND APPEARANCE. CONTRACTOR SHALL REPAIR ALL DAMAGE (BOTH ARCHITECTURAL AND STRUCTURAL) TO THE BUILDING AS A RESULT OF THIS WORK. SUCH REPAIRS SHALL BE OF SUITABLE QUALITY AND APPEARANCE AS TO MATCH EXISTING, TO THE SATISFACTION OF THE OWNER. K. PAYMENT OF REPAIRS AND PATCHING. IT IS UNDERSTOOD THAT THE INSTALLATION OF PIN PILES AND LEVELING OF THE BUILDING MAY CAUSE CRACKS AND DISTRESS TO THE BUILDING WHICH ARE UNAVOIDABLE. REPAIR OF SAME WILL BE AT A FAIR NEGOTIATED PRICE BETWEEN CONTRACTOR AND OWNER. IF CONTRACTOR'S NEGLIGENCE OR ERROR CAUSES ANY DAMAGE TO THE EXISTING OR ADJACENT STRUCTURES, REPAIR OF SAME SHALL BE AT THE SOLE EXPENSE OF THE CONTRACTOR. I tkg200034NotesSpecs2-12-OO.doc Skagit Surveyors & Engineers D 806 Metcalf St., Sedro-Woolley, WA 98284 Ph (360) 855-2121 Fax(360) 855-1658 STANDARD PIN PILE SPECIFICATIONS: General. If Contractor wishes to deviate from these specifications or procedures, he shall discuss and gain approval from the Engineer prior to any such deviation. Contractor shall be responsible for the safe and correct prosecution of the work; any incidental damage (either to the subject building or adjacent structures) that occurs; and the finished product. If unanticipated conditions occur during the work, Contractor shall contact Engineer immediately. II. Permits. Unless other arrangements have been made with the Engineer or Owner, Contractor shall obtain all permits and clearances necessary for the work. III. Temporary Suoport. This work involves temporarily undermining the support for the structure. As such, additional temporary support/shoring may be required. Contractor shall evaluate the need for such and provide as necessary. If there is any question or doubt as to the extent of temporary support needed, Contractor shall coordinate same with Engineer. IV. Schedule of Work. Contractor shall coordinate with Owner regarding the available times that work may commence. For the purposes of bidding, assume that work may progress Monday through Friday from 8:00 a.m. to 5:00 p.m. If Owner or Contractor desires to change this schedule, they will coordinate with each other as necessary. V. Live Loads. The calculations used in selection of pin piles and their spacing assume that no roof live loads will occur during installation. For this reason, all work must occur during a time when no roof live or snow loads are present. VI. Preparation. Locate all utilities using the best methods possible. Clear the work area and cordon as necessary to prohibit unauthorized personnel and to ensure safety. Remove concrete /asphalt as necessary. If concrete or asphalt is to be replaced in the same location(s), all removal shall be by saw cut or removal along established full depth expansion joints. VII. Phasing / Excavation. In general, pin piles should be installed in phases such that soil bearing is not completely removed from any load bearing element until a portion of the pin piles are installed. Soil left supporting the structure shall slope from the bottom of footing to excavated grade at no greater slope than 45 degrees. If this maximum slope is not possible, contact Engineer. In general, minimal excavation of soil from beneath footings should be observed until pin piles are in place and supporting load. It may be necessary to install temporary piles for footing support prior to the excavation of any soil. Contractor should check with the Engineer if there is any question or doubt about the amount of excavation that may occur prior to pin pile placement, or the soil's bearing capacity. VIII. Driving Pin Piles. Drive pin piles with pneumatic jackhammer(90 lb. min) to refusal. If refusal is not achieved within 40 feet of driving, Contractor shall stop driving that pile, wait 2 hours and then retry. If refusal is still not achieved within the next 5 feet of driving, Contractor shall stop and contact Engineer immediately. IX. Refusal is defined as less than or equal to one inch penetration per one minute of continuous driving with a 90 lb. (or heavier)jackhammer. X. The target minimum installed compressive capacity of each pin pile shall be per the table on page T1 herein. This is as determined by the load test described below. Xl. If an obstruction is hit, Contractor shall stop driving that pile and contact Engineer. tkg200034NotesSpecs2-12-00.doc Skagit Surveyors & Engineers E 806 Metcalf St., Sedro-Woolley, WA 98284 Ph (360 855-2121 Fax 360,E 855-1658 XII, Records of Pile Driving. Contractor shall create a written record of each pile driven. Such records shall be made in ink within 15 minutes of the time of driving the pile. At a minimum, Contractor shall record: the pile identification number, location (in feet and inches) measured to the nearest building corner or other permanent feature, full names of the pile driving operators, date and time of driving, hammer weight, pipe diameter and grade, type of joint connectors used, pile tip used - if any, length of pipe segments used, obstructions hit, unusual conditions, final depth, and signature, date, and time of foreman /supervisor. Copies of the written records shall be supplied to the Engineer and Owner. Contractor shall not be paid for piles installed without a written record in accordance with this paragraph. XIII. Load Testing Pin Piles. Load testing shall be done on piles shown in the Plans or Bid Sheet, and as directed by the Engineer. Equipment shall consist of a hydraulic testing jack with calibrated gauge capable of 12,000 lbs. (6 tons), min. The accuracy of the testing equipment shall be within +/- 10% of the gauge reading, and the gauge shall be capable of reading to the nearest 100 lbs. Contractor shall supply certified load rating data to prove the accuracy of the testing equipment. All load testing shall be performed in the presence of the Engineer. Engineer shall specify the maximum allowable test load. For the purposes of bidding, the Contractor may assume that load tests may be performed against the dead weight of the building. If this assumption proves untrue, or if additional load tests are required beyond those shown in the Plans or Bid Sheet, Contractor will be paid for load testing as a change order item. Contractor shall supply written load testing results in accordance with and on the same pile record sheets as specified above. Minimum information on load tested piles shall consist of: operator of load testing equipment; time and date of test; manufacturer, model, and capacity of load testing equipment; maximum load achieved; and notation of whether or not pile moved perceptibly during load test. Contractor shall not be paid for load tests without a written record in accordance with this and the above paragraph. XIV. Leveling of Footings. Footings may be leveled with the pin piles/ angle brackets, or with hydraulic jacks placed between the pin pilings. Leveling shall be performed slowly and evenly, and with sufficient numbers of jacks to avoid undue stress and strain on the building and it's parts. Contractor shall check the level of the building constantly during jacking with a water level or other equipment accurate to within 1/16 inch. The goal of the leveling operations is as stated in the table on page T1. If this is not possible, or becomes impractical without further damage to the building, Contractor shall consult with Engineer immediately. The proposed leveling sequence and timing shall be approved by the Engineer in advance of any leveling operations. XV. Leveling of Slabs. Concrete slabs which have settled shall be re-leveled where shown in the plans (if at all). Contractor may use coring/pressure grout methods or self-leveling 'concrete-epoxy' methods. Regardless, the final product shall be suitable for the floor covering system in use, and shall meet with the approval of the Owner. XVI. Backfil(. Backfill excavated areas which will not receive concrete, and over-excavated areas which will receive concrete with sandy, granular material, minus all organic material and minus all rocks or lumps 2 inches or larger. Compact in 12- inch maximum lifts to 95% relative compaction. XVII. Concrete Around Pin Piles. Place unreinforced concrete around the piling, brackets, and completely under all footings that were undercut for piling operations. tkg200034NotesSpecs2-12-0O.doc I Skagit Surveyors & Engineers F 806 Metcalf St., Sedro-Woolley, WA 98284 Ph(360 855-2121 Fax 360 855-1658 XVIII. Concrete Mix: Min. 28 day compressive strength, f c = 2,500 psi. Use pea gravel as coarse aggregate fraction. Maximum water/cement ratio = 0.54. Admixtures may be used to increase fluidity and / or for high early strength. XIX. All concrete shall be mechanically vibrated per ACI code. XX. Backfill to Grade. Native material minus rocks, sticks, lumps, trash, and any organic material may be used with the approval of the Engineer. If native material is unsuitable, use good quality imported sand or loamy sand. Compact all backfill to 95% relative compaction. XXI. Drainage. Replace footing drains and downspout drains exposed, damaged, or disturbed in the course of the work. Ensure they are in separate lines. If the existing system was combined in single pipe, or was non-existent, contact engineer prior to backfill. Footing drains should be enveloped in a 6" minimum layer of/<" washed drain rock up to within one foot of final grade. Footing drains and downspout drains should be routed downgradient to daylight to an approved receiving drainage conveyance system. XXII. Replacement of Concrete Flatwork and Asphalt Paving. Replace all asphalt; concrete flatwork, curbs, gutters, etc. to match existing. Ensure that proper subgrade and compaction are achieved prior to placement of new concrete and asphalt. All asphalt and concrete operations shall be in accordance with City specifications/ordinances. tkg200034NotesSpecs2-12-00.doc Skagit Surveyors & Engineers G 806 Metcalf St, Sedro-Woolley, WA 98284 Ph(360) 855-2121 Fax(360) 855-1658 STANDARD SPECIFICATIONS: 1. APPLICABILITY OF THESE SPECIFICATIONS: 1.1. These specifications shall be adhered to for all work addressed in this report. 1.2. Some sections of these specifications may not apply to the scope of work of SSE. Use of these specifications for work outside of SSE's scope shall be at the sole risk of the Contractor. 