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PRE 2010 DOCSCity of Fridley, Mian.. BUILDING PERMIT N°(=4474�) Date: as r Owner: -- -- ...:.:. .__. ...-- - Builder ..--z' f•-�. -.: _.. Address Address --1t:` T-121 LQCATION OF BUILDING � ► _ No..:._..r._....... Sheet _. � ..�:''__..�x''..�._.t„�"".,.-. ,�--._......._..... Part of Lot ..._.._.__.._.....__.._.._ .:....._.._._._.._, Lot -...._.....-.---..l.._............ Block ......_._....._ ............._..._.._..._... Addition or Sub -Division _................... Corner Lot ................................. Inside Lot ....._..... ....................... Setback ..... ........ ..................... ... _ Sideyard Sewer Elevation ....-- .......................... _... -.... -............................ ................ Foundation Elevation ................ DESCRIPTION OF BUILDING To be Used as: Yo Front-.._......_.._. Depth .....---...--------.. Height ....................---I Sq. Ft......_...__.... Cu. Ft.�nstrucion ..... DepthHert Ft. Cu. F't. ... e+' d Cr ' .Est. Cos :..... .._........... �...." ' "--To be Completed ...._......_....._............_. CISJUTION THISPEhm,rj- h10T AUTHORIZE VIOLAT-, SON OF i ,!)' PRIVATE LAND COVENANTS ARID BIJl LD1NG RESTRICTIONS. In consideration of the issuance to me of a permit to construct the building described above, I agree to do the proposed work in accordance with the description above set forth and in compliance with all provisions of ordinances of the city of Fridley. P In consideration of the payment of a fee of permit is hereby granted to .......... to construct the building or addition as described above. This permit is granted upon the express condition -that the person to whom it is granted and his agents, employees and workmen, in all work done in, around and,upon said building, or any part thereof, shall conform in all respects to the ordinances of Fridley, Minnesota regarding location, ° construction, alteration," maintenance, repair and moving of buildings within the city limits and this permit may be revoked at any tine, u violation�of any of the provisions of said ordinances. Y Building Inspector NOTICE: This permit does not cover the construction, installation for wiring, plumbing, gas heating, sewer or water. Be sure to see the Building Inspector for separate permits for these Nems. , APPLICATION FOR BUILDING PERMIT CITY OF FRIDLEY, MINNESOTA Owners Name AK lr,&A/:e Builder /.,D, a.ex.f/ e`1A&e lfzke Address /o &Address- ZZ-AL�`C�� LOCATION OF BUILDING No. Street 67J & - Part of Lot Lot Block Addition or Sub.Div. Corner Lot V Inside Lot Set Back %d Side -Yard SEWER. ELEVATION FOUNDATION ELEVATION Applicant attach to this form Certificate of Survey of Lot and proposed building location. DESCRIPTION OF BUILDING To be used ass / Front X Depth Height Sq. Ft. Cu. Ft. Front Depth Height z Sq. Ft. Cu. Ft.` Type of Construction Estimated Cost ®® To be completed The undersigned hereby makes application for a permit for the work herein specified, agreeing to do all work in strict accordance with the City Ordinances and ruling of the Department of Buildings, and hereby declares that all the f cts andenta- tions stated in this application are true and corre DATE a f /� 6 a * smmunk I -W" (A Schedule of Fee costs can be found on the Reverse Side.) 1] 0 —a 4k7'-Z'K City of Fridley, Minn. N° 7847 BUILDING PERMIT Date: ,TUNE 10, 1965 Owner: Galen B. Krantz Builder SAME Address 101 - 53rd Avenue K. E. Address No. Street Lot Block Corner Lot _ Inside Lot Sewer Elevation — To be Used as: Type of Construction LOCATION OF BUILDING Part of Lot Addition or Sub -Division .__ _ Setback Sideyard Foundation Elevation DESCRIPTION OF BUILDING Front Depth Height Front Depth Height Est. Cost REPAIRS DUE TO STORM DAMAGE Sq. Ft. Sq. Ft. To be Completed Cu. Ft. Cu. Ft. In consideration of the issuance to me of a permit to construct the building described above I agree to do the proposed work in accordance with the description above set forth and in compliance with ;Jl provisions of ordinances of the city of Fridley. c Qa o, , — In consideration of the payment of a fee of1$ 0.00 , permit is hereby granted to to construct the building or addition as described above. This permit is granted upon the express condition that the person to whom it is granted and his agents, employees and workmen, in all work. done in, around and upon said building, or any part thereof, shall conform in all respects to the ordinances of Fridley, Minnesotalocation, construction, alteration, maintenance, re within the city limits�pair and moving of buildings is permit may be revoked at any time upon violation of any of the provisions of said ordinances. Building Inspector �a E • NOTICE: ihb pan& dean not sour t6 co=trucdoe, hetaliattae for w rbig, ph;mb%g, g= boating, =war or water. Be aura to as the Buffdbg lesp"or for aparats permhs for thea Rang. V--- In -w_ APPLICATION FOR BUILDING PERMIT CITY OF FRIDLEY, MINNESOTA OWNER 1S NAME ADDRESS ,`�% - �—Z? c - ADDRESS,- � Qi / -J -:' W C LOCATION OF BUILDING No. Street Part of Lot LOT BLOCK ADDITION OR SUBDIVISION Corner Lot Inside LOT Setback Side -Yard SEWER ELEVATION FOUNDATION ELEVATION Applicant attach to this form Two Certificates of Survey of Lot and proposed building location drawn on these Certificates. To be used as: DESCRIPTION OF BUILDING Front Depth Height Sq. Ft. Cu. Cu. Ft. Front Depth Height Sq. Ft. Cu. Ft, Type of.Coastruction Estimated C66't To be completed The undersigned hereby makes application fora permit for the work herein specified, agreeing to do all work in strict accordance with the City of Fridley Ordinances and rulings of the Department of Buildings, and hereby declares that all the facts and representations stated in this application are true and correct. DATE /lI - 5 (Schedule of Fee Costs can be rouna on cne xeverse Siae}. 0 No 42643.'�> Building Job Report ADDRESS n OWNER z BUILDER iDATE / �7 PERMIT NO. d e� DESCRIPTION _, )(-) INSPECTION RECORD DATE Z - % REPORT g �re-r 5�ej �j At , 1 ki s 3 f ,8°• INSPECTO` WNER - REP.. I July 7, 1981 CITY OF FRIDLEY 6431 UNIVERSITY AVENUE N.E., FRIDLEY, MINNESOTA 55432 Myron D. Reemtsma - 53rd Avenue N.E. ley, Mtd 55421 TELEPHONE ( 812)571-3450 Re: Intersection Vision Safety Zone Obstruction at 101 - 53rd Avenue N.E. Dear Mr. Reemtsma: In order to provide safe passage for vehicular and pedestrian traffic in the City of Fridley, periodic inspections of street intersections are conducted. An inspection on June 30, 1981 has determined that the sight line for the intersection on your property is obstructed and could present a hazard to traffic. Section 205.154 of the City Code requires that, "On a corner lot in a vision safety control zone, nothing shall be erected, placed, planted or allowed to grow in such a manner as to impede vision..., the vision safety control zone is described as follows: That area bounded by the street right of way lines of a corner lot and a straight line joining points on said right of way lines twenty five (25) feet from the inter- section of said right of way lines." Therefore, the City is requesting you, the property owner, to correct the following problem and make the City's streets safer for travel. A reinspection will be conducted on or about July 20, 1981 to determine co;�pliance. We are confident in your cooperation to correct this matter and if any questions or problems result from this letter, please contact me at 571-3450. The inspection of your lot indicated that the following obstruction is existing and should be corrected: Bushes or shrubs growing into sight line - trim down or back to be less than 211 feet high Hedge growing into sight line - trim down or back to be less than 2k feet high Tree branches growing into sight line - trim up Fence extending into sight line - lower or remove Sincerely, a S J. OLSON, R.S. Environmental Officer C-57TY 0431 UNIVERSITY AVENUE N.E., FRIOLEY, MINNESOTA $5432 TELEPHONE ( 612)571-3450 OBSTRUCTION: Lot Block Addition -A � -Pe 11`l vi?, D. azzii�A Property Ouner -Address RE -CORD OF COMMUNICA IONS: 2. J. 4. S. G. 7. , /o/ - .J -32 D Mau M: Jock Robertson, Ca munity Development Administrator bEM FRDM: Darrel Clark, Chief Building Official MED DATE: August 4, 1988 RMARDIM: Foundation Problems in Carlson's Su nit Manor North Addn. Please be advised that since July 21, 1988, I have received calls from six homeowners who own homes in the vacinity of the 5300 block of Horizon Drive, requesting that I inspect their house foundations because of apparent differencial settlements. Prior to these calls we had inspected 5 other foundations during 1987 and 1976 that were in this general area. There appears to be a pattern of things that probably have caused these settlements to to occur or are present at each location: 1. They have all occured during long dry spells (1976, 1987 & 1988) . 2. All have had mature trees growing in the general vacinity of the failure. 3. Yard and street settlement has also occured in front of those banes that had mature trees in the front yard near the failure. 4. All those that have had soil tests done have had a layer of moisture receptive or active soil at or below the footing elevation. 5. All homeowners have been advised to contact a soils engineer to test and report their findings and to suggest the method of correction. 