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20040829.pdfa DATE RECEIVED CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF 13USINESS ,j C� v,� E a, 0 MAILING ADDRESS H A -3 Y;� — A CITY ZIP TELEPHONE C A NAME 8 W W�_ CITY NAME i')t ADDRESS 14800 We. - CITY S, Iv\_ W o 0 , 5TATE LICENSE NUMBER PROPERTY TAX El NEW [:] ADDITION El REMODEL 211"REPAIR DEMOLISH GARAGE CARPORT (TYPE OF UaFrj ZIP I TELEPHONE 0 YN -Y.- 6�00�wl'r\ ZIP TELEPHONE �a9 dk\ 73�11 0 , tI 5 . ErPIRATION DATE b-2 Z4 01 v t ,()-Oc� oo RESIDENTIAL COMMERCIAL MULTIFAMILY 13 GRADING CYDS 1:1 TANK RETAINING WALL 13 ROCKERY NUMBE:p6Tfl NUMBER OF OF DWELLING STORIES UNITS DESCRIBE WORK TO BE DONE : tet k " i k i CBL # /117 _*�7 I.D :) Laj4 CHECKEDI rj PLUM13ING / MECH COMPLIANCE OR CHANGE OF USE SIGN E:i FENCE x FT) OTHER EFIRE SPRINKLER I FIRE ALARM CRITICAL AREAS NUMBER I HEAT SOURCE I GLAZING % LOT SLOPE % PLAN CHECK NO: U-1 4 VESTED DATE THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO I= BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT APPILICATION: 180 DAYS W IL PERMIT LIMIT. I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS I SEE BACK OF PINK PERMIT FOR MORE INFORMATION APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF 2 EDMONDS, WASHINGTON, ITS OFFICIALS. EMPLOYEES. AND AGENTS FROM ANY AND ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY I FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE !3 DEEMED TO MODIFY. WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE 0 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION., I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN IS CORRECT; AND THAT I AMTHE OWNER, OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- TION; AND IN DOING THE WORK AUTHORIZED THEREBY. NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S=ENSATION INSURANCE AND RCW 18.27. 1 [PERMIT EXPIRES USE PERMIT ZONE NUMBER JOB ADDRESSA UITE/AP LD �7� PLAT NAME/SUBDIVISION NO. LOT NO, LID NO. LID FEE S TESCP Applitled E3 PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW Permit Required C3 Street Use Permit Roq'd E3 EXISTING - PROPOSED inspection Required Sidewalk Required REQUIRED DEDICATION� FT Underground Wiring requi 8� L METER SIZE IZE NO. OF FIXTURES I PRV REQUIRED YES [3 NO 13 REMARKS OWN E FLICON TRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE EN—GINEERING REVIEWED BY DATE FIRE REVIEWED BY DATE 0 Z cc Lu z Mu VARIANCE OR CU C9WORPLINE ADBN INSPECTION BOND 6, POSTED RE 0, E]YES O1S__ SEPA REVIEW4 SIGN AREA HEIGHT COMPLETE , EXEMPT 7ALLOWED PROPOSED ALLOWED PROPOSED EXP X6 lvb C LOT COVERAGE REQUIRED SETBACKS (Fr.) PROPOSED SETBACKS (Fr.) ALLOWED PROPOSED FRONT SIDE REAR FRONT URSIDE REAR z /,IV ckol le kA,-,§ /VV C bi�q V17 1z PARKING LOT AREA NING hEV1EWglD JBY DATE 5 :U ! P 9L REO'D I PROVIDED REMARKS h0fichic k1% r I C A lfivii�fed Pry i 'i on ,� e CHECKED BY I TYPE OF CODE OCCUPANT GROUP SPECIAL INsPZETION JAREA OCCUPANT REQUIRED YES LOAD REMARKS PROGRESS INSPECTIONS PER USC 108/ IBC1091IRC109 FINAL INSPECTION REQ'D VALUATION $ � �)LQ-1 (�) - Description FEE Plan Check -A� lBuilding Permit Plumbing Mechanical Grading Engr. Review Engr. Inspection Fire Review Fire Inspection Landscapeinsp. Recording Fee __ SIGN R AGENT) DATE SIGNED 00 It CALL FOR INSPECTION (425) 771.0220 Description State Surcharge City Surcharge Base Fee FEE Plan Chk. Deposit OJU Receipt # 7 Total Amt. Due Receipt 0 APPLICATION APPROVAL This application is not a pernnit until signed by the Building Otficial or his/her Deputy: and Foes are paid. and receipt is acknowledged in space provided. A77ENTION MA 1 1 IT IS UNLAWFULTO USE OR OCCUPYA BUILDING OR STRUCTURE UNTILAFINAL INSPECTION HASBEEN MADE AND APPROVAL ORA CERTIFICATE OF OCCU- PANCY HAS BEEN GRANTED, UBC109/IBC110/IRC110. 09/03 PRESS HARD -YOU ARE MAKING 4 COPI By ORIGINAL - FILE YELLOW - INSPECTOR PINK - OWNER GOLD - ASSESSOR z 0 4 0 M --i -n ­4 x 171 C M 0 0 0 0 C ­4 K x M M Z 10 -1 c: 0 -n n ;d > M M 055 0 r- 0 M C cj) 9(n M C) Z z W z 0 1 0 M GARY HAAKENSON CITY OF EDMONDS MAYOR 121 5TH AVENUE NORTH EDMONDS, WA 98020 (425) 771-0220 FAX (425) 771-0221 Website: wwadedmondsma,us DEVELOPMENT SERVICES DEPARTMENT Planning Building Engineering C. April 14,2005 John R. Eason Z'. 0 23525 74"' Avenue W Edmonds, WA 98026 0 M; 3: Re: Building PerTnit: 2004-0829 M C M.0 Site Address: 23525 74"' Avenue W, Edmonds, WA WA 0 01 0 Expiration Date: April 5, 2005 C M M z Dear Mr. Eason: --A C > r -erenccd building According to City of Edmonds Building Division records, the above ref C5 permit expired on April 5, 2005 Without obtaining the required Final inspections. In o -n orderfor You to Complete work oil your project,. you must submit a new permit -n application along With permit fees of $ 258.00. M M If City records are incorrect and thejob card indicates final inspection approval, please 0 r provide a copy of thejob card for City Records. If your i -ecords concur that no final 0 M C Cn inspections have been granted, ),on must remit fees with a new permit application K co, M 0 within 10 days from the date of this letter. Failure to respond shall result in this matter Z being turned over to Code Enforcement for resolution and possible legal action. -4 X If you have any questions please feel free to call out- offices at 425-771-0220. > z Sincerel y z 0 0 M i'ei 'Coorc n i I I Cc: Davis Construction File L\Tenips\D ST's\M aster Letters\E-xpired Prinit.doc 7/01 Incorporated August 11, 1890 Sister CitV - Hekinan, Japan Federal Emergency Management Agency Washington, D.C. 20472 2 91999 SEP .JUN 20o4 COUNTER Mr. John R. Eason Case No.: 99-10-392A 23525 74"' Avenue West Community: City of Edmonds, Washington Edmonds, WA 98026 Community No.: 530163 MICROFILM Z Dear Mr. Eason: 0 This is in reference to a request that the Federal Emergency Management Agency 0 M (FEMA) determine if property is located within an identified Special Flood Hazard Area, the area that would be inundated by the flood having a I -percent chance of being equaled =i or exceeded in any given year (base flood), on the effective National Flood Insurance 0 Prog ram (NFIP) map. Using the information submitted and the effective NFIP map, our C M M 0 determination is shown on the attached Letter of Map Amendment (LOMA) 0 --1 0 Determination Document. This deten-nination document provides additional information 0 C regarding the effective NFIP map, the legal description of the property, and our X M determination. M Z Additional documents are enclosed which provide informa tion regarding the subject C _Z > property and LOMAs. Please see the List of Enclosures below to determine which co documents are enclosed. If you have any questions about this letter or any of the 0 _n enclosures, please contact the FEMA Map Assistance Center toll free at 1-877-336-2627 -n (FEMA MAP) or by letter addressed to the FEMA LOMA DEPOT, 3601 Eisenhower x M M Avenue, Suite 600, Alexandria, VA 22304-6439. 