2. LIMITED SCOPE OF SSE's WORK: 2.1. The scope of work of SSE is limited to design of a pin pile system to be used in stabilization of a portion of a settled building. SSE has not analyzed any portion of the existing building, including but not limited to: foundations, beams, columns, walls, floors, floor framing systems, roof framing system, connections, etc. Such analyses are beyond the present scope of work assigned to SSE by the client. 2.2. All structural and other matters not shown or addressed in the plans, specifications, or calculations do not form part of the scope of work of SSE. 3. OWNERSHIP OF THIS REPORT: 3.1. Ownership of this report, all calculations, sketches, and other intellectual information pertaining to the project shown herein shall remain the sole property of SSE. SSE will furnish copies of this information to others only with the express permission of the Client. 3.2. These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents are not valid, and shall not be used for any other project. 4. COMPLETION OF SSE's CURRENT SCOPE OF WORK: 4.1.Submittal of this report to the Client completes the present scope of work and budget of SSE for this project. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis at SSE's current fee schedule. 5. INSPECTIONS: 5.1. Skagit Surveyors and Engineers (SSE) strongly recommends that the Contractor, Builder, or Owner retains SSE to provide on-site inspection services of the items which we analyzed / designed. It is the responsibility of the Owner, Builder, or Contractor to arrange such inspections. Inspection services are beyond SSE's current scope of work, therefore additional compensation will be required for the provision of these services. 6. BASIS OF DESIGN —APPLICABLE CODES: 6.1. This design is based on the UBC, 1997. All construction shall adhere to the minimum requirements of the 1997 Uniform Building Code. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. 7. COMPETENT CONSTRUCTION PERSONNEL: tkg200034NotesSpecs2-12-OO.doc Skagit Surveyors & Engineers " 806 Metcalf St., Sedro-Woolley, WA 98284 Ph (360) 855-2121 Fax(360) 855-1658 7.1. Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 8. TEMPORARY SUPPORT AND BRACING: 8.1. General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein, unless specifically shown. Contractor or owner should check all temporary-supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. 9. CONFLICTS OR ERRORS IN PLANS: 9.1. Contractor shall verify all dimensions and 'fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the immediate attention of the Engineer. If any questions arise during construction pertaining to any structural matter, the Engineer shall be consulted immediately. tkg200034NotesSpecs2-12-OO.doc fka it doe L0bo'i4 W 4olam 9 e k ) SHEET NO S� . OF Ch,eyors &Engineers CALCULATED BY DATE Z/I ZIa1 PLANNING 1 SURVEYING 1 CIVIL 1 STRUCTURES•MECHANICAL 1 INDUSTRIAL CHECKED BY DATE 806 Metcalf St., Sedro-Woolley, WA 98284 n (360)855-2121 Fax 360-855-1658 SCALE I s In 4t- E-Mail:see@fidalgo.net Sour 11i16144M ) 00'/ Aid, 6E7}( AivAeTS - - - DEct I — — I 1 7-- Ga-1mt1nlE i 1 IQ\ ® 90 i0 0 • 1 {✓ 4 O ' S` 3� EAST oThi - 1 ® Q N Q 1 „ F P. v = Foy fl L£ Lo6A-r191V, D O %il 0 ` LY 11 5bE QI Ec, 17;9 , A COL 123. Ti s?EoWLL UFo , i FA, ply- ,...._._VciL o o G^ o°°` j O t SpEcWI[, (ALLDI-I S 104- (.. rei2- FACtEs I; - C-• \ I V 4 - v /Nqc 3E7H Noreen TO Reorder Call NEBS CUSTOM'"printing Service TOLL FREE 1-000-088-0327 NESS.Inc.Peterborough,NH 03458 Set No G 3282024CE • fkagit C JOB 2°Oo34- Y rveors & n E 9ineers SHEET NO. zr- OF f CALCULATED BY L DATE "/1 I �a PLANNING♦SURVEYING•CIVIL♦STRUCTURES 1 MECHANICAL♦INDUSTRIAL CHECKED BY DATE 806 Metcalf St., Sedro-Woolley, WA 98284 (360)855-2121 Fax 360-855-1658 SCALE WC • E-Mail:sse@fidalgo.net }JAYNE SOIL- A -FICL A' - II11sU11 _ j Eutsrq� .o v. Ilh© S“As , d• a • • Q = HEMP( bai{ 11.4 F7rut' T., MikJ CAMorr 5 8�. C2� F o ri lc-{ 1-712-0TECI ail C44117P D A WAY U = PtKi P«e., Per_ CAL.c,s , Si Z, .- 1-4g346 ® c ;i-me.KI u VZEIiv.Faru&D tea. (Tea CLI L A r6 ) A uvo 1>iC.E_ s- 13 o T- (f s Zoo ra.) To Reorder Cati NEES CUST4iM"printing service TOLL FREE 1.000-8006327 NESS,Inc..Peterborough.NH 03450 Ref No:G 328202400 TJ. . Skagit Surveyors and Engineers Sedro-Woolley - PILE SPECIFICATION TABLE. Job No:200034 Job Name:Meacham Date:2/12/00 By:tkg Bracket Types: 1 =Heavy duty angle bracket attached at face of stem wall,i.e.footing projection(if any) must be chipped away such that bracket is flush with stem wall Minimum bracket capacity =8,000 lbs(8 kips). 2= Screw type,with bearing plate directly under the center of stem wall. No.of Tributary Pipe Pile Jacking info. pipes in Applied length of ftg. Applied Bracket Assumed Pipe pile Min.pipe Allowable Pipe Pile(s) (see notes a this uniform for this pile, point load, Total load Location to center Type(see eccentricity, size, pile wall Stress,Fy, allowable bottom of Pile Na cluster. load,klf ft. kips. on pile,kips of pile. above) in. nominal in. Pipe pile type thickness,in. ksi. load,kips. table) 1 1'1k,4, 0.53 5.0 0.0 2.65 , 54from pile ?..`i'-.`206i,:1 .a"a 3 2 Extra,Strong• 0 218 35 4.91..,-,-__.1' • xa. �: -r'.. 0.53 3.0 ,- ._0_0 159 ";fromm coer 4 ItOt;_= 3 4 2-k" ExtraStiongf 0.218 35 4.9 2 - ", ,c'� + 1.00 4.0 0.0 4 'Gee e "os " „ 11160 ` ,.,., 1, 1 v A 2 a"* F_xtraStrong i 0.218 35 4.9 1 J ',-- inp F" t t 11i p Inside ' b?e§��. p.A-• '.'r - , tl •` O 0.55 3.0 0.0 165 .'P• e r" 1 P 4 i 2a+- ?'� ExtraStrong' 0.218 35 e Y'ofistepped3 -} `- ' t ' 1 i.a 0.55 5.0 0.0 2.75 0 acsect(on l- l-1 Kid+,'- 4 'E. 2 ' } Extra Strong,) 0.218 35 3.8 I ' " 2 " € p - - Dbl extra r� i -* -lcb hesr ;_ ,1 jlK"r _ ' t i 1.40 3.0 0 0 4.2 3 •in COmeM �, 1 4 - 2 ,strong. - 0.436 35 U deir16 ow a :, _ F4 p bf S y 1 ./ t Y V^t1 i + <e_ ] ea•b sd"pliet '1 "4'[ ., ) 'Dbl.extra- - b'"i'` t ks ." ; 1.40 2.0 50 7.8 ° "s. uds �;.,3: -.le' ,1 4 3 _i strong, _ 0.600 35 174 i __�2 1 z Unde` endow t x - ', sxiI, 'i t, e de support ri. r n- - E , Dbl extra.." "ir 1" t` ._1.40 2.0 5.0 t 7.8 xstuds k ;� {-+1 t--:- 4 2 strong 0.436 35 9.6 '_2' : € r i eader S y Dbl extra tic , _,J€. ., 1.40 2.0 1.5 4.3 �` o s rd°J,g, tl"s.,,' `1 c ai"' 4 2- .. } stronq. , 0.436 35 4.8 _ 2 IIS '" . xy, 1.40 0.5 3.0 3 7 "t"Betwe n doors ;,9Y ,1 4 2 Extra Strong.: 0.218 35 3.8 2 _ {...1. r '< i�'t .a*f' }#t#:I^•�`l,Yn' 1 4.t L3 �I rr .:. .,t'-,7-,sy'm.“ ` a ;'f .",;,v' y. ... Dbl extra.E[ r< `'�f* 3, 1.40 2.0 1.5 4.3 'si d stud't n"^_1t__ 4 2 - stron '_1: 1 0436 35 4.8 _. 2 Y e S'1RYe 4•L. S _ .a. ri ',cite- een fireplace '""FtAt `•-e" - - Dbl extra" 1.E'T,` I :tat4". xW+f € 1.76 2.5 i 0.0 4.4 --an..,- 1 wall . .1...4 4 - 2•' r, strong € 0.436 35 4 8 - 2 - _ ` '"in"odtgeeoff, 4.*".", ':, ,,Oblyextra € J JP, t a .I ;,3 1.76 3.5 1.0 7.16 'h - a '+' ru. ! 4 ro '$3, `g- strong ,e 0.600 35 � e 1 17,79 --- "' ed' f t Dbl extra ,� t,, r2 1.76 3.5 1.0 - 7 16 '*5 +-$'r1 4 rk4f..2TE c,,-i q sirong., 0.436 35 9 6 2 __.., : R r'F^ ( t ar�T�_l, ,f , T Dbl extra ` air 14 h.t x 1.76 2.5 0.0 i.._.._ 4 4 yz" " . Vil s 4 2 strong_ 0.436 35 4 8 2 ' t •T + tit €r 9f,. y i a>' !`�+ Dbl extra-- 1 4 t 1.60 3.0 _0.0 , 4.8 k i 71. t' -0.11.1 4 '"s`"` 2 strong, r_! 0.436 35 48 „ .-. 1 JACKING INFORMATION FROM ABOVE (see last column). 1 Install pin pile and snug the bracket to bottom of footing to arrest any further settlement. No lifting of footing allowed. , 2 Install pin pile and snug the bracket to bottom of footing. Commence jacking procedures per specifications to obtain as much leveling as possible without damage. Max.jacking allowed=0.5" -4 PinPileWallWeighl2-00 xltPileTable 2/12/00 L1 Job Name: Meacham By:tkg Roof system dead load calculator. 3.00 Roofing material, psf Load Summary 2.00 Decking, psf 15.00 Roof Dead, psf 2.00 Framing, psf 20.00 Roof Live, psf 1.50 Insulation, psf 25.00 Roof Snow, psf 3.00 Ceiling, psf 40.00 Roof Total, psf 11.50 Total, Roof Dead Load, psf 15.00 Floor 1 Dead, psf 40.00 Floor 1 Live, psf 55 00 Floor 1 Total, psf 0.00 Floor 2 Dead, psf 0.00 Floor 2 Live, psf Flooring system calculator 0.00 Floor 2 Total, psf 0.00 Floor topping matl wt., pcf 10.00 Deck 1 Dead, psf 0.00 Floor topping thickness, inches 60.00 Deck 1 Live, psf 0.00 Floor topping thickness, ft. 70.00 Deck 1 Total, psf 0.00 Floor topping weight, psf 10.00 Balcony 1 Dead, psf 60.00 Balcony 1 Live, psf 70.00 Balcony 1 Total, psf 2/12/00 Page 1 PinPileWallWeight2-00.xlt Skagit Surveyors and Engineers 1 LOAD/PILE SPACING CALCULATOR FOR PIN PILES Job No:200034 Job Name: Meacham Date:2/12/00 By: tkg PILE LOCATIONS. Grid Line Grid Line Grid Line Grid Line Grid Line A 2.0 1.0 B Fireplace 18.0 20.0 9.0 9.0 15.0 Wall height,ft. 10.0 10.0 10.0 112.0 112.0 Wall dead weight,psf. 55.0 55.0 55.0 55.0 0.0 Floor 1 total load,if applicable, psf. 14.0 2.0 0.0 6.5 0.0 Floor 1 trib.width on panel,ft. 0.0 0.0 0.0 0.0 0.0 Floor 2 total load if applicable,psf. ' 0.0 0.0 0.0 0.0 0.0 Floor 2 trib.width on panel,ft. 40.0 40.0 40.0 40.0 0.0 Roof total load, psf. 11.0 6.0 11.0 10.0 0.0 Roof tributary width on panel,ft - 4,000.0 3,855.0 4,940.0 4,000.0 4,000.0 Min.allowable load per pile. I`-) 16.0 16.0 16.0 16.0 8.0 Continuous footing(NIC stem wall)width,in. 0.0 6.0 0.0 0.0 8.0 Stem wall width,in 8.0 8.0 8.0 60.0 12.0 Continuous footing(NIC stem wall)height,in. 0.0 18.0 0.0 0.0 96.0 Stem wall,height,in. 2,500.0 2,500.0 2,500.0 2,500.0 2,500.0 Footing conc.compressive strength,psi. 180.0 200.0 90.0 1,008.0 1,680.0 Wall dead weight,plf 770.0 110.0 0.0 357 5 0.0 Floor 1 weight,plf. 0.0 0.0 0.0 0.0 0 0 Floor 2 weight, plf. 440.0 240.0 440.0 400.0 0.0 Roof weight, plf. 1,390.0 -.-550.0 530.0 1,765.5 1,680.0 Basic uniform load on wall,plf. 96.0 96.0 96.0 928 0 80.0 Footing cross sectional area,sq-in. 0.0 108.0 0.0 0.0 768 0 Stem wall cross sectional area,sq-in. 96.0 576.0 96.0 8,970.7 14,981 3 Section modulus of stem wall and footing,inA3. 55.0 55.0 55.0 55.0 55 0 Allowable shear strength of concrete,psi. 206.3 206.3 206.3 206.3 206 3 Modulus of rupture of concrete(tensile bending),pt 5,280.0 11,220.0 5,280 0 51,040.0 46,640.0 Maximum allowable shear load to foundation, lb. 7.6 40.8 19.9 57.8 55.5 Max spc'g of piles based on conc shear stress,ft. 3.1 12.0 5.0 26.4 35.0 Max spc'g of piles based on bending of footing,ft. 5.8 14.0 18.6 4.5 4 8 Max spc'g of piles based on pile capacity,ft. 3.1 12.0 5.0 4.5 4.8 MAXIMUM BASIC PILE SPACING,ft. POINT LOAD CALCULATOR. 