6. All of the banes were built in the mid 1950's. The cost of repair will depend upon the extent of the failures. We estimate the cost of such repair to range between a minimum of $500.00 to a maximum of $20,000.00 or possibly higher. One home repaired in June, 1987 paid an estimated $3,000.00 to a contractor to replace the back wall (32 feet) of their basement. That repair consisted of the following: temporarily supporting the structure on post and timbers; removing the back foundation wall arra footing; digging dawn through approximately six feet of clay or silt to granular gravel at three locations (each hole was about 4'x 2') ; pouring each hole full of concrete; pouring a reinforced concrete grade beam over the top of the new pads to form a new footing; laying up a new block wall; and setting the house back dawn. A camposit map is being maintained that shows the reported dates and addresses of all reported prcbl ems. If anyone wants more information on this subject, please contact our department and we will be happy to review our files. We do have individual records on each reported problem. Its possible that there could be more failures that have not been called in for our review. DGC/mh ATTACH: Map CC: Mr. John Flora, Public Works Director E_c— Ir ...,rud - J � �//// � r1P � • h� n n n, } B site n 1 r C�� �a a-.�' a ••s� � _' C� P (, m n te) "l. oil *10 7•; H c m 0 h4 ISS17 hL-t-1 15 Sb, t.'I'8 11 UQ-lu -9 Xr sa . ��` o Lrc.9 S bl ��• �� •� t _ C0� 4 1 � • /lr�e►� s( ,1� rMcu� I orxl lS•ri-Z� H �� : � ewcr� �El � C•I -8 VJy4x. UQ-lu -9 Xr sa . ��` o Lrc.9 S bl ��• �� •� t _ • /lr�e►� s( ,1� rMcu� I bbl lS•ri-Z� H I t ca p VJy4x. V. - e-..���,, � Y - A- 1 g �i� 1 SUBJECT PERMI City of Fridley 20792 AT THE TOP OF THE TWINS BUILDING PERMIT i? ECEIPT NO. COMMUNITY DEVELOPMENT DIV. r � PROTECTIVE INSPECTION SEC. � i 1 CITY HALL FRIDLEY 55432 NUMBER REV DATE PAGE OF APPROVED BY 612-571-3450 910-F15 4/29/91 JOB ADDRESS 101 - 53rd Avenue NE 1 LEGAL LOT NO. BLOCK TRACT OR ADDITION SEE ATTACHED DESCR. 8 2 Carlson's Summit Manor South Addition SHEET 2 PROPERTY OWNER MAIL ADDRESS ZIP PHONE James Langham 101 - 53rd Avenue NE 574-1135 3 CONTRACTOR MAIL ADDRESS ZIP PHONE LICENSE NO. Dave's Building & Remodeling 12826 Crooked Lk Blvd Coon Rapids 55433 755-2265 4 ARCHITECT OR DESIGNER MAIL ADDRESS ZIP PHONE LICENSE NO. 5 ENGINEER MAIL ADDRESS ZIP PHONE LICENSE NO. 6 USE OF BUILDING Residential 7 CLASS OF WORK ❑ NEW ❑ ADDITION ❑ ALTERATION Ck REPAIR ❑ MOVE ❑ REMOVE 8 DESCRIBE WORK Rebuilt Foundation of House (Repairs from clay compaction) 9 CHANGEOFUSEFROM TO STIPULATIONS Dobie dated Follow engineers recommendations as per report by Brian 4/26./91. TYPE OF CONST. OCCUPANCY GROUP OCCUPANCY LOAD SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL, PLUMBING, HEATING, VENTILATING OR AIR CONDITIONING. ZONING SO. FT. CU. FT. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 120 DAYS AT NO. DWLG. UNITS OFFSTREET PARKING ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION 1 STALLS GARAGES VALUATION SURTAX AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED $15 OOO $7 5O WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT PERMIT FEE// SAC CHARGE DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONSPF ANY OTHER STATE OR OCAL LAW REGULATING CON- �/$R Waived b116708.1 Fire SC $15.00 S RUCTI T PERFORMANC Ocl ONSTRUCTION. Y PLA HECK FEE TAL FEE ` -�� $22.50 SIG A R CIT TOR ORAUTNORIZEDAGENT IDATEI <kEWkHAN-PROP ED THIS I�yOUR PER T BLDG INSP SIGNATURE OF O NER OF OWNER ILDERI IDATEI FF V. - e-..���,, � Y - A- 1 g �i� 1 NSW [ ] Effective 1/1/91 ADEN [ ] R-1 AND R-2 ALTER [ Building Plermit Application C nstruction Address: _')J OLR Legal Deser'iptian: 44- C l ' -.5f owner Name & Address: (o l - S3� �`�� ' Tel. Y-11 3 5 ' ^ / "J'��# j Address: 42=Z26 s ////ill, M% XJV twin cites testingj5W �orvorac�on �� 0 662 CROMWELL AVENUE ST. PAUL, MN 55114 PHONE 6121645-3601 March 29, 1991 6M�Act;' Mr Mike Reemtsma .5 7 313 21345 Birchwood Circle NE Cedar, MN 55011 Subj: Existing Residence cph 9(4" 101 53rd Avenue NE Fridley, Minnesota����1 L W i9q. 10 TCT #4220 91-951 �Y'i��e y, �w • 3T y3 2 You recently requested that we provide you with certain geotechnical consultation regarding remedial procedures for foundation distress at the captioned residential structure. The purpose of this letter is to provide you with the necessary information relative to foundation modification for the building. Project Information We performed subsurface exploration and geotechnical review for this structural distress condition and submitted our report to your attorney on May 24, 1990 (#4220 90-1264). Our subsurface exploration detected fat clay soils directly below the basement. It was our opinion that the distress to the front portion of the structure, as reported by the current owner, occurred as a result of shrinkage of the fat clay soils, due at least in part to the recent severe drought. During the course of our previous work, we were not permitted to enter the house to directly observe the distress. Mr Norman Hall, who as we understand it, may be involved in remedial procedures, did actually enter the basement and observe the distress. Mr Hall indicated to us on March 27, 1991, that the distress was restricted to the front portion of the basement, that area south of the interior bearing wall. This determination was apparently made by use of a level and was not simply based on visual observation. It did appear to us that distress to the exterior, such as cracking of the upper portion of the concrete block foundation wall, was restricted to the front portion of the house. Recommendations In our opinion, in order to prevent additional settlement due to moisture content variations in the fat clay soils, it would be necessary to extend the foundations down through the fat clay layers to the competent coarse alluvial sands at depth. As we indicated to Mr Hall on March 27, this would probably involve construction of drilled piers to the competent sand layers depicted at a depth of about 21'-22' below the surface. A member of theFH H- agroup o1 compan ea 0 LAR Vrr.v GJ STEPHEN H. MUNS7ENTEKiER STEFFEN & MUNSTENTEIGER2 P.A. RICHARD A.BEENS DARRELL A. JENSEN RUSSELL H. CROWDER ANOKA OFFICE LAWRENCE R. JOHNSON (612) 427-6300 NANCIE R. THEISSEN CHARLES M.SEYKORA BROOKLYN PARK OFFICE DANIEL D. CANTER, JR. ( 612) 560-0568 BEVERLY K DODGE SCOTT M.LEPAK DANA D.STRANDMO May 30, 1990 Mr. and Mrs. Myron Reemtsma 21345 West Birchwood Circle N.E. Cedar, MN 55011 RE: Twin City Testing Corporation Report 4 Our File No. 6014-001 Dear Mike and Sharon: Please find enclosed the report received from Leonard Rasmussen, the expert employed by you to obtain and analyze soil samples from the Langhams' property.. In a nutshell, Mr. Rasmussen has concluded that the problems being experienced by the home at this time are caused by the unusually severe drought which we have experienced shrinking a fat clay layer about two feet below the home's foundation. This is good news for us. The introduction of this report in trial would support our position that there is no fraud in this case because you could not have 'possibly known that we were going to experience a drought. If you have any questions or comments, please feel free to contact me. Very truly yours, STEFFEN & MUNSTENTEIGER, P.A. <R�Z �j,,� Dana D. Strandmo DDS/cl Enclosure Reply to Anoka Office 301 ANOKA PROFESSIONAL BUILDING 103 CREEK WEST 6900 BUILDING 403 JACKSON STREET • ANOKA: MINNESOTA 55303 6900 79th AVENUE NORTH • BROOKLYN PARK MINNESOTA 55445 Mr Mike Reemtsma March 29, 1991 Page Two In our opinion, for drilled piers extended into the dense sands, a net working load for the drilled piers of 4000 psf could be used. Since the drilled piers have to be installed off the edge of the foundation wall system, it is customary to construct reinforced concrete haunches which extend over from the caisson to a point below the wall. Continuous support for the wall is then generally provided by a reinforced concrete grade beam which spans the haunch/drilled pier system. Ideally, the floor should be supported in a similar fashion; i.e., structurally supported rather than supported by the ground. As we indicated to Mr Hall in our underpinning or remedial system should The cost of the remedial program coul Very truly yours, Leonard A Rasmussen, P.E. Senior Staff Engineer LAR/kmk drecent conversation, the details of the house be designed by a practicing structural engineer. then be estimated. ' LOG OF TEST BORING JOB NO. 4220 90-1264 VERTICAL SCALE 1" Q 4' BORING NO. 1 PROJECT EXISTING RESIDENCE 101 53RD AVE NE - FRIDLEY, MINNESOTA DEPTH DESCRIPTION OF MATERIAL GEOLOGIC N SAMPLE LABORATORY TESTS N0. TYPE W D LL PL Q or FEET SURFACE ELEVATION 98,4 ORIGIN or CR WL ROD FILL, MOSTLY LEAN CLAY, a little Fill silty sand, black and brown 2 1 SB 4 2 SB .