0 0 M Sincerely, C CD Matthew B. Miller, P.E., Chief Hazards Study Branch Mitigation Directorate List of Enclosure(s) 0 LOMA Detennination Letter; Pages I & 2 cc: Community Map Repository State NFIP Coordinator Regional Director R i o-mT V�AW i5LA-tj ) 10 / f:�_-2c7rT,-2AA11— NO Q 0 Z M > Z Z 0 M I IIIIIII: T 99-10-392A LOMA Page 1 nf 2 JUN 2 5 1999 case No Federal Emergency Management Agency Washington, D.C. 20472 LETTER OF MAP AMENDMENT DETERMINATION DOCUMENT (REMOVAL) COMMUNITY AND MAP PANEL INFORMATION LEGAL PROPERTY DESCRIPTION A portion of Government Lot 5, Section 321—Township 27 rth, Range 4 East, Willamette Meridian, as described as in the Statutory Warranty Deed City of Edmonds, Washington recorded as Instrument No. 9507110223 in Book 3047, Pages 2354 through COMMUNITY 23617 in the Office of the County Auditor, Snohomish County, Washington COMMUNITY NO: 530163 NUMBER: 0005 D MAP PANEL NAME: City Of Edmonds, AFFECTED Washington DATE: February 19, 1986 APPROXIMATE LATITUDE& LONGITUDE: 47.785924, -122.332999 FLOODING SOURCE: Lake Ballinger SOURCE OF LATITUDE & LONGITUDE: OFF THE SHELF SOFTWARE DETERMINATION OUTCOME I%ANNUAL LOWEST LOWEST LOWEST WHAT IS NEW CHANCE ADJACENT FLOOR LOT LOT BLOCK/ SUBDIVISION STREET ADDRESS REMOVED FLOOD FLOOD GRADE ELEVATION ELEVATION SECTION FROM THE ZONE ELEVATION ELEVATION (NGVD) (NGVD) SFHA (NGVD) (NGVD) t N/A N/A 5 N/A Setion 32 23525 74'h Avenue structure C 280.0 feet ::290.9 feet est Special Flood Hazard Area (SFHA) — The SFHA is an area that would be inundated by the flood having a I -percent chance of being equaled or exceeded in any given year (base flood). ADDITIONAL CONSIDERATIONS (if the appropriate box is checked, please refer to the aDprODriate section on Attachment 1) n 1. PROPERTY DESCRIPTION (CONTINUED) E] 6. STUDY UNDERWAY E] 2. DETERMINATION TABLE (CONTINUED) El 7. FILL RECOMMENDATION [-] 3. PORTIONS REMAIN IN THE FLOODWAY 0 8. PORTIONS REMAIN IN THE SFHA 0 4. INADVERTENT INCLUSION IN THE FLOODWAY E3 5. ZONE A This document provides the Federal Emergency Management Agency's determination regarding a request for a Letter of Map Amendment for the property described above. Using the information submitted and the effective National Flood Insurance Program (NFIP) map, we determined the structure on the property is not located in the SFHA, an area inundated by the flood having a 1 -percent chance of being equaled or exceeded in any given year (base flood). This document amends the effective NFIP map to remove the structure from the SFHA; therefore, the federal mandatory flood insurance requirement does not apply. However, the lender has the option to continue the flood insurance requirement to protect its financial risk on the loan. A Preferred Risk Policy (PRP) is available for buildings located outside the SFHA. Information about the PRP and how one can apply is enclosed. This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have any questions about this document, please contact the FEMA Map Assistance Center toll free at 1-877-336-2627 (FEMA MAP) or by letter addressed to the FEMA LOMA DEPOT, 3601 Eisenhower Avenue, Suite 600, Alexandria, VA 22304-6439. Matthew B. Miller, P.E., Chief I lazards Study Branch Mitigation Directorate Version 1.0 217852205101105130392 Z 0 i 0 M =i =5 US --j 0 M C M 0 0 0 0 C: --I K X M M Z C Cn 0 -n n M M 0 0 0 M C (n 9 co Q 0 Z M > Z Z 0 i 0 ITI IJUN291999 I Case No.: 99-10-392A LOMA i M Federal Emergency Management Agency Washington, D.C. 20472 0 0 LETTER OF MAP AMENDMENT DETERMINATION DOCUMENT (REMOVAL) ATTACHMENT I (ADDITIONAL CONSIDERATIONS) 5. ZONE A The NFIP map affecting this property depicts the SFHA (Zone A) deten-nined using the flood data available, but without performing a detailed engineering analysis or establishing base flood elevations. Determinations based on these flood data are approximate and subject to change. 8. PORTION'S OF THE PROPERT YL REMAIN' I'th" THE SFI-11A The Determination Document has removed the subject of the determination from the Special Flood Hazard Area (SFI-IA) However, portions of the property may remain in the SFHA. Therefore, any future construction or substantial improvement on the property remains subject to Federal, State, and local regulations for floodplain management. This attachment provides additional information regarding this request. If you have any questions about this attachment, please contact the Federal Emergency Management Agency Map Assistance Center toll free at 1-877-336-2627 (FEMA MAP) or by letter addressed to the FEMA LOMA DEPOT, 3601 Eisenhower Avenue, Suite 600, Alexandria, VA 22304-6439. Matthew B. Miller, P.E., Chief Hazards Study Branch Mitigation Directorate Version 1.0 217852205101105130392 Z 0 M --I -n M C M 0 -10 0 C --19 :c M M Z r') —4 C 0 -n M M a 0 0 M C C/) 9 Cn M 0 Z .A X Z ---1 3: Cn Z 0 i 0 IT! CroamLand war Corp Afinancial services company of First Securyty Herwe October 18, 1999 Z 0 Zk R. Eason 0 M Jaymie C. Schade 23525 7r Avenue West V5 --j Edmond, WA 98026 M C M 0 Property address: 23525 74'b Avenue West 0 0 C Edmonds, WA 98026 M M Z RE: CMC Loan Number. 0008264723 -3 C > Z P.0 I iCy IV14 5-2,6 - -6 - 6 0) Dear Mortgagors: o -n -n I am sending this letter to you In your response to cancel your flood insurance. We have M M received information from First American Flood Data Services, Community number 530163 0 0 Panel number 0005 D, Flood zone (C*) Certification number 980136380. Map date 02-19-86. 0 M C W We received information stating that you property has been remapped and your house is no longer in a required flood zone, all structures are out. Please feel free to cancel your floodinsurance. If you have any question concerning this letter please feel free to call the number listed below. Sincerv-10K.