4.0 1.3 Tributary length of beam or header,ft. 14.0 14.0 Tributary width of floor on beam or header,ft. 55.0 55.0 Total load of floor on beam or header,psf. 10.0 10.0 Tributary width of roof on beam or header,ft. 40.0 40.0 Total load of roof on beam or header,psf. 3,080.0 1,001.0 0.0 0.0 0.0 Point load from floor, lb. 1,600.0 520.0 0.0 0.0 0.0 Point load from roof, lb. 4,680.0 1,521.0 0.0 0.0 0.0 TOTAL POINT LOAD,lb. n PinPileWallWeight2-00.x1tPileLoad 2/12/00 Skagit Surveyors and Engineers, Sedro-Woolley,WA 360 855-2121 INTERACTION EQUATION FOR COMBINED BENDING AND COMPRESSION. Job No:200034 Job Name: Meacham Date:2/12/00 By:tkg 2"pipe,dbl ex.strong, Fy=42,t=.436" 4 eccentricity,in. Eccentricity Calculator 25200 Fa, allowable compressive stress,psi. 8 Width of stem wall, in. 28140 Fb, allowable bending stress,psi. y Is angle bracket attached at edge of stem wall?y or n. 2.66 Area,in^2 4.00 Eccentricity,if'y'to above,in. 1.1 Section modulus,inA3. 0 Dist.frm outside of ftg to outside of stem wall, in. 1 Interaction equation goal,i.e. 1.0 or 1.3 - Eccentricity,in. 6938 Axial Load,P,lbs 3"pipe,double extra strong,type S or A53, E,t=.6" Eccentricity Calculator 4 eccentricity,in. 0 Width of stem wall,in. 21500 Fa, allowable compressive stress,psi. n Is angle bracket attached at edge of stem wall?y or n. 24000 Fb, allowable bending stress,psi. - Eccentricity, if'y'to above,in. 5.47 Area,inA2 0 Dist.frm outside of ftg to outside of stem wall,in. 3.42 Section modulus,in^3. 0.00 Eccentricity,in. 1 Interaction equation goal,i.e. 1.0 or 1.3 17472 Axial Load,P,lbs 2"pipe,xtra-strong,type S or A53,E,t=.218,Fy=35 Round pipe calculator 4 eccentricity,in. 2.375 O.D.,in. 21500 Fa, allowable compressive stress,psi. 0.343 wall thickness,in. 24000 Fb, allowable bending stress,psi. 1 69 I.D., in 1.48 Area, inA2 2 19 Area,inA2 0.731 Section modulus,in^3. 1 19 Radius,in. 1 Interaction equation goal,i.e. 1.0 or 1.3 0.85 Inside radius,in. 3855 Axial Load,P,lbs 0.98 Section modl's,inA3 3"pipe,extra-strong,type S or A53,E, t=.300" 1 17 MOI,in^4 5 eccentricity,in. 21500 Fa, allowable compressive stress,psi. Round pipe calculator 24000 Fb, allowable bending stress,psi. 2.375 O.D., in. 2.23 Area,inA2 0.436 wall thickness,in. 1.72 Section modulus,in^3. 1.50 I.D.,in 1 Interaction equation goal,i.e. 1.0 or 1.3 2 66 Area,inA2 7043 Axial Load,P,lbs 1 19 Radius, in. 2"pipe,Dbl xtra-stronq,type S or A53 E,t=.436, Fy=35 0.75 Inside radius, in. 5 eccentricity,in. 1 11 Section modl's,inA3 21500 Fa, allowable compressive stress,psi. 1 33 MOI,in^4 24000 Fb, allowable bending stress,psi. 2.66 Area,inA2 1.1 Section modulus,in^3. 1 Interaction equation goal,i.e. 1.0 or 1.3 4834 Axial Load,P,lbs .�1 PinPileWallWeight2-OO.xfl 2I12100 JtcHirI ocKvtfUKJ al-tIVl7 YdY v0U-6SJ-105b Fec 1! UU lb:4b r. ILL agit Surveyors 8 Engines PLANNING • SURVEYING •CIVIL • STRUCTURES ♦ MECHANICAL♦ INDUSTRIAL 806 Metcalf St., Sedro-Woolley, WA 98284 Ph(360)855-2121 Fax(360) 855-1658 February 17, 2000 Post-it°Fax Note 7671 uala2_/7.pU Paaaa► / To £Q reisve From 7701 6a,casO/. Mr. Ed Frankemit/eras eats otter CO. Jar JZss.tn e City of Anacortes Building Department Phone a Phonea PO Box 547 3t o 8SS- did/ Anacortes'WA 98221 Fax 9 3�0 ..2?)- /93r _Fa`"�JZo f3T-/LS8 ADDENDUM NO. 1 TO STRUCTURAL CALCULATIONS AND PIN PILE DESIGN FOR BUD MEACHAM, 4907 MAC BETH, ANACORTES. This letter shall serve as Addendum No. 1 to the subject structural calculations and design. This is written in response to your concern for the following issues, 1. CONNECTION OF ANGLE BRACKET TO FOOTING. We do not specify any such specific connection. The Contractor may use any connection he deems adequate to hold the bracket in place until the jacking operations are done, and the bracket and pile is stabilized with concrete. 2. FOOTING DRAINS. If the installed brackets interfere with footing drains, the footing drains may be held away from the footings up to 3 feet, so long as the top of footing drain pipe is approximately at the same level vertically as the bottom of footing. Backfill with drain rock around the perforated pipe, as usual, is required regardless of the location of the footing drain pipe. 3. CAPACITY OF ANGLE BRACKET. If the Contractor does not have published test data on the capacity of the angle bracket he intends to use, it is acceptable that he perform a load test on- site using the subject bracket. If the house does not provide adequate dead weight for such testing, the Contractor shall install temporary jacking piles and a beam for the test. This test must be performed in the presence of the City Building Official, or Engineer. The bracket must be tested to a load of at least 20% greater than the minimum required load as per the calculations (for 8,000 lb. capacity bracket, minimum load test = 9,600 lbs.). 4. INSPECTION. We call for on-site inspection at certain stages of pile installation in our calculations/specs. We, however, have no control of the Contractor or owner arranging and paying for this. If the City agrees that such inspection is prudent, the City can make a condition of approval that we perform the inspections and provide written documentation of same. Should there be any additional questions or concerns regarding this project, please do not hesitate to contact me. Sincerely, ti�'i Ms cfs 4, . 4* i Tim K. Garrison, P.E. ( ate - 4 Principal Engineer - = r. • TKG c: Bud Meacha ' ReOungt® Howard Clark iONALES6 Jim Scott tixarei 8/3ty.. 1 1/ ticio &g200034Addn 1 Cala2-17.00,doc 1 FROM : 'Pacific Piling ) FR. NO. : 425 486 4025 c 1,, Feb. 17 2000 05:50PM F1 Feb- 17-00 03 : 22P Ronald M ROBERTS PE 425 S o 0736 P -06 Jt R' L � st a ind\ -@re1A 7) lan � J m a J a r v ZO x x a a 4 h. H m x v I- a d1. >1 i 1 ' ' lil 0 Q 0 J N x v rl 4) • {HAT Cdl Pir-v\ kr) c N d d m L1 L) m O N f- ti l 01 U- /1 TS5x3x1/4 x 8' Long-- — L1 0 V I� 7 N L f ' Pipe I' Sch 80 x 4' 6x6x3/4 x 12` Long i - 1/4� L' Asser� lolyt3 L. Side View U E O U- 11 — L6x6x3/4' x 12" Long TS5x3x1/4 x 8" Long i FT--n n--r I I I i L ' - I I li I I U.__L u__L 4 I � — Long Slotted Hole fon 3/4' die, bolt AsseribLy # 3 Front View vO'd 9ELO SEG 4Zt 3d 514390N W PLEUOLI dTZ ; EO 00-Lt -qa3 — L6x6x3/4' x 12' Long r- TS5x3x1/4 x 8° Long fl 0 --------tom ' T T - --Pipe 1' Sch 80 x 4' Long —� AssermoLy = 3 Rear View r,n ' J 9£LO 558 47v 3d S121a90iJ W P1E00`a dOZ CO 00-Li -clad bd NdTS:S© WOE LT 'gad SZ©t 9817 Sat : tN >UJd 6uttid olitoed woad FROM : Pacific Piling FAX NO. : 425 486 4025 Feb. 17 2000 05:50PM P2 Feb-17-O0 03 :20P Ronal M ROBERTS PE 425 895 0736 _p, U'L u # ,c1 iassd „tit •B x •t✓T S x .b/S T .112H dA1 (sao)d z) tkP .S2': i 4J i ` .6 x ,4 x .T alatd 0556'9 Feb- 17-00 03 :20P Rona is M KUDCR io ICI 2 # Alawassd I I I I t (saDrld 2) '°IP ,9T/SI 1 - - � i .6 X ,p X .T a;ti1d OSIS'9 FROM : J. B. Scott S Assr. J PHONE NO. : 360 -944 293( ) P01 • Pacific Piling & Underpinning PO Den 2060 Urvrviw of It Cloi. ('L4 PACIE1cPUO33Rk Woudwviie,We,98072 Pasted Foundation Anchoring SystetnsTM 'osculation Underpinning,Slab Jacking Landslide Repair/stabilization Visit ow wel,Ate et hlrpli/www.paeifitpiliagcom 8869 - . Office(800)57 -7O2 Howard Clark Fax(425)4864025 Owner Toll Free(SUO)578-7U21 J Skagit Surveyors & Engineers PLANNING • SURVEYING • CIVIL • STRUCTURES ♦ MECHANICAL ♦ INDUSTRIAL 806 Metcalf St., Sedro-Woolley, WA 98284 Ph (360) 855-2121 Fax(360) 855-1658 February 17, 2000 Mr. Ed Frank City of Anacortes Building Department PO Box 547 Anacortes, WA 98221 ADDENDUM NO. 1 TO STRUCTURAL CALCULATIONS AND PIN PILE DESIGN FOR BUD MEACHAM, 4907 MAC BETH, ANACORTES. This letter shall serve as Addendum No. 1 to the subject structural calculations and design. This is written in response to your concern for the following issues. 1. CONNECTION OF ANGLE BRACKET TO FOOTING. We do not specify any such specific connection. The Contractor may use any connection he deems adequate to hold the bracket in place until the jacking operations are done, and the bracket and pile is stabilized with concrete. 2. FOOTING DRAINS. If the installed brackets interfere with footing drains, the footing drains may be held away from the footings up to 3 feet, so long as the top of footing drain pipe is approximately at the same level vertically as the bottom of footing. Backfill with drain rock around the perforated pipe, as usual, is required regardless of the location of the footing drain pipe. 3. CAPACITY OF ANGLE BRACKET. If the Contractor does not have published test data on the capacity of the angle bracket he intends to use, it is acceptable that he perform a load test on- site using the subject bracket. If the house does not provide adequate dead weight for such testing, the Contractor shall install temporary jacking piles and a beam for the test. This test must be performed in the presence of the City Building Official, or Engineer. The bracket must be tested to a load of at least 20% greater than the minimum required load as per the calculations (for 8,000 lb. capacity bracket, minimum load test = 9,600 lbs.). 4. INSPECTION. We call for on-site inspection at certain stages of pile installation in our calculations /specs. We, however, have no control of the Contractor or owner arranging and paying for this. If the City agrees that such inspection is prudent, the City can make a condition of approval that we perform the inspections and provide written documentation of same. Should there be any additional questions or concerns regarding this project, please do not hesitate to contact me. Sincerely, • GAR �r pf wnsto sb Tim K. Garrison, P.E. Aw r' , a,, , r Principal Engineer 1' .� 6 _ z TKG \ ' •• R Man acop Bud Meacha pn_sotstmv Howard Clark 74701vAtreta Jim Scott E%PIR[S fY30(� J zit Vac 1 tkg200034Addn1 Calcs2-17-00.doc 02/17/00 THU 15:22 FAX OOP LAW OFFICES SHORT CRESSMAN & BURGESS PLLC PAR.R.CB W,MAN.SRN P.S. 999 THIRD AVENUE,SUITE 3000 t IJ ONA CRAW FORD JOHN O.RIJRGP.t JOIIN D.M.ILI VAN PPIAN L.COMSTOCK SEATTLE,WASHINGToN 98104-4088 I'A°I.CHUEV JOIINu NNIARRDROER Corm/RA;WE MANOR MAIL nN JAMES A.OLIVER • FAX: (206) 340-8856 CRAEHM I WALLACE nAVIO R.KOOPMANR IIiNNIFER DIKE KEENE!II I_MYER (206) 682-3333 R u +ALTON ROBERT I.SHAW N.ELIJAHP I n.w CAW IIl1ARD A.DO BEY II I IAEL J.LANON PAIL It.t IMASMA N,JR. DAVID A u IuRMAN ANDREW W.MARON 'EACI IARY,!WIubIIT CHRIKIOI•I mil I..QIiLLINCI MICHR.I I n v.CLARK PAWL J.CARTON February 17, 2000 DLREKD.MCA Iati AN I•.COLUCCIO 'ElW VI LIMIER L,orrELI: ROBERT E.HIBRt ALEX J.RORK I'IulorrOPiliR K.ORBOIEN MICHAEL R.I.AIINIT • nviE F.