- 4.0 SAND, fine grained, light brown to about :': Coarse 7' then light brown and brown mottled, ': Alluvium moist, loose (SP) 5 3 SB 5 4 SB 9.5 FAT CLAY, gray, medium to soft (CH) Fine Alluvium 6 5 SB 38 3 6 SB 14.0 7 3T 58 63 102 28 680 SAND W/SILT, fine grained, brown, Coarse moist, medium dense, some lenses of silt Alluvium and lean clay (SP -SM) 10 8 SB 17.0 LEAN CLAY, gray, wet, soft, a few Fine laminations of sand (CL) Alluvium 2 9 SB 10 3T 34 70 39 18 800 20.5 11 SB SAND / 1LT, fine grained, light brown, Coarse moist, medium dense (SP -SM) Alluvium 15 12 SB 24.0 SAND, fine grained, light brown to brown, moist to 34' then waterbearing, dense (SP) 21 13 SB WATER LEVEL MEASUREMENTS START 5-2-9Q COMPLETE 5-2-90 METHOD 12 2:10 3 1/40 HSA 01-34.5' DATE TIME SAMPLED CASING CAVE-IN BAILED DEPTHS WATER DEPTH DEPTH DEPTH LEVEL 5-2 2:10 36' 34.5' 35' 34' 5-2 2:25 36' None 11' None CREW CHIEF M. Crotty }tiro ritu teefinar corporatfW __7_- 4M LOG OF TEST BORING JOB NO. 4220 90-1264 VERT I CAL SCALE 1" s 4' NOR I NG NO. 1 CONT I HUED PROJECT EXISTING RESIDENCE 101 53RD AVE NE - FRIDLEY, MINNESOTA DEPTH DESCRIPTION OF MATERIAL GEOLOGIC M SAMPLE LABORATORY TESTS N0. TYPE W D LL PL ou or �p FEET ORIGIN or CR YL ROD 24 14 SB SAND W/SILT (CONT.XSP-SM)Coarse Alluvium (Cont.) - 36.0 16 15 SB End of Boring ♦WDM P��V �Al.♦ir�R r ��... -, -vv0,8956 corporation LOG OF TEST BORING JOB N0. 4220 90-1264 VERTICAL SCALE 1" a 4' BORING NO. 2 ip PROJECT EXISTING RESIDENCE 101 53RD AVE NE - FRIDLEY, MINNESOTA DEPTH 1N FEET DESCRIPTION OF MATERIAL SURFACE ELEVATION 98.6 GEOLOGIC ORIGIN N or CR WL SAMPLE LABORATORY TESTS N0. TYPE W D ll PL Qu or ROD FILL, MOSTLY LEAN CLAY, black Fill I HS 4.0 SAND, fine grained, light brown to light :• Coarse brown and brown mottled, moist, Doose to medium dense (SP) Alluvium 9 2 SB 8 3 SB 9.5 4 3T 38 78 35 14 LEAN CLAY, gray, soft (CL) Fine Alluvium 2 5 SB 15.0 6 6 SB SANDY SILT, gray and brown, wet, 17.0 loose, lenses of silty sand, sand and silty clay (ML) 2 7 SB FAT CLAY, gray, soft (CH) 20.0 13 8 SB SAND W/SILT, fine grained, brown, Coarse moist, medium dense (SP -SM) Alluvium 22.0 19 9 SB SAND, fine grained, light brown, moist, dense (SP) 26.0 18 10 SB End of Boring WATER LEVEL MEASUREMENTS START 5-2-90 COMPLETE 5-2-90 METHOD 3:30 3 1/4" HSA 0'-24.5' DATE TIME SAMPLED CASING CAVE-IN RAILED DEPTHS WATER DEPTH DEPTH DEPTH LEVEL 5-2 3:30 26' 24.5' 26' None 5-2 3:40 26' None 17' None CREW CHIEF M. Crotty twin city testing corporation 2 #2 ' 7 J CLLmn CI[V CQ+SC1nq ammormexon 40' Ipp _1 6+ 20' l #� O Hardwood Tree 53rd Avenue 26' LAR W TO: Dana D Strandmo, Attorney At Law 301 Anoka Professional Bldg 403 Jackson Street Anoka, MN 55303 PROJECT: DISTRESS REVIEW SINGLE FAMILY DWELLING 101 53RD AVENUE NE FRIDLEY, MINNESOTA iftwin citti+ testinq coraorsaor, e 662 CROMWELL AVENUE ST. PAUL, MN 55114 PHONE 6121645-3601 DATE: May 24, 1990 PROJECT NO: 4220 90-1264 COPY TO: SUBSURFACE EXPLORATION AND GEOTECHNICAL REVIEW This report concerns our recent observations, review and subsurface exploration performed relative tl structural distress to the captioned residential dwelling. Our work was performed in accordance with ou written proposal dated April 11, 1990 and your subsequent authorization to proceed. Our authorized scope of work was limited to the following items: 1. Observe and review the distress visible to the foundation walls and front stoop of the structure. 2. Explore the subsurface soil surface conditions adjacent to the distressed foundation wall of the house by means of two standard penetration borings. 3. Review the available information including distress manifestations, soil boring and groundwater data and prepare an engineering report which includes: a. A summary description of structural distress b. The results of the boring and groundwater readings C. Discussion of probable cause of the foundation distress and, if possible, comments as to whether the previous homeowner should have been aware of ongoing foundation distress to the structure at the time of the sale of the house in 1985. Our distress observations were limited to features exposed on the exterior, such as the front stoop an exposed exterior face of the basement walls. Also, we have not been provided with a description c foundation wall repairs made by the previous owner. However, based on available information, includin our soil borings and related laboratory test data, it is our opinion that recent settlement -related distress suc as masonry cracking and portions of stoop 'displacement/tilting was most likely due to drying out an subsequent shrinkage of fat clay soils encountered below the basement. AS A MUTUAL PROTECTION TO CLIENTS THE PUBLIC AND OURSELVES. ALL TWIN CITY TESTING CORPORATION REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CLIEN ANn A1I1rMnA17AT1^W FnA PItAI If ATN1N nC CTATCUFNTC ('nNP11IQ1nNC nA FVTAAPTInNC MnM nA AECAAnwr. n1IA ACPnATC IC 09CCDVCM D=Mft—r MID Oft— —++c............ YROJ.ECT NO: 4220 90-1264 DATE: May 24, 1990 PAGE: 2 SUBSURFACE EXPLORATION AND GEOTECHNICAL REVIEW CONCLUSIONS: (Cont.) It is also likely that much of the settlement of the front stoop was due to consolidation -settlement uncompacted backfill between the bottom of basement foundation and bottom of front stoop. This is n( particularly uncommon but the amount of settlement due to uncompacted backfill against the bou! foundation wall is usually less than in this case. It is also possible that minor consolidation settlement occurred early in the life of the structure due to tl presence of soft lean clays and fat clays just below basement level. Ordinarily, distress due to this cau! would develop early in the life of a structure and long-term settlement would be minimal. In our opinio it is also possible that foundation wall distress, such as mortar joint cracking, developed around 1976 as report of drying shrinkage of fat clays during that drought period. Based on our soil borings, observations and other information, it is our opinion that previous owners of tl house would have been aware of somewhat unusual distress development, either early in the life of tl structure or during the 1976 drought. In either case, however, we anticipate that settlement distre sufficient to cause visible cracking would have ceased, thus leading previous owners to believe that tl problem was not continuing. 1 ;• e V :ice I to]. We initially met with Mr. Dana Strandmo at the residential structure on April 24, 1990. The purpose this visit was to observe distress visible to the exterior and briefly discuss the history of the problem. Als we were to agree on locations of soil borings adjacent to the distressed foundation wall and stake tl borings for the purpose of clearing underground utilities prior to mobilization of our drill rig. V performed additional distress observations of the structure exterior on May 2, 1990. We were informed that the house is about 30 years old. This is a single family dwelling with a f basement. A detached garage is positioned north of the house. The house is situated on a fully landscap urban residential lot and the lawn surface slopes down rather gently to streets to the south and west. T approximate overall dimensions of the house are 40 feet by 26 feet. There is a concrete front stoop alo the front or south wall about 15 feet from the southeast corner of the house. Foundation planting zor abut the south or front wall. We understand that the home -was sold to the current owners in 1985. Since that time, current owns noticed what they considered to be significant settlement related distress. This distress developed primar in 1988 and apparently consisted of cracking of basement foundation walls and settlement of the front stoc It was indicated that the distress has worsened since 1988. We understand that it has been alleged by t current owners that the previous owners had performed some repairs to the foundation walls and shot have been aware of a settlement related distress problem at the time of the sale of the house in 1985. We have requested access to the house in order to perform our own observations of distress. To date, have not been permitted to perform these observations. However, you indicated that distress to the insi face of the foundation walls is quite similar to that exposed to the exterior. That is, the distress is primal AS A MUTUAL PROTECTION TO CLIENTS. THE PUBLIC AND OURSELVES. ALL TWIN CITY TESTING CORPORATION REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CLIEI AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS. CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR PRIOR WRITTEN APPRO PROJECT NO: 4220 90-1264 DATE: May 24, 1990 PAGE: 3 SUBSURFACE EXPLORATION AND GEOTECHNICAL REVIEW manifested by step cracking in mortar joints of the foundation wall blockwork system. Also, it was indicated that this distress is most severe in the western portion of the front face, or west of the front stoop, and also on either side of the southwest corner. Distress to the exterior along these areas indicates the presence of hairline to approximately 0.06" width in the exposed foundation wall joints. Two courses of foundation wall block -work are exposed to the exterior along the front and west sides. The worst distress appeared to be just west of the front stoop where step and horizontal cracking in the blockwork was found. The maximum width appeared to be about 0.12 inches in a bed joint. Similar but perhaps less severe cracking was found on (1) either side of the southwest corner and principally on the west face and (2) at other locations along the front or south wall. It did appear that in many areas, cracking had been patched and painted at some time in the past and the cracks were reopened. The front concrete stoop is 62 inches wide and 65 inches long (north to south). We understand the curren owners alleged that settlement to the stoop recently occurred. There was