- jF Julia Hintze Insurance Representative Toll Free: (800) 446-3300 CrossLand Mortgage Corp 3902 South State Street Salt ljjke City, Ulah 84107 7'elqhone 801-269-7600 Afinancial services company of First Security Batik Equal Housing Opportunity Lender K CD M 0 Z X Z C/) Z 0 i 0 M FLOOD NOTICE TO BORROWER OF SPECIAL FLOOD HAZARD AND FEDERAL DISASTER ASSISTANCE Borrowers Name(s): Date: 1/23/98 JOHN R. EASON JAYMIE C. SCHADE Flood Certification #: X Z 0 0 M Property Address: Mailing Address: 23525 74TH AVENUE W 23525 74TH AVE W 3: EDMONDS, WASHINGTON 98026 EDMONDS, WA 98026 0 M C rn 0 0 Notice to Borrower of Special Flood Hazard R) You are hereby notified that the subject property described above is NOT located in an area designated by the Director of Federal Emergency Management Agency as a special flood hazard area. In the event a redetermimition of the subject property's location relative to special flood hazard area changes, nood insurance may be required. At such time you will be given written notification. 0 You are hereby notified that die subject property is locaied in an area designated by the Director of Federal Emergency management Agency is a special flood hazard area. This area has a I % chance of being flooded within any given year. The risk of exceeding the I % chance increases with time periods longer than one year. For example, during the life of a 30 year mortgage, a structure located in a special flood hazard area has a 26% chance of being flooded. Notice to Borrower About Federal Flood Disaster Assistance R) Notice in Participating Communities The subject property securing your loan is located in a community which is now participating in the National Flood Insurance program. In die event your property is damaged by flooding in a Federally declared disaster, Federal disaster relief may be available. However, such relief will be unavailable if your community is not participating in the National Flood Insurance Program at the tinie such assistance would be approved (assuming your community has been identifiedas flood -prone forat least one year). This assistance, usually in the form of a loan with a favorable interest rate, may be available for daniages incurred in excess of your flood insurance. 0 Notice in Non -Participating Communities The subject property securing your loan is located in a community which is not participating in the National Flood Insurance Program. This means that you are not eligible for Federal flood insurance. In die event your property is damaged by flooding in Federally declared disaster, Federal disaster relief will be unavailable (assuming your community has been identified as flood -prone for at least one year). Federal flood disaster relief will be available only if your community is participating in die National Flood Insurance Program at die time such assistance would be approved. WESTERN SUNRISE AKA CROSSLAND MORTGAGE CORP. Certification by Lender Date Acknowledgement by Borrower 3: rn M Z ID 0 -n n rn M Cn 0 0 M cn Cn M 0 Z > Z __q Cn Z 0 1 5 M FEDERAL EMERG I ENCY MANAGEMENT AGENCY Expinas Ju� 31,1999 NATIONAL FLOOD INSURAN&,E PROGRAM ATTr_NTION: Use of this certificate does not provide a waiver of the flood Insurance purchase requirement. This form is used only to pro- Ade elevation information necessary to ensure compliance with awlicable community floodplain management ordinances, to determine the proper Insurance premium rate, and/or to support a request for a Letter of Map Amendment or Revision (LOMA or LOMR). You are not required to respond to this collection of information unless a valid OMB control number is displayed in the upper right corner of this form. Instructions for completing this form can be found on the folk)wing pages. SECTION A PROPERTY INFORMATION FOR INSURANCE COMPANY USE BUILDING OWNEn'S NAME POLICY NUMBER 3_6 liA t,� 7'E- N:2 - 0 t, Ji STREET ADDRESS (Including Apt., Unit. Sufto and/or Bldg. Number) 0 RO. ROUTE AND BOX NUMBER COMPANY NAIC NUMBER "ns VS _%_ -74-:D± AJF- OTHER DESCRIPTION (Lot and Block Numbers, etc.) pe), E 4: ec CITY STATE ZIP CODE ET> fV10 'VVA_ q li�02_(p SECTION B FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Provide the following from the proper FIRM (See Instructions): ,C4 ... .. I Y Nuhr.=:n 2. PANEL NUMBER 3. *.U;:Fix 4. DATE OF FIRM INDEX 5. FIRM ZONE 6. BASE FLOOD ELEVATION (in AD Zones, use depth) 000 Is "D 7, Indicate the elevation datum system used on the FIRM for Base Flood Elevations (BFE): 1.2!+N(3VD'29 l_J Other (describe on baCK) 8. For Zones A or V, where no BFE is provided on the FIRM, and the community has established a BFE for this building site, indicate the community's BFE: L.L-12-0-P.1-0-11 feet NGVD (or other FIRM datum -see Section B, Item 7). SECTION C BUILDING ELEVATION INFORMATION 1. Using the Elevation Certificate Instructiont;1,indicate the diagram number from the diagrams . found on Pages 5 and 6 that best describes the subject building's reference ldvel _L_ . Zones Al -A30, AE, AH, and A (with BFE). The top of the reference level floor from the selected diagram is at an elevation 2(a). FIRM'. .4 of LL_ -91AI.6 feet NGVD (or other FIRM daturn,-see Section B, Item 7). (b). FIRM Zones VI-V30, VE, and V (with BFE). The bottom of the lowest horizontal structural member of the reference level from the selected diagram, is at an elevation of', I L1_[_J.LJ feet NGVD (or other FIRM datum -see Section B, Item 7). (c). FIRM Zone A (without BFE). The floor used as the reference level from the selected diagram is I I 11J feet above P1 or below El (check one) the highest grade adjacent to the building. (d). FIRM Zone AO. The floor used as the reference level from the selected diagram is I I LLJ feet above El or below 0 (check one) the highest grade adjacent to the building. 11 no flood depth number is available, is the building's lowest floor (reference level) ,41evated in accordance with the community's floodplain management ordinanc,)? El Yes El No D Unknown 3. Indicate the elevation datum system used in determining the above reference level eIev;4I.ions:X_ NGVD '29 0 Other (describe under Comments on Page 2). (NOTE: If the elevation datum used in measuring the elevations Is different than that Lised on the FIRM [see Section B, Item 7], then convert the elevations to the datum system used on the FIRM and show the conversion equation under Comments on Page 2.) r- - 4. Elevation reference mark used appears on FIRM: ID Yes X-No (See Instructions on Page 4) 5. The reference level elevation is based on: 19 actual construction F , � Construction drawings (NOTE: Use of construction drawings is only valid if the building does not yet have the reference level floor in place, in which case this certificate will only be valid for the building during the course of construction. A post -construction Elevation Certificate will be required once construction is complete.) 