�BREBMN KENNETH P.Pi ouT 9CO'n'A tEl TII Doi 0.NAS K,HARTWII II 'TE.PHIEN P.C'ONNOR ROBERT II IIIEATON m MAN THORBROOCER MARE S.NADI IBM SCSETu MISSALL iccmERT A.STEP/aux. LISA WOLFARD PMJI L 'MAIN ✓IIPRY S,ROCKLIN+ JOIIN E.OSWALD ANN R.umtON fFtvoNluL SAMUEI S OH um.. .MIIh'nn en nuv'NI'I'll. JIBE DIASIONIL Emma DELMMIL TO THE 1.11IM VIA FACSIMILE 360-293-1938 Mr, Ed Franks Anacortes Building Department Re: Parks' Property on 5006 Kingsway Dear Mr. Franks: As we spoke,I am inquiring about the Parks'property and their neighboring property belonging to Mr. Bud Meacham on 4907 McBeth Road. I would like to obtain a copy of the geotechnical report regarding the properties you mentioned in our conversation. I would appreciate it if you would fax it to my office. Thank you. Sincerely yours, SHORT CRESSMAN & BURGESS PLLC Samuel S. Chung SSC:ssc cc: Jeanie I. Park 261125.1/5LHH011099999,00012 l^i 0 Pacific Piling & Underpinning P.O.Box 2080 Woodinville,WA.98072 Office 425-485-8869 Fax 425-486-4025 Blumenthol Construction Attention: Rick Re: Milligan Residence Rick, Here is the list of references you requested.I can provide more if needed. I would like to set up a meeting with you as soon as the engineering is done (later this week). Tim Johnson Johnson Brothers Construction 206-367-8036 Jim Scott JB Scott &Associates 360-293-6044 Ron Roberts Engineer 425-556-0300 Preston Micheals Contractor 206-396-4756 Jerry Martens JTM Company 206-605-1043 Matt Paulsen Pacific Custom Construction 206-817-5499 Larry Rhule City Of Mountlake Terrace 425-776-1161 Ext. 128 ThankYou, Howard Clark Cif i. MUSEUM OF FLIGHT Jul 20,1999 , . Y • Howard Clark i Pacific Piling& Underpinning Q 2226169th Place SE Bothell,WA 98012 Howard, + " I just wanted to drop you a note to say how satisfied we were with your ' services. For a variety of reasons beyond your control the project started late,yet your company came through for us. Once you laid out your schedule you stuck to it and"hit your marks" superbly giving us the anchoring system we needed,when we needed it. I also appreciated your team approach to problem solving the issues that came up and working with us to insure a high quality job. Thanks again. since y, Rlchard Beckerman Director of Facilities Operations 9404 East Marginal Way South • Seattle,Washington • 98108 Telephone(206)764-5700 • Facsimile(206)764-5707 0 0 SMALL DIAMETER PIPE PILES by Herman H. Druebert1, George Yamane2 • • INTRODUCTION Over the past several years, Shannon 6c Wilson, Inc. has developed a system for underpinning or supporting relatively light structures such as residences and/or one to two-story apartment or office buildings where access is restricted and a competent bearing layer is located at relatively shallow depth. This system consists of installing 2-inch diameter pipe piles with a jack hammer to transfer building loads to the'bearing stratum. Structures which have been underpinned or supported with this system are currently performing satisfactorily. The pipe pile system was conceived in the early 1960s from an article appearing in a Swedish Geotechnical Institute Journal describing the use of 1-inch diameter by 30-foot long reinforcing rods to support residences constructed over soft sensitive clays. This paper describes design considerations for using 2-inch diameter pipe piles, installation procedures, and footing underpinning and support details. DESIGN CONSIDERATIONS The 2-inch diameter pipe pile support system is particularly adaptable to conditions where access is restricted but it requires that structure loads are such that the load per pile does not exceed about 2 tons and that a suitable bearing layer exists at relatively shallow depth (about 30 feet). 1Herman H. Druebert, Senior Principal Engineer, Shannon ac Wilson, Inc., Seattle, WA 2George Yamane, Vice President, Shannon be Wilson, Inc., Seattle, WA C Installation of the 2-inch pipes requires a jack hammer, air hose, and air compressor. This equipment is compact and mobile allowing installation of.the piles in areas of restricted head room and space. For example, the air compressor can be parked in a driveway or on the street and a length of air hose selected so that a jackhammer can be used where required for installing footing underpinning or support. A design load of 2 tons per pile is used for designing footing underpinning or support. Load tests performed during past installations in the Seattle area demonstrate that this design load is achieved when the pipes are driven to a resistance of 1-inch or less of penetration for one minute of continuous driving. Figures 1, 2, and 3 show results of load tests performed on pipe piles driven into various bearing soils in the Seattle area. • The pipe underpinning piles are generally considered as end bearing since they normally penetrate soft or loose soils overlying the bearing stratum. In some cases, however, they penetrate relatively compact soils overlying the bearing stratum or through a weathered phase of the bearing strata such that a portion of their ultimate capacity would be derived from skin friction. The pile in test A shown on Figure 1 and the piles in tests B and C shown on Figure 2 would be considered to derive their capacity from end bearing. This results in ultimate bearing capacity of the bearing soils to be on the order of 150 tons per square foot. The pile in test B shown on Figure 1 and the piles in tests A and B shown on Figure 3 would be considered to derive their capacity from both end bearing and skin friction. The maximum length of installed and load tested pipe piles for Shannon be Wilson projects has been on the order of 30 feet. Subsurface explorations are performed prior to the selection of 2-inch diameter pipe piles for footing underpinning or support, to determine pile lengths and the characteristics of the bearing material. Explorations normally consist of borings, probes or test pits. ' Interviews with the owner and/or contractor may also provide informative data regarding earthwork procedures during construction and site conditions prior to construction. N -2- 0 The dimensions and properties of 2-inch galvanized standard weight, extra strong, and double-extra strong pipe are shown in Table 1. it TABLE 1 2-INCH PIPE DIMENSIONS AND PROPERTIES DIMENSIONS WEIGHT PROPERTIES PER Nominal Outside Inside Wall FOOT A I S r Diameter Diameter Diameter Thickness (In.) (In.) (In.) (In.) (Lbs.) (In.2) (In.4) (In.3) (In.) Standard Weight 2 2.375 2.067 0.154 3.65 1.07 0.666 0.561 0.787 Extra Strong • 2 2.375 1.939 0.218 5.02 1.48 0.868 0.731 0.766 Double Extra Strong 2 2.375 1.503 0.436 9.03 2.66 1.31 1.10 0.703 • A - Cross-sectional area I - Moment of Inertia S - Elastic section modulus r - Radius of gyration The 2-inch pipe is manufactured in 21-foot lengths but is available from the supplier at whatever lengths are desired, depending on the overhead space available for installation. Normally contractors use 5 to 7 foot lengths for installation since special scaffolding would be required for the jack hammer operator during driving. For most of the Shannon do Wilson projects 2-inch standard weight pipe has been used for underpinning or support. However, extra strong pipe was used in one or two instances where hard driving was anticipated. -3- C INSTALLATION The pipe piles are driven with an 80 to 90 pound jack hammer to whatever depth is necessary to reach the specified driving resistance (1-inch or less of penetration 'for one minute of continuous driving). Standard threaded couplings are used to connect pipe sections. The pipe sections should be butted together in about the center of the coupling to avoid stripping the threads during driving. If hard driving is anticipated, the ends of the pipe sections can be machined square to provide'more surface area for stress transfer during driving. In the area(s) to be underpinned, the piles are driven in the excavation exposing the bottom of footings as shown on Figure 4. The piles are installed as close to the footing as possible. The protrusion of the footing is normally removed to allow as near a vertical orientation as possible. The spacing between piles generally ranges from about 2 to 3 feet center to center beneath ty pical structure walls to about 1.5 feet center to center for supporting heavier elements such as fireplaces or brick trimmed walls. • For new construction, the piles are installed vertically as required and a pile cap constructed over them. • Following driving, the piles are cut to length to allow for clearance for the levelling system. There are two methods that are used for levelling and transferring footing loads to the piles. One system consists of attaching a screw jack assembly in the pipes and then laterally jacking and centering it beneath a footing. The second method consists of jacking up the footing and then laterally jacking and shimming the pipes beneath the footing. Screw jacks and/or shims as well as the tops of piles are protected in a backfill of cement mortar. At least one load test is performed at the start of installation to confirm the 2-ton allowable load carrying capacity assigned to the piles. The test load is carried to twice, the design load of the piles. The load tests are performed using the existing footing (with a steel beam provided beneath the footing to distribute the reaction load) as a reaction. For new construction, driven pipe piles are used • as anchor piles. -4- 0 CONCLUSION Small diameter pipe piles provide an economical means for underpinning or supporting relatively light structures in areas where access and working space are restricted and an adequate bearing layer is at a sufficiently shallow depth. • • • • 1 -5- • SUBSURFACE CONDITIONS 0 6 - • lir Ill FILL IIon 1- • W II6 _iii,1.0 e 1 - ten• F PILE LENGTH 1.5 Fi. HARD Oh' lb SILT 10 PILE DRIVEN II TN II FOUND 0 • JIGS HAHNER 13 •PORILR PENETRATION • 30 LI. II. FALLING 16 IN. 1.Oa 0.5 10 1.5 1.0 2.S ].0, S.S 1.0 1.5 1-INCH I.D. SAMPLER . LOAD- IONS (A) • SUBSURFACE CONDITIONS • FILL , FAILURE 1 i 1.0 I CPEAT ���. _ FILE LENGTH 21.7 FT. I lIP W 1.0 PILE DRIVEN 11TH 13 POUND : [11' 1ACS HARMER 0 1/ Nedlun dens• 6 SAND S 11,5 1 5 ].01 0.5 1.0 1.5 2.0 2.5 3.0 1.5 1.0 1.5 5.1 Ned SILT 61 LOAD - TONS 76 15 (B) 11.0 Sl • •STANDARO PENEIMIION RESISTANCE 14111. IT. 1I IN. DROP • 1-INCH 0.0. SAULER a I -t. W J z 0.1 . • TOENADIIDRISIl1INTO VERY STIFF st PILE LENNIN 22 F1. 