a prominent gap between the tol of the stoop and the bottom of the siding below the front door, suggesting that settlement definitely hac occurred to the stoop in the past. Also, our observations of the front door system indicate that the door opening is racking slightly, based on a variation in the gap between the frame and the top of the door. I' r�-19T Two standard penetration borings were put down on May 2, 1990 adjacent to the front and southwest come of the house. The boring locations are shown on the attached sketch. As discussed with you, we endeavored to put down the borings as close as possible to areas of distress which had been pointed ou to us. The surface elevations at the borings were referenced to the top of the basement foundation wall which was assumed as elevation 100'. Soil Sampling: Soil sampling was performed in accordance with ASTM01586-84. Using this procedure, a 2" O.D. spli barrel sampler is driven into the soil by a 140 lb weight falling 30". After an initial set of 6", the numbe of blows required to drive the sampler an additional 12" is known as the penetration resistance or N value The N value is an index of the relative density of cohesionless soils and the consistency of cohesive soils Soil Classification: As the samples were obtained in the field, they were visually and manually classified by the crew chief h accordance with ASTM:D2487-85 and D2488. Representative portions of the samples were then returnee to the laboratory for further examination and for verification of the field classification. In addition, selectee samples were submitted to a program of laboratory tests. Logs of the borings indicating the depth an( identification of the various strata, the N value, the laboratory test data, water level information and pertinent information regarding the method of maintaining and advancing the drill holes are attached Charts illustrating the soil classification procedure, the descriptive terminology and symbols used on tht boring logs are also attached. AS A MUTUAL PROTECTION TO CLIENTS. THE PUBLIC AND OURSELVES. ALL TWIN CITY TESTING CORPORATION REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CLIENTS AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS. CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR PRIOR WRITTEN APPROVAI 4:;.`,. pROJ NOS' . 422f? 0-12fs4' DATE: May 24, 1990 • PAGE: 4 SURFACE EXPLORATION AND GEOTECHNICAL REVIEW The Sound nd �u�face �€l, tly adjacent to the house in the area of the boring is a lawn area or foundation planting zone " d fIIc ded *int stoop and concrete slab sidewalk construction. The lawn is either leve or sle do"- very4ently toward the street. Fill soils were encountered at the surface of both boring to a &I dt�r fit. lu fill was found to be mostly lean clay with a little silty sand. Based on th( peneuton t=5i valt, it dared that the fill was relatively soft. ;� The fi„vaserlany a 13 foot layer of coarse alluvial sand at both boring locations. This was a fin( grained clean tsand ). wed on the penetration or N values the sand was be in a loose to mediun dense condi t -- ACBoring 2, the coarse alluvial sand was typically a light brown color in the uppe portion` of Ow sand ,dyer, t between a depth of 5' to 93', the color changed to a brown, mottle( The earse luvtal'rsd lir was found to be underlain by fine alluvial* clays and silts at both borin locattns.t=_BoriAl, ascent to the front stoop, the fine alluvium consisted of a 4.5 foot thick laye of fat- day d t64the p etration values, this gray fat clay layer was found to be in a soft to mediun condui t At” `ion �g 2,.th total thickness of the fine alluvium layer was found to be 10.5 feet. Inti. conta+ t:with h fin "�"II � was in a soft gray lean clay with a thickness of 4.5 feet. This was underlai by a _ foot ickayr of -.sandy silt and then a 3 foot layer of soft fat clay. Again, based on th penetration Cres and encountered in this layer, the fine alluvial soils were generally in a soft c loose nditi Coarse- alluv 'sands ire c ountered directly below both of the fine alluvium layers. At Boring #2, tl -:coarse inuvtt ext�r► t6 tae end of the 26 foot deep boring. At Boring # 1, the coarse alluvial lay( was izjarrupwby Aijoher #fan clay fine alluvium layer but the coarse alluvium then extended to the tot The byre lihtwire -:checked for occurrence of water during drilling and immediately after completio Gro ►aterr;was .enpount d in the deeper boring (#1) at a depth of 34' and the indicated water lev is sfi►n off: the ` Tit groundwater level was at about elevation 64.4 feet, with respect to oi benc ark. ; : 1atively free draining nature of the soils at and near the indicated water leve this- wnd4 vein bably a reliable indication of the actual value at this time and date. N shoU14 poiii",- , � that seasonal and annual fluctuations in the groundwater level should 1 expeI d to c=ur Afi—d --that mce a severe drought has occurred in past years, the present groundwater lev is pr ably lI btr ► to al. We mould -per possibility of a trapped or perched water condition closer to the surface. fast, thedt mimed aarance of the sand directly above the lean clay layer in boring #2, from depth= f ji94 ��t indicate the likelihood of a previous perched water condition within the sand, abo the -�y yr clay. Boring #2 did not extend deep enough to encounter the prese tel. h :p .1i,% PUBLIC AND OURSELVES. ALL TWIN CITY TESTING CORPORATION REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY Of CLIENt AblplaUi QFip# iCAi1CYN OM Tawe TS. CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR PRIOR WRITTEN APPROVE PROJtCT NO: 4220 90.1264 DATE: May 24, 1990 PAGE: 5 SUBSURFACE EXPLORATION AND GEOTECHNICAL REVIEW We obtained 3 inch diameter Shelby tube samples in the lean clay and fat clay fine alluvial layers. These samples were returned to our laboratory and subjected to tests of water content, density, Atterberg limit and, in some cases, unconfined compressive strength. Also, selected split barrel samples of the fat clay laye at boring #1 was subjected to a water content determination. The results of the laboratory test are shows on the boring logs. y:4-41.Mfeali The scope of our work did not include determining the actual depth of the footings which support th house. However, we anticipate that the structure is supported by a normal spread footing foundation syster with the perimeter footings at normal depth, or just below the slab. This would mean that the bottom c footings is about 7 feet below the ground level at our soil borings. Accordingly, by referring to the boric logs, we estimate that the fat clay layer is present about 2.5 feet below the foundation system along ti front wall by the front stoop, and a soft lean clay layer is present at the same elevation adjacent to th southwest corner. At the southwest corner, another fat clay layer is present at about 9.5 depth below th foundation system. The fat clay deposit is an active material, which will undergo expansion or swelling upon increase i moisture content, and which will shrink when the moisture content is reduced. Ordinarily, the swe n potential is considered to be of greater concern relative to foundation construction issues. Howeve significant foundation wall distress (settlement) can occur due to drying out and shrinkage of this soil typ Based on our observations, information provided to us regarding distress development, and our sub-surfal exploration and laboratory data, it is our opinion that the most probable cause of recent foundati( settlement at the house, resulting in cracking of the foundation wall, was due to drying and relate shrinkage of the active clay layers encountered in both borings. This shrinkage phenomenon, was in tui due to the exceptionally severe drought conditions which have prevailed in the past few years. Distre along the front of the house may have been aggravated by the pressure of the large tree in the front ya- which can draw a large amount of moisture from the soil and increase shrinkage settlement. It is also possible that consolidation settlement of the upper portion of the soft clay layers occurred earli in the lifetime of the structure, thus promoting damaging differential settlement at an earlier time. M may be particularly true along the southwest corner where quite soft lean clay was encountered just bel( footing grade. , We anticipate that consolidation settlement, irrespective of any shrinkage or expansion the fat clay layers, could have caused sufficient detrimental settlement early id the lifetime of the structu to promote cracking of the mortar joints in the foundation wall system. It is also quite possible that similar masonry distress occurred during the previous severe drought, whi occurred around the year 1976. Had repairs been made by the previous owner, on or about that date. A would anticipate that masonry cracking repaired at that time was likely due to drying out and shrinkage the fat clay layers. AS A MUTUAL PROTECTION TO CLIENTS. THE PUBLIC AND OURSELVES, ALL TWIN CITY TESTING CORPORATION REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CLIEI. AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS. CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR PRIOR WRITTEN APPRO. PROJECT NO: 4220 904264 DATE: May 24, 1990 PAGE: 6 SUBSURFACE EXPLORATION AND GEOTECHNICAL REVIEW ENGINEERING REVIEW: (Cont.) It is not uncommon to observe minor settlement to concrete stoops which abut single-family houses. Thi can be due to gradual consolidation settlement of uncompacted backfill between bottom of stoop an, bottom of basement foundation elevation, or due to seasonal frost heave -thaw effects. It is our opinion the a portion of the settlement of the stoop occurred gradually during the life of the structure, with much c the settlement occurring early in the life of the structure. However, we also are of the opinion that portion of the settlement can be attributed to drying out and shrinkage of the fat clay layer just below th basement. The current wet weather has resulted in above average rainfall at least for the short term and suggests th drought conditions and related groundwater deficits may be easing. Accordingly, we anticipate th, eventually the distress symptoms related to apparent settlement of the structure will be relieved, and th-, structural repairs can eventually be made. This would undoubtedly include, but necessarily be restricted tc tuckpointing of the masonry cracking. If additional assurance is required that damaging settlement hi ceased, it may be advisable to retain a registered surveyor to establish temporary monuments on th foundation wall and obtain elevation readings of these points on a regular basis. This data could then b reviewed by the owner's structural engineer in order to establish whether potentially damaging settlemeT has stopped, such that repairs can then be made. Final repairs often include jacking up and releveling tt superstructure. 1 A13 IV 04 1111II&KI) The recommendations contained in this report represent our professional opinions. These opinions wei arrived at in accordance with currently accepted engineering practices at this time and location. Other the this, no warranty is implied or intended. TWIN CITY TESTING CORPORATION Leonard A Rasmussen, P.E. Senior Staff Engineer LAR/kink I HEREBY CERTIFY THAT THIS PLAN. OR REPORT WAS PREFAREn BY ("c. DIRECT SUPERVISION AND THAT I Ae.'. REGISTERED PROFESSIONAL ENGI; I F; Wv`::L R THE LAWS OF THE SAT OF I . E50; 4. LEONARD A. RASMUSSEN DATE Ir . z 4,- 9-1 REG. NO. 12678 AS A MUTUAL PROTECTION TO CLIENTS. THE PUBLIC AND OURSELVES. ALL TWIN CITY TESTING CORPORATION REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CLIEN' AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS. CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR PRIOR WRITTEN APPROv. 1. LOG OF TEST BORING X3 No. 4220 90-1264 VERTICAL WALE P 4' BORING NO. 1 PROJECT EXISTING RESIDENCE 101 53RD AVE NE - FRIDLEY, MINNESOTA DEPTH DESCRIPTION OF MATERIAL GEOLOGIC N SAMPLE LABORATORY TESTS yy SURFACE ELEVATION 98.4 or QU FET ORIGIN CR WL No. TYPE W D LL PL or FILL, MOSTLY LEAN CLAY, a littleEmm Em Fill silty sand, black and brownRom 2 1 SB cm NM 4 2 SB W SAND, fine grained, light brown to 'about Coarse 7' then light brown and brown mottled, `: Alluvium 5 moist, loose (SP) S 9.5 FAT CLAY, gray, medium to soft (CH) Fine Fine r 6 Alluvium 14.0 SAND W/SILT, fine grained, brown, moist, medium dense, some lenses of silt and lean clay (SP -SM) 17.0 LEAN CLAY, gray, wet, soft, a few laminations of sand (CL) 20.5 .� 24.0 SAND W/SILT, fine graihed, light brown, moist, medium dense (SP -SM) SAND, fine grained, light brown to brown, moist to 34' then waterbearing, dense (SP) 3 Alluvium 10 Fine Alluvium 2 12 3 11 SB 4 11 SB S SB 38 6 SB 7 3T 58 63 102 28 68( 8 1 SB 9 SB 10 3T 34 70 39 18 80C 11 SB Alluvium 15 1112 SB 21 1 11311 SB WATER LEVEL MEASUREMENTS START 5-2-90 COMPLETE 5-2-90 DATE TIME SAMPLED CASING CAVE-IN BAILED DEPTHS WATER METHOD a 2510 1 DEPTH DEPTH DEPTH LEVEL 3 4" HSA 0'-34.5' 5-2 2:10 36' 34.5' 35' 34' 5-2 2:25 36' None 11' None twin city testing corporation LUG OF i t5 I t3UKINU 'im -NO. 4220 90-1264 VERTICAL :GALE P ■ 4' ROBING NO. 1 CONTINUED If PROJECT EXISTING RESIDENCE 101 53RD AVE NE - FRIDLEY. MINNESOTA 0 PTN DESCRIPTION OF MATERIAL GEOLOGIC M SA11PLE LABORATORY TESTS or F ET ORIGIN CR JWL No. TYPE Y 1 0 1 LL I PL I or SAND W/SILT (CONT.XSP-SM) Coarse Alluvium (Cont.) End of Boring 16 1 115 it SB I I twin city testing corporation CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES ASTM Designatlon: 0 2487-65 SOIL ENGINEERING (Based on Unified Soll Ciaulflcatlon System) sal Claasmeanon 01O to tr Aaalptrt0 0" ayArleaa Wd a" thews urro Larator)r TOW a" dole Nome aVI Co.n.ar.i++.a S011s 0►naals MO 01 -at OV24 ante tsar OW Was ptadse ppalf Anon etas 0% lalallwe on Yon ow 50% Doan Lam ran 1% base 110. Z00 alma *Senors mtaw" on Cu c 4 MINIM 1 ) a) >• OP /toff polos pawl No. 4 sb» anivift we ss Ptwe multi • ML All, MM OM alt wr af•" Mro etrl 1ZM Sepric Peal c 33% Fiber ' ASM"a M awrlr parr/ ti set. (retool r•.w e0r O� doam" slaw ow w %ww Wee.•M t a C L PUw tda el►f as CL or CM OIC Corer row" Bands Cbm arch CIIZ6 old Bates sw wM4ded Sand 60% or non of sown Lana ewn 6% Ines° w "Oft /ar•1.- errerwW Y PVNWA rL Ow4w .••Va•rd p•.e1.10i me asrlr bectlon Pum )b• _ Cr ( S eltdor 1) a) st aI• Pboy pollee ar+d 4 elan r aK 0r We euorw2» On Icw loo. Paewlwwaay . V4)C t+w+r oww r -W so a w %No we 1 t tlrl am renin Err ryamat Sands cdlt rows Plrw MnIh 0 ML r MM sm alt salda'� Yom eters 12% WOO Ow ec •iso•dt0 •MO we my agar. 0101 Pow as r •arm A' Saw s1.sM rwb Pruled Md we •sl Pow aaseuf n CL or CM sC Cbpef asweaw Nlw•ararted Soft aft and rife Mlrganle 60% or Arron Pana eft U11" MArwI baa elan 60 No. Zoo .sada h )7 rte pilot on r aeotl0 CL Lan+► ••A" WWI PI c s OF PW bsbw "A" ML aw•� WWI LMISIlO 6rrtM • otttrt drbd c0.75 a OW* �r LpIMd MArts •not drwd 019artle ait'•we aft and Daps MWWUft PI Plot an r Om •'A" be CM Pat a1a1,01"& Llpuld tilttM 60 or Arlon M plot wour "A•' Arne MM . Elastic NO, tlrwk Lkwld Mewl • wren dried (0.75 ON 011111ft OW?"" uMqw sets • Fill ww Oraa►we sta'r+•w IlfpNllr III go aft Prww gy rpanle mor. dark in Dow. rte wgw* odor PT Plat Fabric Pen ) 67% Fiberi Memic Peat 33%47% Fibers Sepric Peal c 33% Fiber ' ASM"a M awrlr parr/ ti set. (retool r•.w e0r O� doam" slaw ow w %ww Wee.•M t a C L ti aslc NW"•Slaw• Oeeelw r WAINS. r Wft fill . 0 I0 Os . • w M.�' p� �t aM• *we o•a•11• Or bwAWL r Sim" Is Woo rw11w. S no ethers 1s w aM /v w M. aft ' 60 saw tGr•r•a we I t 12% them mom ow gwmw III ••• • airwa.18% •rr, Eel 1rr mar An "Alto w "Oft /ar•1.- errerwW Y PVNWA rL Ow4w .••Va•rd p•.e1.10i me asrlr If ar arorw230% Saw as M. PaeenWwrq rnL OwoC w•e4•eee p0.e• so on all brw slat n Old an dW WmW OC -1161, w on '�•rdy- r t Poy n•1a► a'41M vow+► rand t" we M r aK 0r We euorw2» On Icw loo. Paewlwwaay . V4)C t+w+r oww r -W so a w %No we 1 t tlrl am renin Err ryamat we am •w vow rc w -so All -P &M- t PRO NNW fwr. ass •slant• r pwe Saar. M124 wd pew as or mtow `A" a& W^'41M w"8011 end 900 IN d e•.a.iw j18% rewst. aa1 -wa pvar o Pay % c • r pow tors. W be. Ow ec •iso•dt0 •MO we my agar. 0101 Pow as r •arm A' Saw s1.sM rwb Pruled Md we •sl Op oft Inew W tiles 6111,.6C loony crow Md wt1 may I 00. M= For cl•tcifintia M flat ieed ••i1• � o• T sltK arsLrlls M ml WM7I r•C IM OarM•ah t. W. Katta•re utlrt .a I M t � 4 \ 11 • r M •e e0 r.0 100 110WAs d •a�•litw 1 � goal W x � a MH a OH . w.. - MLa OL gr4 0 - w•= I 00. M= so I • goo r • r.e e.t a.o r:M rrlcLL sll;[ IM 111LLIM[TLRti coot•&•eft 4- �� •tt as•1 taros For cl•tcifintia M flat ieed ••i1• � o• T ml WM7I r•C IM OarM•ah t. W. • / 110WAs d •a�•litw Irnc•rt•I at 3 CLL 10 LL•26 !► taw ri•0.73O.1-l0I 140tiea of V -IW h0rtigl N LLall to no Mea ►I.0.9 LLL -61 L � If Gv MH a OH - MLa OL gr4 0 '• '� •�+ •w 00 a0 To s0 e0 100 110 LIQUID LIMIT ILL) tuilm CICU testy taorvorwlavl GENERAL NOTES DRILLING AND SAMPLING SYMBOLS TEST SYMBOLS SYMBOL DEFINITION SYMBOL DEFINITION HSA 3 1/4" I.D. Hollow Stem Auger W Water Content - 1S of Dry Wt. - ASTM D 2216 _FA 4", 6" or 10" Diameter flight Auger D Dry Density • Pounds Per Cubic Foot _HA 2", 4" or 6" Hand Auger ll, PL Liquid and Plastic limit - ASTM D 4318 _DC 2 1/2". 4". S" or 6" steel Drive Casing Additional Insertions in Last Column _RC Site A. B. or N Rotary Casing PD Pipe Drill or Cleanout Tube Qu Unconfined Comp. St►ength•psf • ASTM D 2166 CS Continuous Split Barrel Sampling Pq Penetrometer Reading - Torn►Square Foot DM Drilling Mud Ts Torvane Reading • Tons/Square Foot IW letting Water G Specific Gravity • ASTM D 854 SB 2" O.D. Split Barrel Sample SL Shrinkage limits • ASTM D 427 _L 2 112" or 3 112" O.D. SB liner Sample OC Organic Content • Combustion Method _T 2" or 3" Thin Walled Tube Sample SP Swell Pressure - Tons/Square Foot 3TP 3" Thin Walled Tube (Pitcher Sampler) PS Percent Swell _TO 2" or 3" Thin Walled Tube (Osterberg Sampler) FS Free Swell - Percent W Wash Sample pH Hydrogen Ion Content, Meter Method B gag Sample SC Sulfate Content • PanslMillion, same as mg/L P Test Pit Sample CC Chloride Content . Pansimillion. same as mg/L _Q BQ. NQ, or PQ Wireline System C. One Dimensional Consolidation - ASTM D 2435 _X AX, BX. or NX Double Tube Barrel Qc• Triaxial Compression CR Core Recovery • Perceni D.S.