6. The elevation of the lowest grade immediately adjacent to the building is: LL1,W11 .91 feet NGVD (or other FIRM datum -see Section B, Item 7). 4 SECTION D COMMUNITY INFORMATION i. If the community official responsible for verifying building elevations specifies that the reference level indicated in Section C, Item 1 is not the "lowest floor" as defined in the community's I loodplain management ordinance, the elevation of the building's *lowest floor" as defined by the ordinance is: 1-1-a - —'L-! A-] feet NGVD (or other FIRM datum -see Section B, Item 7). 2. Date of the start of construction or substantial improvement - --------------- FEMA Form 81-31, MAR 97 0 REPLACES ALL PRE14OUS EDITIONS SEE REVERSE SIDE FOR CONIINUAT10N z 0 0 71 =i 5i 0 M C: M 0 0 0 C: M M z X W o -n n --I 3:9 M M 0 0 0 M cl) C/) M 0 Z 3: > z W z 0 M ki SECTION E CERTIFICATION This certification is to be signed by a land surveyor, engineer, or architect who is authorized by state or local law to certify elevafion information when the elevation information for Zones Al—A30. AE, AH, A (with 13FE),V1—V30,VE, and V (with BFE) is required. Community officials who are authorized by local law or ordinance to provide floodplain management Information, may also sign the certification. In the case of Zones AO and A (without a FEMA or con)munity issued BFE), a building official, a property owner, or an owner's representative may also sign the certification. Reference level diagrams 6, 7 and 8 - Distinguishing Features —If the certifier is unable to certify to breakaway/non-breakaway wall, enclosure size, location of servicing equipment, area use, wall openings, or unfinished area Feature(s), then list the Feature(s) not included in the certification under Comments below. The diagram number, Section C, item 1, must still be entered. I certify that the information in Sections B and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. TO-01� C_ SqjIN)j�Q Vuos-L L CE TIFIE ' NAME LICENSE NUMBER (or Atfix Seal) 1A,Wb A%ZPWM� . S6MA7_;E�s TITLE COMPANY NAME 1� \dA y STATE ZIP ADDRESJ CL CITY DATE PHONE Copies should be made of this Certificate for: 1) community official, 2) insurance agenticompany, and 3) building owner. COMMENTS: -Z-vE-m. �JO � (6 ', 7EWT-0�-'W\AA10t� 016AINWEV KRWY� Q C ��_RAN�E_ C�- 61JWKUW� LOCI qEA_r-�_ 57-5 k6e�,J CAA W1 NE -04-3� I r ON SLAB A V ZONES ZONES FLOOD ELEVA110N AWAUN7 GAAM WFTH BASEMENT A ON KLES. PIFRS, OR COLUMNS . A v The diagrams above illustrate the points at which the elevations should be measured in A Zones and V Zones. Elevations for all A Zones should be measured at the top of the reference level floor. Elevations for all V Zones should be measured at the bottom of the lowest horizontal structural member. Page 2 Z 0 1 0 M :q =n- M C M 0 0 C: M M Z 0­4 —Z Cn o -n n M M 055 0 r- 0 M C cl) K Cn Q 0 Z X Z --I X Cn Z 0 1 0 M ICC Evaluation Service, Inc. BusinessIRLgional Office a 5360 Workman Mill Road, Whittier, Czlifornia 90601 (562) 69M543 Regional Office n 900 Montclair Road, Suite A, Birmingham, Alabama 35213 (205) 599-9800 www.icc-es.org Regional Office m 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 (708) 799-2305 Legacy report on the 1997 Uniform Building Code TM DIVISION: 02—SITE CONSTRUCTION Section: 02465—Bored Piles HELICAL PIER'FOUNDATION SYSTEMS HUBBELL CORPORATION/A. B. CHANCE CO. 210 NORTH ALLEN STREET CENTRALIA, MISSOURI 65240 1.0 SUBJECT HELICAL PIER' Foundation Systems. 2.0 DESCRIPTION 2.1 General: The Hubbell Corporation/A. B. Chance Co. HELICAL PIER' Foundation System is used to underpin foundations of existing structures, and is used for deep foundations of new structures. The system consists of foundation repair brackets and foundation anchors. The foundation brackets are used to connect the foundation of the structure to the foundation anchor. 2.1.1 HELICAL PIER' Foundation Anchor Components: The steel anchor components consist of one or more circular steel helix plates welded to a central steel shaft.The depth of the embedment of foundation anchors into the soil can be extended by adding one or more steel shaft extensions, coupled together to form one long continuous pier. Extensions can be with or without steel helix plates attached. Each steel helix plate is '/,, inch (10 mm) thick and has an outer diameter of from 6 to 14 inches (152 to 356 mm), and an inner annulus either "/2or 1'/, inches (38 or 44.5 mm) square. Each plate is formed with all radial sections normal to the central longitudinal axis, ± 3 degrees. The helix pitch is 3 inches (76 mm). The central steel shaft of lead sections and extension sections is a round cornered square (RCS) solid steel bar. RCS bars are either' '12 or 0, inches (38 or 44.5 mm) square. Each lead section of a foundation anchor has provisions at the top for a connection to an extension, and has an earth - penetrating pilot at the bottom. Each extension has provisions for a coupler at one end and a connection at the other. The coupler is an integrally forged socket that slips over an RCS shaft of the same size. Each socket has a transverse hole so that lead sections and extensions can be connected using a bolt and nut. For all foundation anchor leads and extensions, helix plates are welded to their respective shafts. Nominal spacing between helix plates is not less than three times the diameter of the lower helix. For example, a foundation anchor lead with an 8-, 10- and 12-inch-diameter (203, 254 and 305 mm) helix has a nominal 24-inch space between the 8- and 1 0-inch (203 and 254 mm) helix and a 30-inch (762 mm) space between the 10- and 12-inch (254 and 305 mm) helix. Figure I illustrates the foundation anchors. 