0'2 PILE DRIVEN 111N 90 FOUND Wo JACK NANNER 9.2 I I. o 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 LOAD— SONS (A) 0 z 0.1 y — �^, • PILE DRIVEN INTO VERT STIFF ( _ 10 HARD SILT , r I PILE UMW 22 FT. 0.2 muDRIVEN MN 90 POUND JACK NAMER 1 II 0.10 fS 1,0 1!s 2.0 2.5 2.0 2.1 4.0 Os " E0A0— IONS (B) 0.1 SUBSURFACE CONDITIONS 4-7 FT, FILL , EELOR 7 fT. VEOIUN DENSE TO DENSE SAND PILE LENGTH 21 FT. 0.7 PILE DRIVEN NUN ID POUND ---..- ti JAC% NAVNER f • : 0.] z. CO us Si 0.4 0.5 --..� , --+... ' D. 0.5 1.0 1.5 2.0 2.5 ] 0 `].S 1 4.0 4.5 LOAD - TONS (A) 0 ""-- I• . ---`i IA t i 0.1 " SUBSURFACE CONDITIONS - z 0-5 FT. FILL BELOT 5 FT. DENSE TO VERY 14 DENSE SANG , 210.2 PILE LENGTH 1.1 FT. e PILE DRIVEN VITO 10 POUND JACK MANNER 0.] O 0. 1.0 1.5 1.0 2.5 3.0 3.5 4,0 4.5 LOAD - TONS T CB) M z 0.7 I m PILE DRIVEN INTO STIFF TO o NANO CLAY OD 0 i PILE LENCTN'1.5 ►T. e PILE'DRIVEN RITN 10 POUND JACK KRONER . , 0.30 0.5 1.0 1.5 2.0 Z,5 3.0 3.5 4.0 4.5 LOAD - TONS (C) • re O EICAVAII TO EXPOSE FOOTING. O DRIVE 1 IN. GALVANIZED STEEL PIPE USING PNEUMATIC JACK HAMMER 10 SUBSTANTIAL REFUSAL. IF POSSIBLE BREAK EXISTING GROUND SURFACE OFF EDGE Of FOOTING 10 KEEP PILE AS CLOSE 10 CENTER I ESISIING GROUND SURFACE LINE 4S POSSIBLE. LOAD 1(51 ONE PILE TO PROVE 1 TON I OESIGN LOAD CAPACITY. SUBSTANTIAL REFUSAL OEFINEO ' I ' AS ONE INCH OF PENETRATION FOR ONE 1IXU1E OF DRIVING. ••. ' . �/\i A.•.•� Wa • A 01 AFTER DRIVING TO SUBSTANTIAL REFUSAL, CUT OFF PIPE • V i ' ` SEVERAL INCHES BEL01 •01101 Of FOOTING. INSTALL•• '4SCREE TACK ASSEMBLE AND THEN IACR PILE L1,IERALLT •' s - • • . . . •• , I INIO PO5111011 MIRED BENEAMN FOOTING. .• : /.• - • •' I ' •'.i1 I.• lO USE 1-1N INCH DIAMETER THREADED STEEL ROD AND NUTS ': .' •• •• 11 1•: • ..•• ••I, :CO 1• • 1 1 FOR SCREI JACK. USE I INCH 1 I INCH 1 1/4 INCH . .,•; �, �.11 1 1 j •4 i.•11 IA' B STEEL PLATES AT TOP AND 001101 Of SCREI JACKS. TURN •• ;• ,�• • '•I 1, UP SCREI JACK TO SUPPORT FOOTING. SCREI JACK " •. " • •••• 11 1• T SNO IIKI RU BE IONC OFENOUGH INi AD FNA1 ANSI IS A I INCHT —�' ir MINIXUM LENGEN Of THREADED ROD INSIDE INE PIPEQAFTER IEYELINC Of f00fING.a `�a LEVEL FOOTING 111N SCREI IACRS. PAINT SCREI €1) JACKS SITU COAL CAR PITCH 0R fW1YALENf MASFIG. O 1r © BB RIDGE STEEL SKIMS TIGHT AGAINST UNDERSIDE OF a :f001ENC. 1 BACRFIII - INOAOUGHLT HAND TAMP IN PLACE. I I 1 PLACE A BACRFIII OF CLIENT 1DRIAR AROUND JACK, OR \ 1 1 G b I I SHIN, AND TOP OF PILE. "01 1p COMPLETE BACAFILL'- THOROUGHLY HAND 1AMP IN PLACE. - F I SCREW JACK ASSEMBLY X01 10 SCALE SHIM ASSEMBLY UNDERPINNING DETAILS hl PIPE PIPE SEE SCI-1. 40 PIPE '5CI4EDULE Cm) I�H 111 1y2 i r. `00 PIPE SPLICE SCHEDULE PIN PILE SIZE SPLICE PIPE 2'0 SCH. atnis 1 1i2'm PIPE 34' SCH. 40 21/2'4' PIPE 2'4' SC-1. 8.0 112 '4' PIPE 3's 5CH. S0 21/2'0 PIPE TYP. FILE SPLICE Pacific Piling And Underpinning Howard Clark (206) 485-8869 2" pipe pile cap detail. Pile Cap: 1 1/2" diameter schedule 40 pipe or 1 7/8" round rod with 4" by 4" by 1/4" thick steel plate welded at top. To slide inside the top of the pile as a pile cap. BUILDING PERMIT CITY OF ANACORTES PERMIT NO. : BLD97-0324 P.O. BOX 547 APPLIED: 07/29/97 ANACORTES, WA 98221 ISSUED: 07/29/97 (206) 293-1901 EXPIRES: 07/29/98 SITE ADDRESS: 4907 MACBETH ASSESSOR'S PARCEL NO. : 4907 PROJECT DESCRIPTION: Reroof Residence — OWNER — CONTRACTOR — LENDER HOWARD & VIKKI MEACHAM 4907 MACBETH ANACORTES WA 98221 293-4498 TYPE OF WORK *REP AREA (sf) VALU. . . $: 5200 TYPE OF USE *SF LOT • 0 REQUIRED SETBACKS---- CENSUS CATEGORY • 434 1ST FLR • 0 FRONT • 0 ft ZONING 2ND FLR • 0 SIDE • 0 ft :R2 BASEMENT • 0 REAR • 0 ft OCCUPANCY GROUP GAR/CARPORT. . . : 0 REQUIRED PARKING-- :R3 : 7 : 7 : 2 OTHER 0 TOTAL • 0 TYPE OF CONSTRUCTION HANDICAPPED: 0 :5N : ? :? :? NUMBER OF UNITS • 0 COMPACT • 0 OCCUPANT LOAD STORIES • 0 IMPRV SURF. : 0 sf 0: 0: 0: 0: BUILDING HEIGHT. : 0 ft — FEES — NOTES Code Amount---- By- Date---- Receipt STBC $ 4.50 MD 07/29/97 7264 PRMT $ 56.50 MD 07/29/97 7264 TOTAL $ 61.00 I hereby acknowledge that I have read this permit and state that the above information is correct, and agree to comply with all ordinances and laws regulating activities covered by this permit. &ems (J., -A—' 5_ r"e_o—c.)7 a Issued by Applicant or Owner' s Signature 24 Hour Notice Required For All Inspections bldprmt, Rev: 06/11/92 Jo \A. Newman, Land Surveyor) i5280 Fortner Road Darrington, Washington 98241 July 1, 1987 Ray Iversen Building Department City of Anacortes P.O. Box 547 Anacortes , WA 98221 Dear Ray, On May 29, 1987, I found the corners of Dr. Rezvani 's Lot 117, Skyline No. 8, to be in conformance with the dimen- sions shown on the Plat. The northwest corner is a painted dot and circle on a man hole; all others are yellow caps on 5/8" diameter rebar. Very truly yours , .4, 4 John A. Newman 11 GZT Y Oeii - ANACORTES PLANNING & COMMUNITY DEVELOPMENT DEPT. / PERMIT CENTER `ry co P.O.BOX 547, ANACORTES, WA 98221 (360)293-1901 • FAX (360) 293-1938 7A ,I891 IAN MUNCE, DIRECTOR `9 C'Q�� EDWIN FRANK, BUILDING OFFICIAL•Email:ed@cityolonocortes.org August 2,2000 COPY H.B. Meacham 1004 Commercial Avenue P.O. Box 353 Anacortes,WA 98221 RE: Structural Repair of Settled Foundation Dear Mr. Meacham: I have reviewed the file materials for building permit No. BLD2000-00043 for repair of the foundation at 4907 MacBeth Drive. Based on the information received from JB Scott and Associates, and two site inspections by our staff,it appears that the design structural repairs have been satisfactorily completed. Sincerely, CITY/OJF AN CORTES Ed Frank Building Official cc. Mr. Jay Steve Web,Anacortes Realty 711 Commercial Avenue a: So j>nr. 41111;11111h7 gE eseott & cc,gssoeiatEs 9EatE.,4zicat donsaL'ta,ts III 3601'1Nest 5d -7SIMEEt -Ognacottes( V i 98221 aL'eplons (360) 293-6044 7ae(360) 293-6044 March 25, 2000 Project File 99-612D Mr. Ed Frank RSCFl\IFr" Anacortes Planning& Community Development Dept. P. O. Box 547 MAR 27 2000 Anacortes, WA 98221 1 tALUING DEPT RE: Load testing as required in permit for placement of pipe piles, H.B. Meacham residence at 4907 MacBeth Drive Dear Mr. Frank: This will document my input into our telephone conversation, yesterday March 24th regarding my field decision not to conduct loading testing, as required in the Building Department permit. As I stated,based on field evidence as the pipe piles were driven, I concluded that running the required load tests would not be feasible. Therefore,I instructed the contractor not to conduct any load testing. Based on my experience, the way refusal was attained while placing the piles, it would obvious that the piles were bedding in material having a bearing capacity of over 5 TSF. In order to run a load test you have to anchor adjacent piles for placement of a beam to jack against or use the structure as the "load". In either case, a"pull up resistance" could not be obtained because of the type material at depth or if jacking against the building there would be a real danger that the existing foundation would be damaged by uplift. In regard to failure of the brackets, the brackets after being placed were covered with concrete to reduce the potential for lateral movement because of poor embankment foundation conditions. This allows for a portion of the vertical load to be transferred to the concrete ball because of the rather large diameter of the concrete ball. Therefore, I even if the brackets had failed or will fail in the future,the pipe piles will function as designed. Sincerely, S B. I +oc Ase, James B. Scott, P.E. ' I.'•s" c ✓' Copy: H.B. Meacham �, - : h Tim Garrison € ,s Ao ,ti5^ 5 c, Ay 414", g3 cScoff Gar Sissoelczfes CisotEclhuccd Consultants 3601(11/est 5t6 CSILLdt - - n.zcovtes (14 7 022/ geLq Jznnc (sac) 2q3-6044 s7zx(sac) 203-0044 March 24, 2000 Project File 99-612B RECEIVED Mr. H. B. Meacham 1004 Commerical Ave., PMB 353 MAR 2 7 2000 Anacortes, WA 98221 bu1LUU G DEPT RE: Addendum to Project File 99-612B report dated March 3, 2000. Dear Mr. Meacham: This will document information that has become available since March 3`a in regard to the underpinning of the southwestern portion of the house located at 4907 MacBeth. After a short period of rain earlier this month, but before the roof downspout flow had been hooked up to the drainage system, it was noticed that water was standing in two of the holes placed into the floor of the basement bedroom (see Figure 1 for location). Then after the downspout had been hooked up to the drainage system, a second period of rain again resulted in water entering the holes. This water had to be coming either from cracks in the driveway or from the now exposed area of the parking apron. The presence of this water appeared to confirm my analysis, that water had entered into subsurface under house causing settlement via both the broken downspout discharge and the failed drain system under apron concrete slab. In order to confirm beyond any doubt as to the source of the water going into subsurface under the house, with your authorization, I conducted a Fluorescein Dye test on March 22"a I placed the dye in a low area, as shown in Photo 1, where water was ponded from a rain period that occurred the previous day. This dye was placed at 9:20 AM with an estimated 20 gallons of water. Later that morning, no trace of the dye was detected in the open holes in the bedroom as shown in Photo 2. Then later, the afternoon of the same day, a period of moderately heavy rain occurred for several hours. The next morning at 8:00 AM, the site was again inspected. Water was now present in the hole as shown in Photo 3. It was quite obvious that the water had originated from the parking apron area. Therefore, based on this information plus taking into consideration the condition of the roof downspout drainage pipe and the surface collection system when the concrete slab was first removed, there is no question as to the source of the water that caused the settlement of the house. Mr. H. B. Meacham March 24, 2000 3o.1T bl I r�-I,t;i_Rr 4t—� — — \y �I 1 [ ' \ N 03' 3 a I V Iclou;E 1 I, I 1 ,n\ r` 4 r., rr ' \ "/ ✓4(� 1 fn2 SI'EGI+rc.