• Direct Shear - ASTM D 3080 NSR No Sample Recovered, classification based on action of K• Coefficient of Permeability • cm/sec drilling equipment and/or material noted in drilling fluid D• Dispersion Test ' or on sampling bit. DH• Double Hydrometer - ASTM O 4221 NMR No Measurement Recorded, primarily due so presence MAI Particle Size Analysis - ASTM D 422 of drilling or coring fluid. R Laboratory Resistivity, in ohm - cm - ASTM G 57 E• Preuuremeter Deformation Modulus - TSF .i Water level Symbol PM. Pressuremeter Tat VS• Field Vane Shear - ASTM D 2573 IR, Infiltrometer Test - ASTM D 3385 ROD Rock Quality Designation - Percent • See attached data sheet or graph WATER LEVEL Water levels shown on the boring logs are the levels measured in the borings at the time and under the conditions indicated. In sand, the indicated levels may be considered reliable ground water levels. In clay soil, it may not be possible to determine the ground water level within the normal time required for test borings, except where lenses or layers of more pervious waterbearing soil are present. Even then, an extended period of time may be necessary to reach equilibrium. Therefore, the position of the water level symbol for cohesive or mixed texture lolls may not indicate the true level of the ground water table. Perched water refers to water above an impervious layer, thus impeded in reaching the water table. The available water level information is given at the bottom of the log sheet. DESCRIPTIVE TERMINOLOGY DENSITY CONSISTENCY Lamination Up to 1/2" thick stratum TERM "N" VALUE TERM Layer 1/2" to 6" thick stratum Very Loose 0.4 Soh Lens 1/2" to 6" discontinous stratum, pocket Loose S•8 Medium Varved Alternating laminations of clay, slit and /or fine Medium Dense 9-15 Rather Stiff grained sand, w colors thereof Dense 16-30 Stiff Dry Powdery, no noticeable water Very Dense Over 70 Very Stiff Moist Below saturation Standard "N" Penetration: Blows Per Foot of a 140 Pound Hammer WH Saturated, above liquid limit Falling 30 inches on a 2 inch OD Split Waterbearing Pervious soil below water Barrel Sampler RELATIVE GRAVEL PROPORTIONS RELATIVE SIZES CONDITION TERM RANGE Boulder over 17' Coarse Grained Soils A little gravel 2.14% Cobble With gravel 15-49% Gravel Coarse 314".3" Fine Grained Soils Fine N • 3/4" 15.29% + No. 200 A little gravel 2-7% Sand 1S•29% + No. 200 With gravel 8.29% Coarse s4 -110 30% + No. 200 A Gale gravel 2.14% Medium 010 - #40 30% + No. 200 With gravel IS -24% Fine 040 -1200 30% + No. 200 Gravelly 16-49% Slit i1 Clay —1200. Based on Plasticity 4 •� O tumn city testnQ • WfOiOf�f1 2 2 ' 7 0 40' 20'-----si#1 0 Hardwood Tree 53rd Avenue 26' JOB No. 4220 90-1264 I SCALE: 111=121 I DRAWN BY LAR — I CHECKED BY May 301 1990 on Reemtsma and Mrs. Myr Circle N.E. Mr. Birchwood 21345 West, 55011 Cedar► MN Corporation Report Twin City Testing RE : ' Our File No• on: onard Rasmussen► d Shar from les from Dear Mike an report received ze soil haai'n�oncluded ed the analy d enclos you to obtain and . Rasmussen this time are please ert employed by y In a nutshell, Mr home at the exp roperty, experienced by the have theeriences the Langhams P being exp ht which we home problems severe droug feet below of this that the P unusually layer about two a introduct lsn fraud caused by the clay lay there no news for us T a nod n that that we were fat shrinking This is 9support our positions ably known foundation., would have p report in because you could not l free to contact in this case a drought' going to exp tions comments, please fee If you have any questions or me. Very truly yours► p.A. STEFFEN & MUNSTENTEIGER► ,C Dana D. Strandmo DDS/cl Enclosure Reply to Anoka Office 103 CREEK WEST MO SUILMNG 55,45 g900 70 AVENUE NORTH • BROOKLYN PARK MINNESOTA 301 ANOKA PROFESSIONAL BUILDING 03 —, Fw STREET • ANOKA. MINNESOTA 553 BERNARD E.STEFFEN S.MpHEN N. WN�NTEIGF 11 • RCV.,RD IL BEENS OFFICES P•A• DARRELL A. JENSEN ,FtOVM SON LAWFW R NE AW & MUNSTENTEIGER, NANCIE R• Tf{EISSEN M.SEYKOM FEN JR. S D pl(A OFFICE BEVEFn.Y V DODGE SCOTT µ LEPAK (812)427.8300 DANA O. Sr"XDW BROOKLYN PARK OFFICE (81215858 May 301 1990 on Reemtsma and Mrs. Myr Circle N.E. Mr. Birchwood 21345 West, 55011 Cedar► MN Corporation Report Twin City Testing RE : ' Our File No• on: onard Rasmussen► d Shar from les from Dear Mike an report received ze soil haai'n�oncluded ed the analy d enclos you to obtain and . Rasmussen this time are please ert employed by y In a nutshell, Mr home at the exp roperty, experienced by the have theeriences the Langhams P being exp ht which we home problems severe droug feet below of this that the P unusually layer about two a introduct lsn fraud caused by the clay lay there no news for us T a nod n that that we were fat shrinking This is 9support our positions ably known foundation., would have p report in because you could not l free to contact in this case a drought' going to exp tions comments, please fee If you have any questions or me. Very truly yours► p.A. STEFFEN & MUNSTENTEIGER► ,C Dana D. Strandmo DDS/cl Enclosure Reply to Anoka Office 103 CREEK WEST MO SUILMNG 55,45 g900 70 AVENUE NORTH • BROOKLYN PARK MINNESOTA 301 ANOKA PROFESSIONAL BUILDING 03 —, Fw STREET • ANOKA. MINNESOTA 553 203 LITTLE CANADA ROAD SUITE 280 SAINT PAUL MINNESOTA 55117 TEL: 612.4go. 926 FAX: 6 1 2 . 4 9 0 . 9 2 6 5 5 /PROFESSIONAL ENGINEERING CONSULTANTS INCORPORATED REPORTED TO : PROJECT : DATE : INTRODUCTION Mr. Myron Reemtsma 21345 Birchwood Circle NE Cedar, MN 55011 Residence - Foundation Restoration, 101 53rd Ave NE Fridley, MN April 26, 1991 cc: City of Fridley Attn: Mr. Daryl Clark This report concerns our investigation of distress in the foundation construction at a single-family residence in Fridley, Minnesota. The one-story rambler has been situated on the corner residential lot for many years. It is our understanding that the property was sold by Mr. Myron Reemtsma, the former owner. At some time following the sale, severe distress was encountered in the foundation wall construction, with accompanying settlement of portions of the basement floor slab. Engineering investigative work was performed by others in the Spring of 1990. This investigative activity included replacement of two standard penetration borings in the front yard of the home. The borings were placed to considerable depth. Recommendations were made to perform deep underpinning for the structure. Mr. Reemtsma contacted our firm, requesting a review of all available information at this time. He further directed us to provide recommendations for feasible restoration alternatives. This included the request for specific design information, in order to secure building permit and commence restoration work. CONCLUSIONS Based on our investigation at the property and our review of all available engineering information, we have formulated the following: 1. Our investigation has concluded that the foundation and basement construction in the building has subsided in not one but two regions of the structure. These regions were comprised of the western approximately 2/3 of the south wall an south 10' of the west wall in one region, as well as the central region of the east foundation wall construction. These two distress areas coincide with observed and reported problems out beyond the structure. 2. The settlement of the foundation construction occurred as a result of drying shrinkage of fat alluvial clays which were natural deposits located south and east of the building. These clay soils were encountered approximately 2' below the bottom of footing elevation and extended down another 41. The recent drought of nearly four years caused natural drying of the clay, with the resulting shrinkage occurring. 3. Our field investigative work found bedding in these clay soils at a location within V of the footing. The soil test borings which had been placed beyond the exterior of the home evidently indicated a homogeneity from the 9 1/2' to 14' below exterior grade. The encounter of extensive sands between layers considerably reduces the anticipated overall consolidation in this region and consequent settlement of foundation work from future drying periods. Page Two F 4. It is our opinion that the consolidation of soils and settlement of the foundation construction can be attributable to drying shrinkage in the upper alluvial zones, as C to another alluvial zone extending down to more then 20' below exterior grade. It. is our opinion that although this lower zone of alluvial soil is soft and is also subject to potential drying shrinkage, these lower soils have a higher likelihood of moisture stability. Therefore, a shallow underpin approach, while not giving 100% assurance of no future foundation movement, definitely would be considered the most reasonable approach to repair of the building. 5. The attached plan for underpinning provides a practical solution to the foundation problems in the structure. In this underpin work, the existing concrete footing construction should be left in place. Portions of the concrete block foundation wall construction will have to be removed and either relaid or replaced. 6. The repair procedure should be as follows: A. Remove the existing exterior concrete landings and the existing foundation wall backfill materials from those regions noted on the attached sketch. B. Hand excavate every alternate underpin location and fill with a minimum 3000 psi reinforced concrete. C. After two days, hand excavate the remaining underpin locations and fill, as above. D. Set temporary shoring on the underpins or existing footing and temporarily support the frame construction above. E. Remove all block construction from the regions noted on the sketch and set a concrete mud sill on the existing footing to accommodate a first course of "half high" concrete blocks consistent with the first bed joint of the remaining masonry construction. F. Relay the remaining block wall construction, using vertical rebar-and-grouted cells at 4' on center spacing to stiffen the wall. The top course of the wall should use bond beam block with two #4 rebar and filled, as opposed to a cap block. G. Set footings deep for any concrete stoops and set masonry. This should be followed by complete waterproofing of the exterior masonry construction and backfilling. 