2.1.2 Foundation Brackets: The foundation repair brackets used to address foundation settlement are Parts Nos. C1 50- 0121, C150-0298, C150-0299 and C150-0147. The brackets consist of upper and lower steel bracket bodies interconnected using two bolts. The bolts, described as "lifting" bolts, are 1/, inch (22 mm) in diameter for the Nos. C150-0121, C150-0298 and C150-0299 brackets and 1 inch (25 mm) in diameter for the No. C150-0147 bracket. The lower bracket body consists of steel sections shaped and welded together to form a seat for the foundation of the structure. The lower bracket body also has slots for attachment of the bracket to the concrete foundation. The upper bracket body is T-shaped, with the stem of the "T" being a steel pipe in which the shaft of the foundation anchor is inserted. Brackets No. C150-0121 and No. C150-0298 are used with foundation anchors having' '/2-inch (38 mm) square shafts. Bracket Nos. C150-0299 and C150-0147 are used with foundation anchors having 1'/,-inch (44.5 mm) square shafts. Figure 2 illustrates the brackets. Brackets No. C150-0121 and C150-0298 are used to address settlement of residential dwellings and light commercial buildings. Brackets No. C150-0299 and C150- 0147 are used to address settlement of large dwellings and commercial buildings. The light -duty underpinning bracket No. C1 50-0239 is used to address settlement of porches, patios and light concrete slabs. This bracket consists of a steel bracket body with a seat for the concrete slab and an anchor terminator containing a 1-inch-diameter (25 mm) lifting bolt. The anchor terminator is a round steel pipe with a drilled and tapped steel cap on top, into which the foundation anchor shaft is inserted. Figures 7 and 8 illustrate the bracket. Slab repair bracket No. T150-0085 is used to address settlement of existing concrete slabs on grade. This bracket consists of a steel channel, an anchor terminator and a 1- inch-diameter (25 mm) bolt. The anchor terminator is a square steel tube with a drilled and tapped steel cap on top, into which the foundation anchor shaft is inserted. Figures 3 and 5 illustrate the bracket. New -construction foundation bracket No. C150-0132 is used to support gravity loads. The bracket is used with steel - reinforced, poured -in -place concrete foundations. The bracket 1( le'vact wpw b 11 " 11"I It, he I ilk I 'It) 'PI. ant who aIn ow/ %pi-t-Ifit a1h I,/,h '.%m'd. not j) v ihot it) he 4 im.%trin'd ilk 011 111 the.%idpic, I o/ A- I e/jol lol -1 Wi "I'Mi'lod"llon fin 11% mw 77wil. ti )to it'll pilim. bY U '111"ItImIS4.) vit illiplied. I%," '011, finihp�i: ot-1110 maiter it, filo) 47)", 1. Milk 11) WIt pi ,du, Iww),'d hI /he I ep") 1 Page 1 of 8 Copyright (D 2003 Z 0 1 0 M -A =n- M M 0 -10 0 C 4 K M M M Z jo --i C _Z Cn 0 -n n M M q 0 0 M C Co C Cn Q 0 Z 7-1 Z 0) Z 0 ­1 0 ITI ER-5110 Page 2 of 8 consists of a '/2-inch-thick (13 mm) rectangular steel plate shafts, and a '/,-inch-diameter (22 mm) bolt complying with welded to 2'/2-inch-diameter (63.5 mm) steel tubing. Figures ASTIVI A 193 Grade B7 for 1'/,-inch (44.5 mm) RCS shafts. 4 and 6 illustrate the bracket. 2.3 Design: 2.2 Material Specifications: 2.3.1 General: Structural calculations must be submitted to 2.2.1 Helix Plates: Material specifications for the helix the building official for each building, and must be based on plates are noted in Tables 1 and 2. The plates have a Class accepted engineering principles. The design method is the B-1, hot -dipped galvanized coating complying with ASTM A Load and Resistance Factor Design Specification in Chapter 153. 22, Division 11, of the code. The design strengths of individual 2.2.2 Anchor Shafts (Lead Sections and Extensions): lead sections and extension sections are noted in Tables 1 The' '/2-and 1'/,-inch (38 and 44.5 mm) square RCS shafts and 2. Factored nominal loads must not exceed the design conform either to ASTM A 29 and AISI 1044, having minimum strengths. The nominal loads must be factored in accordance yield and tensile strengths of 70 and 100 ksi (483 and 689 with Section A4 of the specification. The actual capacity of the Z MPa), respectively, or to AISI 1530, having minimum yield HELICAL PIER' Foundation System depends upon the 0 and tensile strengths of 95 and 120 ksi (655 and 827 MPa), analysis of the interaction of the helix plates and the soil, and --I respectively. Anchor shafts have a Class B-1, hot -dipped may be less than the maximum design strengths noted in this 0 galvanized coating complying with ASTM A 153. report. Column buckling of foundation anchors due to M compression loads, and combined flexural and compressive 2.2.3 Foundation Brackets: stresses of foundation anchors used with foundation repair =n_ 2.2.3.1 Bracket Body: The brackets are formed from brackets, shall be included in the analysis if this is deemed 5/16 3/8 necessary by the building official or structural designer. _ or 1/2-inch-thick (6.4, 7.9, 10 or 13 mm) steel that 0 M meets or exceeds the requirements of ASTM A 36, and have Construction in Seismic Zones 3 and 4 requires compliance C a hot -dipped galvanized coating conforming to Class B-1 of with Section 1809.5.1 of the code. A soil investigation report M 0 0 ASTM A 153. is necessary and must include consideration of: 0 2.2.3.2 Pipe Assembly: The pipe in the upper bracket body 1. Soil properties, including those affecting design. 0 C -4 K of the C150-0121, C150-0298 and C150-0299 foundation 2. Allowable soil bearing pressure. X M M Z repair brackets is cold -formed, welded, and seamless carbon 3. Suitability for use in seismically active areas. g) --I steel structural tubing. Complying with ASTM A 500 Grade B, 4. Information on ground -water table, frost depth and C: _Z the steel tube has minimum yield and tensile strengths of 42 > and 58 ksi (290 and 400 MPa), respectively. The pipe in the corrosion. r- ­4 -0147 foundation repair 2.3.2 Connection to Building Structure: Downward -acting X upper bracket body of the C150 Cn bracket is hot -rolled, electrical -resistance -welded, round steel design strengths associated with each foundation repair 0 -n tubing. Complying with ASTM A 512 or A 513 Grade 1020, bracket are as follows: C1 50-0121 - 20 kips (89 kN); C1 50- -n the steel tube has minimum yield and tensile strengths of 50 0298, C150-0299 and C150-0147 - 40 kips (178 kN); C150- and 62 ksi (345 and 427 MPa), respectively. All pipe 0239 - 5 kips (22.2 kl\!)� C150-0132 - 15 kips (66.7 kN). The assemblies have a Class B-1, hot -dipped, galvanized coating downward -acting design strength is 5 kips (22.2 kN) for the M M complying with ASTM A 153. T1 50-0085 slab repair bracket. 