�.LVFc� // _-...� L.� N i' -� \ �J Q�\ J r. J 1� r�V- " i o/ 1 1 '- v. Sift—o: c (J\t.t.iu.Tii T %. i'`— /,, _____ ,_,,,___ ,,. ! \_ Placed dye at this point ' Table A—rile Depth Data / 8 i n Se; 91 J S lacl 7 it t 5It Ice it-1 3 3(ee1 J Y fJ l 8 3 c.77. If b 6 8 feel J7 [,3lee ke ,i Iccl I / - '7!_ fi 9 Il u fue [ISO 8 u!eel ._ I 011 3 Y tee If 12 n 1 lee( _---- III IIH I 58Icc k10 A1@e[ ilk 1(781 hI; i 2lcc IIIU :1;1'cel "7 J92rTH FIGURE 1 —PLAN VIEW OF HOUSE AND LOCATION OF PIPE PILES , 2 Mr. H. B. Meacham March 24, 2000 The broken downspout drainpipe, that was broken at the time the fill was placed over and on the pipe, started the process that caused the whole settlement problem. I am prepared to testify to this condition if legal action is instigated in this matter. Sincerely, B srd,st, x: James B. Scott, P.E. cY�' ;tr Copy: Ed Frank. City of Anacortes - a 'Po "' Tim Garrison, Skagit Surveyors &Engineers `=I j- , :`‘,y'r i• , • 4 012 " 0et> RNACORTES PLANNING & COMMUNITY DEVELOPMENT DEPT. PERMIT CENTER 'co P.O.BOX 547,RNACORTES,WR 98221 (360)293-1901 •FAX (360)293-1938 `t lear Cti IRN MUNCE, DIRECTOR 'toovi EDWIN FRANK,BUILDING OFFICIAL•Email:ed@cityofanacortes.org March 21, 2000 Mr. JB Scott&Associates C P 51h 3601 West Street ����'"''✓✓✓/ Anacortes, WA 98221 RE: H.B. Meacham 4907 MacBeth Drive Dear Mr. Scott: Thank you for your letter of March 3`d indicating your inspection of the above project. Unfortunately after Mr.Meacham obtained the permit the contractor was to pick up the permit documents before proceeding with the work, he did not do this. A condition placed on the permit is that a minimum of two load tests be preformed on the angle brackets supporting the structure. These tests were to be witnessed by,and approved by a professional. As of this date,this office has no record of such test and who would have been designated to witness those tests. Also,city staff has not been called out for any inspections of this work as of this date. Because of the above,the file remains open as if the work has not been completed. Sincerely, CITY OF ANACORTES Ed Frank Building Official EF:md cc. Tim Garrison, Skagit Surveyors and Engineers 806 Metcalf Street Sedro Woolley, WA 98284 H.B. Meacham 1004 Commercial Avenue #353 Anacortes, WA 98221 litllhIP 13 cScoff 5- SissoclaEes GfeoteclenicaL Consultants 36oi f1l(4est jg.Street - .--7412.1c0ehe, W 7 98221 LJsLtJxurze (3b0) 293-6044 912.(360) 293-Oo,J4 March 3, 2000 Project File 99-612B Mr. H. B. Meacham RECEIVED 1004 Commercial Ave., PMB 353 6 2000 Anacortes, WA 98221 OR �RE: Results of underpinning of structure located at 4907 MacBeth, Anacortes. 6tI4!..�n`,et a � �Dear Mr., Meacham: The referenced underpinning has been completed and the house is now being restored to pre-correction work status. This letter-report will document both what was done and discuss why it was done. In summary, the southwest corner of the structure that was 1.5 inches out of level was brought up to less than 0.5 inches out of level. The chimney that was 2° out of vertical is now less than 1° out of vertical. Some of the cracks in the walls closed completely. As the work progressed, it became obvious that the two piles (#18 & #19) scheduled for being placed in the garage would not be needed.. After discussing this with Mr. Tim Garrison, structural engineer, he approved my recommendation. After the lifting of the structure was completed, then all of the holes were backfilled as required with concrete and vibrated. The lower deck and stairs will be replaced sometime next week and the concrete floors that were broken out in both the garage and lower southwest bedroom will be replaced and all cracked zones will be patched. Zurcher Dozer Services are doing this work. The underpinning consisted of placing 17 pipe piles to depths ranging between 1.8 to 7.5 . feet below the base of the existing foundation footing. See attached Figure 1 for the pipe pile locations-and Table-A for depth data of each pipe. It should be pointed out that refusal was just that, the pipe refused to move after being hammered for one minute. This type refusal was expected, since Vashon till was known to be present at depth. Then after all the pipe piles had been placed, brackets were installed and the selected areas of the structure were jacked up to predetermined levels. No attempt was made to bring the structure back to the original level since it was feared that the foundation being put into excessive tension, could form new cracks. In my opinion, the modified "level condition" of the structure is satisfactory. One item of interest is that data obtained from placing the piles suggests that the depth of fill material, under the structure, was even greater than I had expected. Also, it was Mr. H. B. Meacham March 3, 2000 obvious that large rocks or boulders had been placed into the fill material, since one pipe (#13) could only be driven 1.8 feet. Also, the condition of the old soil horizon plus the contact between the old fill and new fill in the parking apron area, disclosed trash and debris. The soft condition of the old fill material was quite obvious when the pipes were driven. The pipes practically "dropped" through the old fill section. That would suggest that the problem with your property could well be the norm for other structure foundations in the general area. I wish to remark that the work done by Pacific Piling and Underpinning was done in a very professional manner and I am completely satisfied with the results. James B. Scott, P.E. ,c,S B' Copyv6Frank, City of Anacortes ' tze 6 � Tim Garrison, Skagit Surveyors & Engineers mm ► Howard Clark, Pacific Pilingand Underpinning : M, ��' p g .a E (. _t' ocR4 0, l�e�rsT gt9 yww nt -ir ,ryo/ ] . `�►Icagit JOB 20 b34 v� (aam SHEET NO. SK- / OF ®�rveyors &Engineers -� / CALCULATED BY GATE 2'I I L'9b PLANNING a SURVEYING♦CIVIL♦STRUCTURES♦MECHANICAL♦INDUSTRIAL CHECKED BY DATE 806 Metcalf St., Sedro-Woolley, WA 98284 „ , (360) 855-2121 Fax 360-855-1658 SCALE I = 1n "IL�— E-Mail. sse@fidalgo.net SOUTH I1EA6Hq,yi 46)o� Mqc 8E7{{ AAJACT5 pEGt_ 7, 4 a-1>i_,krE. Y. O 8a 3O 0 :� G '\ A->I ✓ I, I .cA a � �°ubC � i ® o © o0 7 I FP F,& BL£ Loc.Arn u. V \ e ,�- 1 E7 4 cLE QIt�E 7.r c, �A3� 'a. Ti get)., E?Ec-FiL a, Aa ,." i�J 2 FA, '�./� r , i ail —�� 3 G� qeo• I O % SP Ect.FIL CAc.W1.141.$ 00 ' FEE- FA4ES 9 i. Table A—Pile Depth Data 4 V # 1 7.0 feet #2 3.8 feet #3 5.0feet #4 3.7feet 4 y #5 7.3 feet #6 6.8 feet #7 65feet #8 75feet #9 6.6 feet #10 8.6 feet tit 1 5.9 feet #12 6.3 feet #13 1.8 feet #14 4.3 feet j #15 5.8 feet #16 5.8 feet "1C aETH #17 5.2 feet hfprt„i-{ Hul Ho 4 n.iR uJ IIN AHeurdur CHI NEllS CUDTOM'''RISK Liem'v¢e IOU FREE I Rrtn.d0099f] NESS.Inc FmoNurunpll.NH u3a5tl Skagit Surveyors & Engineers PLANNING • SURVEYING ♦CIVIL ♦ STRUCTURES ♦ MECHANICAL ♦ INDUSTRIAL 806 Metcalf St., Sedro-Woolley, WA 98284 Ph (360) 855-2121 Fax(360) 855-1658 STORM DRAINAGE DESIGN For: Bud Meacham 4907 MacBeth Anacortes, WA SSE Job Number: 200034 March 14, 2000 GAYER• is devim/it 'Po •(s~ F�� c- o 4 h • re • '� r.v q,SSI IONAL ') LEXPIRES 111/30/0° j(6loo 1 Notes, Disclaimers: • This project will have an impact on adjacent properties. Please see Assumption 2.3 herein. • Skagit Surveyors and Engineers (SSE) takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets, which are not bound to the original complete set, are not valid and shall not be used (excluding authorized, stamped addendums). tkg200034Drng3-14-00.doc 1 March 14,2000 Skagit Surveyors & Engineers 806 Metcalf St., Sedro-Woolley, WA 98284 Ph (360) 855-2121 Fax(360) 855-1658 1. INTRODUCTION: 1.1. The subject residence was one of the first residences built in this subdivision. Apparently the original contractor did not install downspout drains nor footing drains in an acceptable manner. As a result, the foundation of the house was saturated, and a portion of the house settled. This settlement was mitigated with underpinning (pin piles) in February, 2000. 1.2. This report proposes to collect all runoff from the roof and other on-site impervious surfaces, as well as groundwater from footing drains, and disburse the flow in a flow spreader to be constructed along a contour at the low end of the property. 2. ASSUMPTIONS: 2.1. This report was completed using data from field observations. No three-dimensional surveying was performed in the preparation of this report. 2.2. Locations of proposed pipes, swales, and flow spreader as shown are approximate only. Final locations may vary as necessary to maintain City required set-backs and to accommodate existing contours, utilities and structures. 2.3. This project will spread storm water along the south property line of the subject lot. This runoff will sheet flow onto other lot(s) in the subdivision. We believe that this is the intended flow regime for runoff for this lot. We understand that many lots in this subdivision discharge runoff to the ground surface, where it flows onto other lots downgradient. This practice is currently what is. and has been happening at the subject lot. The intent of this proposal is to take the existingpoint discharge(s) from improvements on this lot and spread them in a sheet flow manner, so as to minimize the impact on the downgradient lot(s). 2.4. No research has been performed by Skagit Surveyors and Engineers to verify the originally approved or intended methods of disposing of stormwater from improvements within this subdivision. Such research is beyond the scope of our work. 2.5. The scope our work consists of designing a flow spreader to disburse stormwater along the south property line of the subject lot. No other design, analysis, or research on our part has been performed or is intended. 3. CALLOUTS KEYED TO DESIGN SKETCHES, PAGE SKI. 3.1. Proposed swale along low edge of concrete pad area to route runoff to flow spreader. Swale to be 'V' shaped, 12" deep minimum, side slopes of 3:1, grass lined. Terminate this swale at armored pipe outfall from 3.2. 3.2. Typical downspout and footing drain pipes. Sketch shows only one line for clarity, however, there should be separate pipes for downspouts (tightlined) and footing drains (perforated pipe). The location and number of these pipes entering the flow spreader is not important, so long as all such pipes are routed there. Correctly constructed footing drains should be located at the base of all footings all the way around the perimeter of the house; and should be enveloped in at least 4" of '/<" drain rock extending to within one foot of the ground surface. All roof areas should drain to downspouts, which should be tightlined to the flow spreader. 3.3. Proposed uniform sheet flow from flow spreader to adjacent properties to the south (see note 2.3 above). 3.4. Proposed flow spreader per details, page SK2. tkg200034Drng3-14-00.doc 2 March 16,2000 • 'kagit jo, tact:44- ) yl“Jk«{.4.M surveyors &Engineers SHEET NO. �-T� i OF 806 Metcalf St, Sedro-Woolley, WA 98284 CALCULATED BY 1 Ke( DATE .3lI`q Yl00 (360)855-2121 Fax(360)855-1658 CHECKED BY 1 DATE SCALE Iu' Ib 4/- . IFIN:c7/71 • • • �, I i; -----\ — • V 1 CO tti Q yi: - -- -4 - • 1 �- - 0 f. 4e. z .— ( i_ 7 , . 6 M U ni H �` . — PRODUCT 204.1(Sina Sheets)205-1(Paid** i . Sk2 INFILTRATION TRENCH / INFLOW LOCATION _— MAY VARY. INFLOW TO FOLLOW CONTOURS (`j MAY BE BY DITCH tuI OR PIPESS, ►.._ / /'trt . 01.A ---- 1 1 8" SPALL SPLASH PAD (3'x 3'x 1' MIN) -44*1111111111 \ A&qc.e. M tieCEsS A�Y \ �'�,4 To czwt Fa cv rCBci�s . \ FN A•; — 4 A � "Qs �" 4 rw 4( 'tat.: CONTOUR LINE, \ -rf1 o? 1 �--_ _*� (TYPICAL) 44 -- €xAggFaATeD _PLAN VIEW — ScAcj LOW EDGE AND SIDES TO HAVE 2 x 6" H.F. P.T. INSTALLED LEVEL TO WITHIN ± 0.01 '. \'\\ RESEED OR ATTACH WITH 2 x 4 x 18" P.T. �i HYDROMULCH, STAKES 0 3' O.C. TYPICAL HYDROSEED ALL DISTURBED \ MAXIMUM EARTH AREAS WITH BIO-SWALE DITCH OR PIPES 3 ALLOWABLE MIX. \ SLOPES II 1 ='00• jj\\• M 4" SPALL '% O� SPLASH PAD 0,10, I IMPORTED COARSE SAND. I WHEN FLOW SECTION A— A SPREADERYISONLY CONSTRUCTED ON HILLSIDE GREATER THAN 5%. MAINTENANCE: INSPECT AT LEAST 2 TIMES PER YEAR. RE-LEVEL 2 X 6 AS NECESSARY. MOW AND STANDARD REMOVE VEGETATION FROM VICINITY OF 2 X 6 TO ENSURE UNOBSTRUCTED, UNIFORM FLOW. REPAIR AND RESEED ANY ERODED FLOW SPREADER AREAS. NTS j \ FILE: FlowSpreader FEB 28 2000 18:42 FR WINTHROP STIMSON'NY TO 66131199996*06613 P.02/02 u�a h roc g676! ONE aADTRr FARxc PLAZA Na'VMS,N.Y. 10904-1190 February 28,2000 VIA FACSIMILE—(360)293-6232 &FIRST CLASS MAIL Bud Meachum Alaska Ocean Seafood P.O.Box 190 2415 T Avenue Anacortes,WA 98221 Re: Denial of Request for an Easement Along Property Located at 5006 Kingsway, Anacortes, Skagit County,WA 98221 Dear Mr.Meachum: As we discussed this morning, the Park family has considered your request for an easement. As stated earlier, we have decided that we will not you an easement of any kind, including, but not limited to, au easement that is along,beside,above, or below,the Park family property located at 5006 Kingsway, Anacortes, Skagit County, WA 98221. Please understand that we want to protect our property interests and thus must deny your request for any such easement. In the meantime,please re-direct and re-channel the water that is coming from your property so that the water does not continue to flow onto our property. Please prevent all further water drainage onto our property by next Monday,March 6,2000. If you have any questions,you may reach me at (212) 858-1128. Sincerely, tie cc: Samuel S.Chung RECEIVED FEB 2 9 2000 BU LUIivc DEPT ** TOTAL PRGE.02 ** 0 .. , . 0 1 , APPROVED !_23.o.'D MEAc.i-fAu. ___L,1/507_Mhal3artiL Name 1 Name , ' tiPter-D e-TC-45 U311-• 01, -me BP'Idt Chth Architectural Committee 1 -alulitiung /at, _________ ...__ 1 i , bm(i_PAO -A_P_Pt P9 .4 c E, 7..- pitS•44‘...) _Denni a.€) a-4,449,a t: 7-/z7, 1 I , . • / • 1 --N .•— I 1 . .... ... 7 se.. ... MEW PAO... -. - N ' 4:"----, N.. ti 1,1 AAc‘.. , , e ,•47-c. - - V I . , ij P IP t 38 .."-.1.--..,,,.... +4. -j ZO-11- , . . : ,..., .(1) "? , ,••'' .5' ./a/N' ‘...::..,, --,r, 'ikc.(tr- \ CiSVA ' I t" - . -........• } A \-tj\-00\\-,':- li...; • / I----- _____ -,,..A451- , . . ---*-- ' iy— , w" II , - ) 0 I go.° /27Exygvn z/z_ __ .31.0_7__filAcee21/ -- 1 Atitetcogris_,._61.1,9 ! ! I 1 _idg C a hiV5__PE10 A7,0a-__ : Vern: 1 "_!: q ' i WAIL 1'3 a To '1" 0 , st /4 12eGoon- esre....to LI' ,..fro 5L.A.3 k 8.,4 0 C.._ _ I eZ 7 ,•••4; . . iir_ k,Ea 144r4 0 Pa" 12.t.) ni rill 0 • d • 0 • s 0 0 —.------4, __0 I : 6PN V:_kil—. CO ° r CiaST: 67 i°19 • i,_r....Faall NI CF&C... C,fry Th. 0%Ptfilo C) lc 70 0 I I • ' Ia I 1 ki‘ia- NL__ 7t:43_ To f _le -71 r,tt-Li "amis.:112. 'Wire ND q I I WM sLAps. t.- , ,. it ,c, 1 ii.._ 1 i 0 0 . c 0 a 0 pir-tton--FA-L-.L-11-if JP -- —a. • 0 • et 0 C. - ..•• EX 1St el po.• ---ac- 1 %4 daa 1 j r 0 0 oo 1 ....ct it_t,4 mi Pimile- e.-Crr STA P4 OA S. I ! ,c- 7.15P 'edit Cr-4 :7,- iyPt4,44_ C.,419,4 i tnit4._ I an FE41.94115 99/11.4.09.00 i was.. roar 1. S414/ 41/4/APS ISIS °Ina. Sera .01•1• ---• ni------ VECTicia5 /thz Fs / As_ g.ectio i 1 alinlitm lbI 'FOR INSPECTIONS CALL: ` CITY OF ANACORTES ` PERMIT 29341901 BUILDING PERMIT 24 Hrs. Notice Requested Site Address4907 MacBteth NAME(OR NAME OE'BUSICNESS) PLUMBING Bud Meacham • MAILING ADDRESS No. TYPE OF FIXTURE OR ITEM FEE 4907 MaCBeth CITY TELEPHONE NUMBER Water Closet $ Anacortes, WA 98221 293- Bathtub NAME Lavatory . i Shower ADDRESS Kitchen Sink Dishwasher CITY TELEPHONE NUMBER Laundry Tray Clothes Washer NAME Water Heater • Jim Zevely Urinal ADDRESS Drinking Fountain 5112 Castle Court Floor Sink or Drain : CITY TELEPHONE NUMBER Slop Sink PI 8 Anacortea, WA 98221 293-0761 Water Piping STATE LICENSE NUMBER CITY LICENSE NUMBER ZEVELJC110DM [3Residential Pion-Residential PERMIT $ ' ❑New xi Add ❑Alter Di Repair TOTAL"FEE $ a Building 0 Plumbing 0 Mechanical MECHANICAL ❑ Sign 0 Demolition CL Other 0 GAS El OIL El ELECT ❑ OTHER Legal Description of Rudy or Tax Account Nu bee Na TYPE OF EQUIPMENT FEE Lot 1117 Block of D i y 8 Air Cord. Unit $ Refrigeration Unit— HP • Boiler— HP Forced Air System— BTU/KW Describe Work Floor Furnace Parking Dad addition and ,emall Wall Heater retaining wall - Unit Heater Clothes Dryer Occupancy Use Ventption Fan E)(Single Family Residence 0 Multi-Family Residence Range Hood ' ❑Office ❑ Retail ❑ Storage ❑Church Air Handling Unit— CFM ❑ Restaurant 0 Other Pre-manufactured Stove or Fireplace NOTICE Gas Piping This permit is issued by the Building Official and,under the provisions of the Uniform Building Code,shall expire by,limilatiop;ind become null and void if the building or work authorized by such Omit is not corn- PERMIT $ menced within 180 days from the date of permit'issuance,;br if the building TOTAL FEE $ or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days; TOTAL FEES vAmnirioN FEE By affixing my signature, I hereby certify that I am the owner of the Building 1 ,80 0.00 $ 30.00 property for which this permit is issued or am an authorized represen- Plan Check O'00 Milt of the owner. All provisions of laws and ordinances governing this,type of work will Plumbing be complied with whether specified herein or not,including routine calls Mechanical for ifferctions. Sign 4At Demolition ) Stale Surcharge Other Setback Side lard Sews Rear Yard,Setback TOTAL S 34.5v Use Zane Occupancy Gaup Type of Coast. Conditions: Lot Area Vacant Site Dwelling Units ❑Yes ❑No Fire Sprinklers Required No.of Stories Bedrooms Occupant Load ❑Yes ❑No Size of Bldg. Plans Checked By: wuSr(. .A VD DA7'EDWaQAw,IHB B YOIIR PRRh4r Peemiieddi '4 'to fibril e t ieribed week,aeewding to the eooitlom hence aid aaeoiiftih' to spprtiiiii hhad`'!lid6e"am partaii ing theeta subject to etimplinee with the adieaeem d the CITY OF ANACOR'1FS. 01/23/92 Permit Issued By , L 1 t 9.. I.A, 9 (-r 't - C l7 Building Official (Dare) NI 5461% Edwin Frank. PERMIT ADDRESS L /Q7 1--H ) LEGAL DESCRIPTION ASSESSORS ACCOUNT NO. PERMIT NO. DATE DESCRIPTION ° DATE FINALED 3705 Reocar(' 2 3303 hocK - 1 ., lighid / eSeoff � ��.s.oc�af��. Cieotec/ZnicaL CotzSULtanti 3601(1'Veit St JtzEEt -,.9nacortei(1/'V4 0221 17E1'e/2lzone(360) 293-6044 Ca,r(360) 203-6044 February 14, 2000 Project File 99-612A Mr. H. B. Meacham 1004 Commercial Ave., PMB 353 Anacortes, WA 98221 RE: Results of investigation of surface and subsurface conditions on lot located at 4907 MacBeth, Anacortes Dear Mr. Meacham: As discussed in my report dated June 10, 1999, it was recommended that a second phase of the evaluation of your settlement problem be conducted to determine what triggered the settlement and lateral movement. That phase has now been completed and this report will discuss what was found and also what should be done to mitigate the problem. SUMMARY — Based on subsurface exploration plus removal of drywall panels in the interior portion of the house, it appears that substitution of standard building materials for substandard material during construction was done in regard to placing vapor barriers and drywall. This caused a "mold" problem in the northern portion of the house. In regard to settlement and cracking of walls and floors in the southern portion of the house and garage, that is clearly the result of poor construction practices when the retaining wall, footing drainage system, associated fill, and concrete parking apron was placed on the south side of the house. The loose dumped fill material will be removed and select borrow will be placed and compacted. The downspout drainage system, which failed almost the day it was installed, will be replaced. Based on these conditions, it was recommended that pipe piles be placed to arrest further settlement and to also attempt to bring some areas back to a level position. The southwest corner of the house, which shows minor settlement, will be brought back to a level position. The chimmey in the southwest portion of the house, that is leaning 2°toward the west, will be underpinned. DISCUSSION OF CONDITIONS - Reference is made to my report dated June 10, 1999, in regard to the preliminary evaluation of the settlement problem and recommendations on how to proceed to determine the most feasible method of correcting the problem. The service of Zurcher's Dozer Service was utilized in all phases of the investigation. The problems will be discussed under the headings (1) Mold on interior walls and (2) Settlement and cracking of parking apron,structure walls,and settlement. Mold on Interior Walls—At first this was thought to be the result of saturated conditions along the footing and retaining walls as a result of failed footing drains. However, digging along the foundation did not disclose any saturated conditions that would result in the mold condition that was reported. After