0 0 2.2.4 Bolts: Factored design loads must not exceed the design 0 M strengths for the brackets. The concrete foundation and slab C Cl) 2.2.4.1 Steel Foundation Anchor: The sizes and types of must be designed and justified to the satisfaction of the 9 (n bolts connecting the steel foundation anchor extensions to building official for concentrated loads due to the foundation Q 0 lead sections or another extension are described in Table 2. Z All bolts are hot -dipped galvanized steel. and slab repair brackets. Bearing areas not exceeding 28, 34.5, 11.4, and 28 square inches (18,064, 22,258, 7,355, X 2.2.4.2 Foundation Brackets: 18,064 and 18,064 mm') shall be used to calculate the --I 2.2.4.2.1 Lifting Bolts: The lifting bolts for the No. C150- concrete bearing stress at the seat of the C150-0121, C150- a: 0147, C150-0239, C150-0298 and C150-0299 foundation > 0121, C150-0298 and C150-0299 foundation brackets have Z a 7/,_inch (22 mm) diameter and comply with SAE J429 Grade brackets, respectively. In addition, if deemed necessary by -4 5. The lifting bolt for the No. C150-0147 foundation bracket the building official, the effects of reduced lateral sliding X has a diameter of 1 inch (25 mm) and complies with SAE resistance due to uplift from wind or seismic loads shall be Cn J429 Grade 5. considered for each project utilizing the C150-0121, C150- Z 0147, C1 50-0298 and C1 50-0299 foundation repairbrackets. 0 2.2.4.2.2 Cross Bolts: Cross bolts for the No. C150-0121, 2.3.3 Protection of Pier and Bracket Materials: Protection I C150-0298 and C150-0299 foundation brackets have a 0 ply with Section diameter of '/,, inch (16 mm) and comply with SAE J429 of the pier and bracket materials must com M Grade 5. The cross bolt for the No. C150-0147 foundation 1807.9 of the UBC. bracket has a '/,,-inch (22 mm) diameter and complies with 2.4 Installation: SAE J429 Grade 5. 2.4.1 General: The HELICAL PIER� Foundation System is 2.2.4.2.3 Concrete Anchor Bolts: Anchor bolts shall be installed by A. B. Chance Co. certified installers, trained to inch (15.9 mm) in diameter for all foundation brackets. install the A. B. Chance Co. HELICAL PIEW' Foundation Concrete anchor bolts are designed for each project. System. 2.2.4.3 Light -duty Underpinning Bracket: The bolt for the 2.4.1.1 Foundation Anchors: The foundation anchors are light -duty underpinning bracket is a 1 -inch-diameter (25 mm) installed using rotary motors having forward and reverse bolt complying with SAE J429 Grade 5. capabilities. The foundation anchors must be positioned and 2.2.4.4 Slab Repair Bracket: The bolt for the slab repair angled as specified in the approved plans. Foundation bracket is a 1 -inch-diameter (25 mm) bolt complying with SAE anchors to be attached to the structure with the C150-0121, C150-0147, C150-0298 and C150-0299 foundation repair J429 Grade 5. 2.2.4.5 New -construction Foundation Bracket: The bolt brackets are installed at an angle of 3 to 5 degrees from vertical. Foundation anchors attached to structures by means -construction foundation bracket to used to connect the new of the No. C1 50-0239 light -duty underpinning bracket, the No. the foundation anchor is a '/,-inch-diameter (19.1 mm) bolt T150-0085 slab repair bracket or the No. C150-0132 new - complying with SAE J429 Grade 5 for V/,-inch (38 mm) RCS Page 3 of 8 ER-51 10 construction foundation bracket, are installed vertically plumb. foundation anchors and compliance of the installation with the The foundation anchors are installed in a smooth, continuous approved construction documents and this evaluation report. manner, with the rate of rotation being within the range of 5 to In lieu of continuous special inspection, periodic special 20 revolutions per minute. Extensions are connected to the inspection in accordance with Section 1701.6.2 of the code is foundation anchor using the bolts specified in Table 2. permitted provided that installers are certified by the Coupling bolts must be tightened firmly with a wrench. The manufacturer and structural observations in accordance with foundation anchors are installed to the minimum depth shown Section 1702 are provided. on the plans, but with the top helix not less than 5 feet (1524 Periodic inspections shall be performed in accordance with mm) below the bottom of the foundation. the following schedule, subject to the building official's 2.4.1.2 C150-0121, C150-0147, C150-0298 and C150-0299 approval: Foundation Repair Brackets: The T-shaped upper bracket 1 . Before the start of work —Verify manufacturer, verify body is slid over the end of the extension of the installed installer's certification by the manufacturer, and confirm Z foundation anchor. The lower bracket body is attached to the pier and bracket configuration compliance with 0 concrete foundation by means of a concrete anchor construction documents and this evaluation report. --I complying with the code or a current evaluation report. The 2. Installation of first helical steel pier —Verify that location, 0 lower bracket body is attached to the upper bracket body installation torque, and depth of helical steel piers comply M using the lifting bolts. A jack placed on top of the T-shaped with construction documents. Verify that installers keep an section of the bracket, with a jacking tool on top of the jack installation log. =n- and connected to the lifting bolts, is used to lift the lower --I bracket body as it pushes down on the upper bracket body. 3. First connection to building structure —Verify that (D X The nuts on the bolts are tightened and the jack is removed. installation of foundation repair brackets or new 0 M construction brackets complies with construction C 0 2.4.1.3 Slab Repair Bracket: The slab repair bracket is documents and this evaluation report. M 0 installed on top of a foundation anchor that has been installed -4 0 through a 6-inch-diameter (152 mm) hole core -drilled through 4. End of work —Verify that installation log complies with 0 C: requirements specified in the construction documents; --I C the concrete slab. The top of the foundation anchor shall be verify that installation of all structural connections T_ M 1 inch (25 mm) below the slab. Prior to installing the M Z foundation anchor, a 1-foot-deep (304.8 mm) pocket is complies with construction documents and this evaluation report. excavated in the subgrade beneath the hole in the slab. The > slab repair bracket tube is placed over the foundation anchor 2.5 Identification: --I X shaft. The slab repair bracket channel is placed on top of the Foundation anchors have the word "CHANCE" stamped on 0) bracket tube. The leveling bolt is threaded into the channel the top of the helix. The foundation anchors are also identified 0 -n and tube, positioning the bracket so that each end of the by a tag or label bearing the name and address of A. B. -n channel is in contact with at least 4 square inches (2580 MM2) Chance Co., the catalog number, the product description, the of the slab. The maximum torque on the bolt is 150 ft.