the dry wall was removed from the closet area in the northwest corner basement bedroom and the east wall of the stairwell going down to the basement, it was discovered that the existing wall boards were placed adjacent and against the concrete walls. These walls did not have insulation and that the board was not "Water Board" sheet rock. It Mr. H. B. Meacham February 14, 2000 appears that moisture, passing through the concrete walls, then saturated and caused swelling of the dry wall material. Placement of waterproof drywall or placement of a moisture barrier can correct this problem. Settlement and cracking of parking apron, garage floor-wall-ceiling, and basement cracking of wall - This condition did not develop until you had the parking apron placed on the south side of the building in the early 1990's. This parking apron was placed by constructing a retaining wall to enclose fill material that was then capped with a concrete slab. As discussed in my report dated June 10, 1999, it was suspected that a portion of the building (house and adjacent garage) was founded on pre-construction fill material, which is classed as Zone 1 fill material. This was confirmed during the recent investigation. To build the parking apron, a retaining wall (facing west and south) was placed to retain fill material that was then capped with a concrete slab. This fill material is classed as Zone 2-fill material. The recent excavation of this zone, disclosed that the entire length of the west facing and the western portion of the southern facing retaining walls were founded on Zone 1 fill material. This fill was relatively loose at the time of the recent subsurface excavation. Figure 1 is a generalized section through the parking apron structure. SCALE: 1"=5' (All distances are approximate) Downspout Downspout flow pipe(from south half of house roof) rMain Floor Level Concrete Slab Rock Drain pipe -- - - --^- I e•Surface drain pipe _ — -•? Pre-construction ground line Zone 2 Fill — ,2 Footing drain&Surface drain discharge pipe Zone I Fill• ; ^f Daylight Basement Level/ Probable"hard pan"contact line Probable"pre-development"ground line - 1" TAT;:// Note:All data projected to Section A-A' SECTION A-A'(VIEW LOOKING NORTH which coincides with south garage wall FIGURE 1 —GENERALIZED CROSS SECTION THROUGH PARKING APRON The section as shown is based on the recent excavation that also disclosed some other factors, which contributed to the problem being discussed. It appears that no foundation preparation (stripping of topsoil and/or vegetation) was done since a grass zone was detected under a portion of the fill. Also plastic sheeting was detected under the balance of the Zone 2 fill material, which confirms that no foundation preparation was done. The foundation Zone I fill material appeared to be layers of sandy clay with organic debris and relatively clean coarse sand. Since it was relatively soft during the recent excavated and it is obvious that the fill material has undergone settlement, it must have been very loose and soft when placed. Then the Zone 2 fill material placed when the Parking Apron retaining walls were constructed, appears to "dumped fill" (not compacted) which means that it would be prone to settlement. This was confirmed by the detection of 5-to-7 inch voids under a portion of the concrete slab (see Photo 612-13). 2 Mr. H. B. Meacham February 14, 2000 This settlement of fill then caused the concrete slab to sag and then crack. This allowed surface water to enter into the fill zone via the surface crack. The settlement also caused the drain placed in the center of the parking apron to also fail (as detected during the recent subsurface excavation). That was bad enough, but the placement of the drain pipe for removal of the downspout water from the garage roof and a portion of the residence roof, was placed adjacent to the garage foundation wall and was also within the Zone 2 fill zone. The presence of a large rock, lying on top of a broken section of the pipe, suggests that the pipe was broken when the fill material was placed. It is not possible to assign the order of how these events occurred, but the combination of them certainly is the cause of the settlement problem. I consider it as sloppy workmanship on the part of the contractor who did the work. Thus large amounts of water entered the fill zone from four sources: (1) the broken downspout discharge flow pipe; (2) the crack across the parking apron which allowed all surface water collected on the concrete apron to enter the fill zone; (3) the failed surface intake drain pipe in the fill zone that drained out through the retaining wall; and (4) the retaining wall footing drain (that was placed on the inside) was found to be broken at one point and the discharge joined with the surface intake discharge, which was not functioning. As an example of poor workmanship was that the surface intake drainpipe connection to the collection pipe was made with "duct tape". The settlement caused this connection to separate and thus allowed that water to enter the fill zone. That would explain how the settlement occurred and how the associated lateral movement resulted. I suspect that the entire retaining wall structure moved slightly down slope since several of the rebars placed into the garage foundation wall appear to have sheared off. This movement, with what appears to a slight tipping of the retaining wall, then resulted in failure of the garage foundation wall and lateral movement to the west. This movement along with having saturated conditions under the southwest corner of the house appeared as cracks in the basement bedroom wall at that location. This settlement appears to be about 1 inch. The following photographs will document the conditions that have been discussed. Photo 612-09 -Large crack in SW Corner of Garage 3 Mr. H. B. Meacham February 14, 2000 jr---- . . t in ilillar• . Photo 612-27 -Subsurface view of same crack as shown in Photo 09 vii1 P f t � J Iffrifilint itiiii t Photo 612-13 -Tape measuring 6 inch depth of void under concrete slab Photo taken at a point about 8 feet east of photo 09 1 y �: '-mod 1 f l., .. Photo 612-07-View of ceiling in garage. The crack is extension of crack shown in photos 09 and 27 4 Mr. H. B. Meacham February 14, 2000 1 4, 4 Photo 612—08 -View of crack in garage floor. The crack is extension of crack shown in photos 09,27,and 07 Then later during an inspection made by Mr. Tim Garrison of Skagit Surveyors and Engineers, he detected additional movement in the attic area. While inspecting the attic area because of the crack in the ceiling of the garage(see Photo 812-07), he found the girder truss& ceiling joist had separated about 1 inch. This resulted in a second inspection of the southwest basement bedroom and where wallboard was removed from both the walls the ceiling. Using a Brunton Compass it was found that the fireplace chimney, that is setting on an interior "retaining wall", was leaning 2° toward the west. Thus it appears that entire structure west of the large crack in the garage has both settled and moved toward the west. It is not known what the "retaining wall" if founded on, but it is probably fill material. When the water started to saturate the fill below the parking apron since it was being fed by downspout water, the zone of saturation probably moved along the fill- old soil horizon contact and affected the foundation of the"retaining wall". Based on this data, it was recommended that the structural engineer consider the placement of pipe piles to arrest both settlement and to also bring some portions of the building back into a level position. Correction Measures - The Zone 2-fill materials was removed down to and into the old Zone 1 fill material zone. Some of the fill was wasted because of saturated moisture conditions and the presence of organic material. Then fill material was placed in lifts and compacted. However, one problem still exists and that is the retaining walls (at least in the west portion of the zone (see Figure 1) is founded on rather soft fill material. This will be subject to additional settlement, however the worst of the settlement has probably already occurred. There is still a problem in regard to the settlement of the garage and southwest portion of the house and the fireplace chimney within the southwest bedroom. While the source of water has been corrected, settlement has occurred and the underlying material is saturated. Therefore, to stop any further settlement, pin piles (pipe piles) will be placed as designed by Mr. Garrison. A copy of his design, titled "Pin Pile/Jacking, Meacham Residence" Skagit Surveyors and Engineers, dated February 12, 2000, is attached in Attachment A. These piles will be located along perimeter of the southwest portion of the structure with the exception of support for the chimney in the southwest-basement bedroom. This will require breaking out a portion of the concrete slab floor in order to place those piles. 5 Mr. H. B. Meacham February 14, 2000 It is estimated that all of the pipe piles will encounter very dense Vashon till at relatively shallow depths. Some lifting will be done to bring the house back into a semi-level condition. All areas where mold was detected or wallboard expanded because of moisture should be replaced with water proof wallboard. The drain lines, with the exception of the foundation drains on the inside of the retaining walls have been replaced with better quality pipe. All drainage water collected (both surface and subsurface), have been placed into a tightline that will run west along the south property line of the adjacent parcel located down slope and then be discharged into the Kings Way drainage system. This will require permission from that property owner and also from the Skyline Home Owners Association. The settlement detected in the front entrance area appears to fill Zone 1 settlement, which I expect will be nil in the future. Bringing the front steps back into a level position will solve that problem. We appreciate this opportunity to be of service to you. If you have any questions regarding this report, please contact the undersigned. Sincerely, S B. so r James B. Scott, P.E. o� ,_Ai�i- 0Na , Copy: Skagit Surveyors & Engineers k, NW _ 11023� J Ja Off, L'CIg,�,£,V-YN�' t -6