-Ibs. evaluation report number (ICBO ES ER-51 10), and the name M M (203 N -m). See Figure 5 for typical installation details. of the quality control agency (RADCO). The brackets are 2.4.1.4 New -construction Foundation Bracket: The end identified by labels bearing the catalog number and product 0 _Cn 0 r- of the shaft of the installed foundation anchor is cut off, or the description. In addition, the letter "C" is stamped on the No. 0 M pier is installed until the shaft top is a minimum of 3 inches C150-0121, No. C150-0298, No. C150-0299 and No. C150- C Cn (76 mm) above the foundation subgrade or at a level where 0147 brackets. 9 Cn Q 0 the bracket will support an upper layer of steel reinforcing 3.0 EVIDENCE SUBMITTED Z r- bars in the concrete foundation. The new -construction Material specifications, installation instructions, load tests and -A T foundation bracket is placed over, and seated on the top of, a quality control manual. X the foundation anchor shaft. The steel reinforcing bars of the foundation are placed in direct contact with the top of the 4.0 FINDINGS bracket. If required, the bracket is connected to the That the HELICAL PIER' Foundation Systems described > foundation anchor shaft with a '/,-inch-diameter (19 mm) bolt I Z installed through a 131 ,,-inch-diameter (20.6 mm) hole in this report comply with the 1997 Uniform Building --i Code"m, subject to the following conditions: M predrilled in"/2-inch (38 mm) RCS foundation anchor shafts, 1 7/8 -inch- 4.1 The foundation anchors are manufactured at the A. ora _inch-dia meter (22 nim) bolt installed through a 1 Z diameter (25 mm) hole predrilled in 13 /4-inch (44.5 mm) RCS B. Chance Co. facility located at 210 North Allen 0 foundation anchor shafts. See Figure 6. Street, in Centralia, Missouri, with quality control --I 2.4.1.5 Light -duty Underpinning Bracket: The end of the inspections by RADCO (AA-650). 0 shaft of the installed foundation anchor is cut off or the 4.2 The foundation anchors are manufactured, M foundation anchor is installed until the shaft top is a minimum identified and installed in accordance with this of 1 inch (25 mm) below the bottom of the slab. The bolt report. guide is placed on top of the foundation anchor shaft and the 4.3 Special inspection is provided in accordance with pipe of the bracket is slipped over the shaft. The bracket is Section 2.4.2 of this report. attached to the concrete slab by means of concrete anchors lations and drawings, in installed in accordance with the evaluation report on the 4.4 Engineering calcu anchor. The lifting bolt is threaded into the pipe cap so that its accordance with recognized engineering principles base engages the bolt guide inside the pipe. The maximum and design parameters, are provided to the building torque on the bolt is 200 ft.-lbs. (27.1 N -m). See Figure 8 for official. installation details. 4.5 A soil investigation must be provided for each 2.4.2 Special Inspection: Special inspection in accordance project site in accordance with Section 2.3.1 of this with Section 1701 of the code shall be provided for the report. installation of the foundation anchors and foundation 4.6 The applied factored loads must not exceed the brackets. Items to be confirmed by the special inspector shall include, but not be limited to, the manufacturer's certification design strength loads in Section 2.3 of this report. of installers, the installation torque and depth of the This report is subject to re-examination in one year. ITEM NUMBER CATALOG NUMBER DIMENSIONS1 MAXIMUM DESIGN STRENGTH (kips) HELIX PLATE MATERIAL SPECIFICATION SHAFT TYPE A (feet) B (inches) C (in chest D (inches) E (inches) F (inch) I C 150-0002 5 5/16 20 As*rM A 572 or A 935 Grade 50 1.-,. = 50 ksi 1.-,, = 65 ksi 2 C 150-0001 7 511(, 20 3 C 150-0058 5 11/, 10 5/16 20 4 C150-0003 7 1/, 10 5/16 2 5 C 150-0242 5 11/1 12 5/16 20 6 C 150-0004 7 11/1 12 5/1() 20 7 C150-0243 5 1/, 14 16 ASTPA A 656 or A 936 Grade 80 rt-=80ksi� 1-',, = 65 ksi 8 C150-0005 7 14 — 5/16 1 9 C 150-0086 3 11/, 6 6 114 27.5 ASTM A 572 or A 935 Grade 50 PI. = 50 ksi Fu = 65 ksi RCS' Solid Stcel Bar 10 C150-0244 3 11/2 6 8 114 27.5 I I C150-0030 7 11/2 6 8 11.1 27.5 12 C150-0160 3 11/1 8 10 1 /.1 27.5 13 C150-0006 7 — 0/, 8 to 1/4 27.5 14 C150-0031 101/2 1 8 10 1/4 27.5 15 C 150-0161 31/, 1 to 12 1/4 27.5 — 16 C150-0051 7 10 12 — I /.1 27.5 17 C150-0007 511, 11/2 8 10 12 1/11 27.5 18 C 150-0168 21/, 11/2 8 10 — I /.1 35 ASTM A 656 or ade 80 A 936 Gr, Fj. = 80 ksi Fu = 90 ksi 19 C 150-0169 5 11/, 8 10 12 11.1 35 C 150-0163 7 11/1 10 12 14 1 /.1 35 21 C150-0010 511, — 131', 8 — — 5116 25 - 22 C150-0011 517,� 131', 10 — 511(, 25 23 C150-0012 51/2 13/4 9 10 — 5/it, 50 —50 24 C150-0180 T2 13/4 9 10 1 12 5/16 1 For Sl: I inch = 25.4 nim. I root = 304.8 nini. I kip 4.448 kN. I ksi 6.895 Ivil'a. 0 m I For description of dimensions. sec Figure 1. C W 2RCS Round cornered square. M 0 ER-511 0 Page 5 of 8 TABLE 2—DESCRIPTION AND DESIGN STRENGTH OF EXTENSIONS ITEM NUMBER CATALOG NUMBER DIMENSIONSI MAXIMUM DESIGN STRENGTH (kips) COUPLING BOLTS2 HELIX PLATE MATERIAL SPECIFICATION A (feet) B (inches) C (inches) F (inch) Quantity Size Type I C 150-0047 31/, 27.5 1 inch ASTNI A 320 Grade L7 12-inch helix: ASTM A 572 or A 935 Grade 50 I-',. = 50 ksi Pu = 65 ksi 14-inch lielix: ASTNI A 656and A 936 Grade 80 I-',. = 80 ksi Pa = 90 ksi 2 C 150-0008 5 1 Ilt, 3 C 150-0009 7 1112 4 C150-0048 10 11/' — 53 CISO-0159 5 1 12 1 64 C150-0166 31112 1112 1/4 7" C150-0167 5 11/2 14 1/4 8 C 150-0144 31/2 2 35 9 C150-0145 5 oil/, 1 10 C150-0146 7 1 P14 11 C150-0175 lot/, I I l2l C150-0176 4 1 13 C 150-0183 13/4 50 1 1 718 inch 1 ASTM A 193 Grade 137 14 C150-0013 5 1374 15 C 150-0014 7 16 C150-0184 lot/, 131.1 — 17" 7-1500185 4 131', 14 '/16 For SI: I inch = 25.4 nim. I foot = 304.8 mill. I kip = 4.448 kN. I W 6.895 NIP'l. da For description of dimensions A through I", see I-igure 1. 2Bolls connect extelisions to lead sections or extensions. C/) 31)e.SigIj strength orlielix is 20 kips. 0 -n 4Dcsign strength or liclix is 16 kips. -n m M 0 0 rn Cn m 0 0) Z 0 0 Page 6 of 8 ER-5110 E T)(P>- F z D A A =i c� r c: rn 0 Typ> F 0 --40 0 LEAD SECTION M M z B > 0 -n M FIGURE I —HELICAL STEEL PIER m 0 cl) 0 0 m c cl) 90) M 0 Z C150-0147 FOR 13/4" SHAFT C150-0121, C50-0298 AND C150-0299 CD z 0 m For SI: I inch 25A mm. FIGURE 2—FOUNDATION REPAIR BRACKETS Page 7 of 8 ER-5110 4"CHANNEL 4" 7 3 /4" STEEL PLATE 15" LONG 0 Cl 50-0132 Tl 50-0085 FOR FOR 11/2" SHAFT 11/2" AND 1W INCLUDES: SHAFTS CHANNEL, BOLT, AND Z 0 ANCHOR TERMINATOR 0 For SI: I inch 25.4 nim. For SI: I inch 25.4 mm. V) 0 M FIGURE 4—NEW-CONSTRUCTION FOUNDATION BRACKET FIGURE 3—SLAB REPAIR BRACKET M 0 0 0 0 c CONCRETE SLAB -ON- LIFTING BOLT m z GRADE� c > z 0 -n -n m m RE-INFORCING 0 cn 0 0 BARS m C:: cn cn LIFTING CHANNEL SLAB m REPAIR BRACKET HELICAL --" STEEL PIER I 2X CONCRETE FOUNDATION FIGURE 5—TYPICAL INSTALLATION OF SLAB REPAIR BRACKET FIGURE 6—TYPICAL INSTALLATION OF NEW-CONTRUCTION FOUNDATION BRACKET 0 co z 0 1 0 m GARY HAAKENSON CITY OF EDMONDS MAYOR 121 5TH AVENUE NORTH EDMONDS, WA 98020 (425) 771-0220 FAX (425) 771-0221 Websile: wwwb.edmondsmams DEVELOPMENT SERVICES DEPARTMENT Planning Building - Engineering c. April 14,2005 John R. Eason z: 0 4 23525 74"' Avenue W Edmonds, WA 98026 co rn C Re: Building Permit: 2004-0829 0 Site Address: 23525 74"' Avenue W, Edmonds, WA 0 0 C' Expiration Date: April 5, 2005 X M M Z� Dear Mr. Eason: According to City of Edmonds Bu ilding Division records, the above referenced building in permit expired on April 5, 2005 without obtaining the required final inspections. In 0 -n n order for you to conip lete work on your project, You 111LISt Submit a new permit application along with permit fees of $ 258.00. M rn If City records are incorrect and the job card indicates final inspection approval, please 0 0 M C provide a copy of thejob card for City Records. If your records concur that no final 0). (n, inspections have been granted, you must remit fees with a new permit application M 0 Z within 10 days from the date of this letter. Failure to respond sliall result in this matter being turned over to Code Enforcement for resolution and possible legal action. If you have any questions please feet free to call our offices at 425-771-0220. z Sincerely, Cl) z 0 Cc: Davis Construction File Urenipsm)SI-sWaster Letters\Evired 11rinit.doc 7/01 Incorporated August 11, 1890 Sister City Hekinan, Japan HWAGEOSCIENCESINC. IE C 5E I =101 May 31, 2005 M N1, 3 121. 0; 0 5 HWA Project No. 2004-035-21 P -Rt%�Aff C"INTER E JOI IN EASON RESIDENCE al Report Residence Underpinning Fin, 'nds, Z 0, th Edm Washington 2352574 Avenue West, 0 0� R Attention: Ben Davis subjcct: FINAL IZEPowr ON FOUND A1'ION s,rABILIZATION 3:1, OM, Permit # 205-0362 C 23525 74"' Avenue West, Edmonds, Washington M 0 0� 0 Dear Mr. & Mrs. Eason: C, M: This is the final report on the field observations for your residence. We have sent a copy to M z Davis Construction an d tile City of Edmonds. C > Your residence had undergone settlement over a period of many years. HWA prepared a, co 'linical r e s ttlenient on April 19, 2004. That report identified soft,,grou nd eport,on th e 0 -n -n around about half of the cast side of the house. We reconinien( led underpi titling'. Davis Construction installed tile underpinning in October 2004-r l­iWA performed p art-tirric observation M M Cn. services. 0 17, 0 M AB Chance anchors were installed around the outside perimeter of the structure and pin piles C C/) Q 0, were installed inside the structure. During construction, large voids were round under tile Z a ticipated.. You, Davi -nent exten an n s a d the settlei dcd farthcr w'est th basement concrete. slabs n M. Construction and HWA agreed on a course of action, which included installing more anchors and _4 lly s porting portions of the floor slab. pin piles and structura up z -igure I is a sketch f th' foundation and shows tile location of tile anchors and pin piles. The F o e teatures of each are described below. Z, 0 ANC11011S M Tile following iterns describe the basic installation of tile anchors. Additional details for eac anchor are given in Table 1. 1-1/4 inch square shaft The lip of the footing was rem oved with a jackhammer and the supports of a standard duty bracket were slid under the foundation and bolted oil tile side of the foundation. I< The brackets were ultimately encased in concrete. S'liw -,00 \V;\ �18(136.5957 7-1.0106 "A"U'Aiwo geo c i en ce%. C0111 May 31, 2005 HWA Project No. 2004-035-21 The anchors were all installed to 2,500 ft-lbs, the maximum torque that could be achieved with the drill used. Based on the installation torque of 2500 ft.-lbs., the ultimate load capacity of each anchor Z would be in excess of 25,000 lbs. 0 The anchors were installed on no more than 6-foot center un der the footings. The footings h under this house should have been designed for a bearing capacity of less t an 2,000 lbs./ft., M which would be less than 12,000 lbs. per anchor. =n- 0 In our opinion the anchors have a factor of safety of at least 2 which is adequate. --i & Some lifling was done on some of the anchors. The house had been extensively remodeled 0 M and complete relcvcling could do more damage than good so that was not attempted. rn 00 0 PHYS M The following iterns describe the basic installation of the pin piles. Additional details for each pile are given in Table 2. C: Z' a Piles are 2-inch ID schedule 80 galvanized pipe. CD 0 Piles are on 2-foot centers under bearing walls and about 6-foot centers under floor slabs. 0 -n Where the pin piles were used under footings, the lip of the footing, where there was one, n was removed with a jackhammer. A standard U bracket was bolted on the side of the 3:9 m rn footing. The pipe was driven through this bracket. The pipe was cut off even with the top of 0- cl) the U bracket and a plate was welded on the top of the bracket to hold the pile down. This 0 0 M was encased in concrete when the floor was poured. C CD, V", 9 co Where piles were supporting floors, a metal cap was welded on the top of the pile, which was M 0. Z embedded in the floor slab. 0 Piles were driven with a 140-pound jackhammer until the penetration was less than I inch in I minute. * The City of Seattle Directors Rule uses an allowable load of 4,000 pounds per 2-inch pin pile Z i'� with a factor of safety of at least 2 and no load test is required. 0 In our opinion, the factor of safety under footings is at least 2, which is adequate. Cn In our opinion, the factor of safety under the floor slabs is significantly more than 2, which is Z 0 adequate. rn FLOOR SLABS the floor slabs were nominally 6 inches thick with 114 bars on 16-inch centers throughout the slabs. They were poured on the ground surface but itis expected that the ground will settle under its own weight. and the floor slabs will ultimately rest on the piles. Final Letter ? HWA GEOSCIENCES INC.