7. The above procedures assume accompanyment of standard construction and safety procedures, including precise utility locating, removal of concrete floor, use of granular foundation wall backfill materials, and finish grading. In addition, it might be advantageous to include insulation for foundation wall construction at this time. OBSERVATIONS On April 23, 1991, we were present at the site to observe the construction. At this time, we took measurements of the construction and elevation readings on the foundation walls. The foundation area in the rear of the home west of the laundry room was not available to us at this time, due to extensive storage of home items. However, observations in that area indicated no distress of the foundation wall construction. We do not. know the elevation condition of that foundation wall construction. At this time, we put down additional soil test boring in the basement near the front foundation wall and also took several photographs of the construction and property. Page three The structure was approximately 26' x 40' in plan dimension with entries on the front or south of the building and on the east end of the structure. Both of these entry areas were the focal points of foundation distress, although we do not attribute the entry concrete construction as being a factor in the distress condition. These locations were simply areas where significant settlement of the ground surface out beyond the structure had taken place. We noted one severe depression in the front lawn south of the foundation wall construction. We were told by the present homeowner and by a contractor at the site that other severe settlement had taken place in the structure to the east of this building. Elevation readings in the structure indicated upwards to 2" of settlement had taken place in the foundation wall construction. Settlement was most severe at the southwest corner of the building and in the central region of the south foundation wall. Other less settlement of approximately 1" plus was noted in the central area of the east foundation wall. A portion of the floor slab was removed immediately inside of the south foundation wall. Here, a soil test boring was put down immediately inside of the footing. We found approximately 3' of natural outwash sand material overlying 14" of fat clay. A thin-walled tube sample of the clay was extracted and returned to our office for additional testing. From approximately 4' to 6' below basement slab, we again encountered a brown and grey sand outwash. At this point, we then found another 11" thickness of fat clay, underlain by additional outwash sand. Our boring terminated at approximately 9' below basement floor slab. A second thin-walled tube sample was taken of the lower clay encountered. The sample extrusions indicated extensive shrinkage in the clay soil, including vertical cracking, separation, and checking. Our firm will be at the site to identify the soil conditions at the underpin locations and evaluate the underpin work. At the conclusion of that activity, a report will be submitted. PROFESSIONAL ENGINES G CONSULTANTS, INC. Brian R. Dobie, P.E. President BRD/fm w z n w Q CO LO V- 0 Tm 09 1 O s: 4 Z `1 v V OL REPORTED TO : Mr. Myron Reemtsma 21345 Birchwood Circle NE Cedar, MN 55011 Residence - ation, Y, MN INTRODUCTION 1991 Foundation 101 53rd Ave NE er 47627 cc: Mr. Daryl Clark City of Fridley This report concerns our investigation at the site of foundation underpinning work for the single-family dwelling at 101 53rd Ave NE, Fridley, Minnesota. Previous reporting by our firm, and dated April 26, 1991, gives information pertaining to the problem and the proposed remedial procedures. On May 10, 1991, Mr. Norman Hall of Hall Enterprises, Inc., commenced with underpinning work. Our firm was at the site during those work activities. CONCLUSIONS Based on our on-site observations and our available information for the project, we have the following conclusions: 1. It is our opinion that the foundation construction has been successfully underpinned in order to once again support the foundation wall loadings. 2. The distressed areas in the foundation construction were underpinned, using a series of cross -pads placed beneath the existing footing construction. These pads have removed the majority of the cohesive soils from beneath the footing construction. 3. Based on our observations, we hold as remote that the newly constructed foundation wall system will experience further detrimental settlement. OBSERVATIONS On May 10 through May 14, 1991, our firm made site visits to the work and observed the underpinning activities. Our dispatch to the project was made at the request of Mr. Norman Hall, as agreed to by Mr. Myron Reemtsma. During that time, several cross -pads wee excavated beneath the foundation wall construction of the home. The underpin pads were at the locations designated in our recon¢nendations of earlier reporting. The pairs of pads at the two house entrances were combined into a single mat beneath each entrance for sake of simplifying the repair work. All pads extended 30" below bottom of existing footing construction. No footing construction was present beneath either of the entrance door stoops. However, these pads were run out far enough to accommodate the entrances. The pad excavations terminated in natural sand materials and extended through cohesive soils. Only remnant cohesive materials existed at bottom of pad locations. PROFESSIONAL EMINEERIM CONSULTANTS, INC. ian R. Dob e, P.E. President 203 LITTLE CANADA ROAD SUITE 280 SAINT PAUL MINNESOTA 55117 TEL: 62.490.9266 FAX: 612.490.9265 /PROFESSIONAL ENGINEERING CONSULTANTS INCORPORATED REPORTED TO : Mr. Myron Reemtsma 21345 Birchwood Circle NE Cedar, MN 55011 Residence - ation, Y, MN INTRODUCTION 1991 Foundation 101 53rd Ave NE er 47627 cc: Mr. Daryl Clark City of Fridley This report concerns our investigation at the site of foundation underpinning work for the single-family dwelling at 101 53rd Ave NE, Fridley, Minnesota. Previous reporting by our firm, and dated April 26, 1991, gives information pertaining to the problem and the proposed remedial procedures. On May 10, 1991, Mr. Norman Hall of Hall Enterprises, Inc., commenced with underpinning work. Our firm was at the site during those work activities. CONCLUSIONS Based on our on-site observations and our available information for the project, we have the following conclusions: 1. It is our opinion that the foundation construction has been successfully underpinned in order to once again support the foundation wall loadings. 2. The distressed areas in the foundation construction were underpinned, using a series of cross -pads placed beneath the existing footing construction. These pads have removed the majority of the cohesive soils from beneath the footing construction. 3. Based on our observations, we hold as remote that the newly constructed foundation wall system will experience further detrimental settlement. OBSERVATIONS On May 10 through May 14, 1991, our firm made site visits to the work and observed the underpinning activities. Our dispatch to the project was made at the request of Mr. Norman Hall, as agreed to by Mr. Myron Reemtsma. During that time, several cross -pads wee excavated beneath the foundation wall construction of the home. The underpin pads were at the locations designated in our recon¢nendations of earlier reporting. The pairs of pads at the two house entrances were combined into a single mat beneath each entrance for sake of simplifying the repair work. All pads extended 30" below bottom of existing footing construction. No footing construction was present beneath either of the entrance door stoops. However, these pads were run out far enough to accommodate the entrances. The pad excavations terminated in natural sand materials and extended through cohesive soils. Only remnant cohesive materials existed at bottom of pad locations. PROFESSIONAL EMINEERIM CONSULTANTS, INC. ian R. Dob e, P.E. President 01 SUBJECT NOS City of Fridley 77MIT 214 8 5 AT THE TOP OF THE TWINS BUILDING PERMIT r I , ECEIPT N COMMUNITY DEVELOPMENT DIV. ______ r L PROTECTIVE INSPECTION SEC. Y 1 � I I ll ! CITY HALL FRIDLEY 55432 NUMBER REV DATE PAGE OF APPROVED BY "'� 612-571-3450 910-F15 __f 8/10/92 JOB ADDRESS 101 - 53rd Avenue NE 1 LEGAL LOT NO. BLOCK TRACT OR ADDITION SEE ATTACHED DESCR. 8 2 1 Carlson's Summit Manor North SHEET 2 PROPERTY OWNER MAIL ADDRESS ZIP PHONE Chris Fish 101 - 53rd Avenue NE 571-2650 3 CONTRACTOR MAIL ADDRESS ZIP PHONE LICENSE NO. Same 4 ARCHITECT OR DESIGNER MAIL ADDRESS ZIP PHONE LICENSE NO. 5 ENGINEER MAIL ADDRESS ZIP PHONE LICENSE NO. 6 USE OF BUILDING Residential 7 CLASS OF WORK ❑ NEW ❑ ADDITION ❑ ALTERATION ❑ REPAIR ❑ MOVE D REMOVE X B DESCRIBE WORK Re lace window with access door 9 CHANGE OF USE FROM TO STIPULATIONS TYPE OF CONST. OCCUPANCY GROUP OCCUPANCY LOAD SEPARATE PERMITS ARE REOUIRED FOR ELECTRICAL, PLUMBING, HEATING, VENTILATING OR AIR CONDITIONING. ZONING SO. FT. CU. FT. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 120 DAYS AT NO. DWLG. UNITS OFFSTREET PARKING ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION 1 STALLS GARAGES VALUATION SURTAX 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 $500.oO $•50 PERMIT FEE SAC CHARGE DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CON- Fire SC X$ $• 15 STRUCTION OR THE PERFORMANCE OF CONSTRUCTION. $15.00 PLAN CHECK FEE TOTAL FEE $15.65 SIGNATURE OF CONTRACTOR OR AUTHORIZED AGENT IDATEI HEI RO LY VA D D THIS IS YOUR PERMIT _ v BLDG INSP DATE SIGNATURE OF OWNER IIF OWNER BUILDERI IDATEI 01 NEW [ ] Effective 3/1192 ADDN [ ] CITY OF FRIDLEY ALTER[ j SINGLE FAMILY AND DUPLEXES R-1 AND R-2 Building Permit Application Construction Address: Legal Description: Owner Name & Address: Ck r i 5 Fr 5 k [ ©l S3 "� Ave /l/� Tel. # Contractor: & Se MN LICENSE # Address: Tel. # Attach to this application, a Certificate of Survey of the lot, with the proposed construction drawn on it to scale. DESCRIPTION OF IMPROVEMENT LIVING AREA: Length Width Height Sq. Ft. GARAGE AREA: Length Width Height Sq. Ft. DECK AREA: Length Width Hgt/Ground Sq. Ft. OTHER: &6a f- U, , Ao w Uf { CA-CCe ss CIE)0 - Corner Lot W Inside Lot [ ] Type of Construction: _ Approx. Completion Date: Ft. Yd Setback Side Yard Setbacks Estimated Cost: $ S-00 se A I Driveway Curb Cut Width Needed: DATE: g 7 Permit Fee Fire Surcharge State Surcharge SAC Charge Ft. + b Ft = Ft x $ (Cost on Back) APPLICANT: &�v �� Tel. # $ $ License Surcharge $ Driveway Escrow $ `— Park Fee $ Sewer Main Charge $ r TOTAL STIPULATIONS: Fee Schedule on Reverse Side .001 of Permit Valuation (1/10th%) $.50/$1,000 Valuation $700 per SAC Unit $5.00 (State Licensed Residential Contractors) Alt. "A" or Alt. "B" Above Fee Determined by Engineering Agreement Necessary [ ] Not Necessary [ ] 0 ti f CITY OF FRIDLEY INSPECTION DIV. 6431 University Ave NE Fridley, MN 55432 572-3604 RATE SCHEDULE APPLICATION FOR POWER PLANTS AND HEATING, COOLING, VENTILATION, REFRIGERATION AND AIR CONDITIONING SYSTEMS ANDS DEVICES Residential Rate TOTAL Furnace Shell and Duct Work, Burner — 3q �� Also Replacement Furnace $ $ (Side Vent — Fill Out Back) Gas Piping (Needed with new furnace) $10.00 $ Gas Range $ 10.00 $ Gas Dryer $ 10.00 $ *Air Conditioning — All Sizes $ 10.00 $ All Others/Repairs & Alterations (LIST ON BACK) 1% of Value of Appliance or Work $ Commercial/Industrial 11% of Value of Appliance or Work $ State Surcharge TOTAL FEE W MINIMUM FEE FOR ANY HEATING/COOLINGNENTILATION REFRIGERATION/AIR CONDITIONING PERMIT IS $1500 PLUS THE $.50 STATE SURCHARGE REINSPECTION FEE $30.00 *Air Conditioners can not be placed in a side yard without written permission from adjoining property owner. � F 0rLci iq?2 �� Effective On Jahua , 1995 JOB ADDRESS The undersigned hereby makes application for a permit for the work herein specified'agieeing to do all work in strict accordance with the City Codes ar rulings of the Building Division, and hereby declares that all the facts and representations stated in this application are true and correct. Zz� %i' -' 1995 V BUILDING USED ASS ESTIMATED COST o ''' . PERMIT NO. / �o 71 No. of Heating Units 1 Circle O (Stam) (Hot W ei r)..(Warm Air) Trade Name _ 77.°�s',/z� - �%� of Size No. BTU_ �3l. HP EDP Fuel Total Connected'Load ' Burner Trade' Name Size No, BTU HP EDR HEATING COMPANY Signed By C2 Te -1-40. Approved By M. Rough—In Date Final Date FILL OUT BACK SIDE FOR STACK VERIFICATION ON REPLACEMENT FURNACE NOTE: #1 through #8 required when using a side vent furnace. Remarks: Lisp ALTERATIONS Being Done: HEATING CO: Signed By: Date: /0 V/ 7 s . . CHIMNEY AND STACK VERIFICATION The undersigned hereby ver[ es that the existing chimney or stack: 1. Has been carefully exams ed . Yes 2.. Is free from rust-or.deteri 'on : ;. Yes O No. (. ) 3: Has no foreign objects lodged it Yes O No ( ) 4. Is securely supported Yes. O No O . 5. Meets all current Code t�equirements or size and total BTU's connected Yes ( ) -No ( ) 6 Has total heating BTU's of r All other BTU's ; f TOTAL BTU's +` 7. Has a liner been provided for water beater Yes (.) No ( ) 8. Has combustion air been provided for water heater Yes () No ( ) Remarks: Lisp ALTERATIONS Being Done: HEATING CO: Signed By: Date: /0 V/ 7 s . . CITY OF FRIDLEY INSPECTION Effective On January 1, 1998 6431 University Ave NE Fridley, MN 55432 APPLICATION FOR POWER PLANTS AND HEATING, COOLING, VENTILATION, 572-3604 REFRIGERATION AND AIR CONDITIONING SYSTEMS AND DEVICES HEATING COMPANY MINIMUM FEE FOR ANY HEATING/COOUNGNENTILATION REFRIGERATION/AIR CONDITIONING PERMIT IS $25.00 Signed By U Tel No. —r,'?(3 PLUS THE $.50 STATE SURCHARGE REINSPECTION FEE $42.00/Hr Approved By Rough—In Date Final Date ®Yi66 *Air Conditioners can not be placed in a side yard without FILL OUT BACK SIDE F4 STACK VERIFICATION ON written permission from adjoining property owner. REPLACEMENT FURNACE JOB ADDRESS ). (1)1 aT � W p i RATE SCHEDULE The undersigned hereby makes application for a permit for the work herein Residential Rate TOTAL specified agreeing to do all work in strict accordance with the City Codes and Furnace Shell and Duct Work, Burner — rulings of the Building Division, and hereby declares that all the facts and Also Replacement Furnace $ 30.00 $ representations stated in this application are true and correct. (Side Vent — FillOut Back) ,� ?� ,1994 Gas Piping (Needed with new furnace) $10.00 $ OWNER_ Gas Range $10.00 $ BUILDING USED AS_ V C� $ L44&fn cx, L Gas Dryer $10,00 $ ESTIMATED COST C) PERMIT NO. *Air Conditioning — All Sizes $ 25.00 $ DESCRIPTION OF FURNACE AND OR BURNER All Others/Repairs & Alterations (LIST ON BACK 1 % of Value of Appliance or Work $ No. of Heating Units Circle One (Steam) (Hot Water) (Warm Air) Trade Name_ i y"R., Size No. Commercial/Industrial BTU j 0 , pec HP EDR 1.25% of Value of Appliance or Work $ Fuel L �:Wotal Connected Load State Surcharge $ 50 Burner Trade Name Size No. TOTAL FEE $ , L< BTU HP EDR HEATING COMPANY MINIMUM FEE FOR ANY HEATING/COOUNGNENTILATION REFRIGERATION/AIR CONDITIONING PERMIT IS $25.00 Signed By U Tel No. —r,'?(3 PLUS THE $.50 STATE SURCHARGE REINSPECTION FEE $42.00/Hr Approved By Rough—In Date Final Date ®Yi66 *Air Conditioners can not be placed in a side yard without FILL OUT BACK SIDE F4 STACK VERIFICATION ON written permission from adjoining property owner. REPLACEMENT FURNACE CHMNEY AND STACK VERIFICATION The undersigned hereby verifies that the existing chimney or stack: 1. Has been carefully examined Yes ((�"o ( ) 2. Is free from rust or deterioration Yes( t/No ( ) 3. Has no foreign objects lodged within Yes ( ) No 4. Is securely supported . Yes ( ()/No ( ) 5. Meets all current Code requirements for size and total BTU's connected Yes (-No ( ) 6 Has total heating BTU's of _ 6o All other BTU's TOTAL BTU's 7. Has a liner been provided for water heater Yep () No 8. Has combustion air been provided for water heater Yes (\J" No ( ) Remarks: List ALTERATIONS Being_Done: HEATING CO: Signed By: Date: L SUBJECT PER City of Fridley (302 6 2 AT THE TOP OF THE TWINS BUILDING PERMIT r REC91PYNO. COMMUNITY DEVELOPMENT DIV. r PROTECTIVE INSPECTION SEC. NUMBERREV DATE PAGE OF APPROVED By CITY HALL FRIDLEV 534.32 L J` 612-571-3450 910-F15 9/22/99 JOB ADDRESS 101 53rd Avenue NE 1 LEGALLOT NO. BLOCK TRACT OR ADDITION SEE ATTACHED DESCR. 8 2 Carlson's Summit Manor North SHEET 2 PROPERTY OWNER MAIL ADDRESS ZIP PHONE Brenda Fish 571-2650 3 CONTRACTOR MAIL ADDRESS ZIP PHONE LICENSE NO Suburban Exteriors 9701 Penn Ave S #107- 4 ARCHITECT OR DESIGNER MAIL ADDRESS ZIP PHONE LICENSE NO 5 ENGINEER MAIL ADDRESS ZIP PHONE LICENSE NO 6 USE OF BUILDING Residential 7 CLASS OF WORK ❑ NEW ❑ ADDITION ❑ ALTERATION Ox REPAIR ❑ MOVE ❑ REMOVE B DESCRIBE WORK Reroof house and garage (25 Sq) Tear -off 9 CHANGE OF USE FROM TO STIPULATIONS Underlayment must comply with the State Building Code. SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL. PLUMBING. HEATING. TYPE OF CONST. OCCUPANCY GROUP OCCUPANCY LOAD VENTILATING OR AIR CONDITIONING THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION ZONING SO. FT CU FT. AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS. OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 120 DAYS AT ANY TIME AFTER WORK IS COMMENCED. NO DWLG. UNITS OFFSTREET PARKING I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION STALLS GARAGES AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS VALUATION SURTAX AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT 2185 $1.09 DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PERMIT FEE SAC CHARGE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CON - RUCTION OR THE PERFORMANCE OF CONSTRUCTION $83.25 j FirAC $2.19 PLAN CHECK FEE TO TA Fof E mice S 5. .53 SIGNATURE OF CON'RACTOR OR AUTHOR ED AGENT (DATE- ENROP VALIDA HIS 1 R T S.GNATURE OF OWNER01' OWNER BUILDER, MATE, BL -NSP' r,ArE L NEW [ l Effective 5/10/99 s®q ADDN [ ] CITY OF FRIDLEY ALTER [ ] SINGLE FAMILY AND DUPLEXES R-1 AND R-2 BUILDING PERMIT APPLICATION Construction Address: (h l 5z C-1 &,.v W Legal Description: Owner Name & Address: ��e..2Q� ry-41�� Tel. # Sj 1- S� Contractor: a MN LICENSE # LQ -!E-9 Address: cl-70 k ��„►�,�e 5(ni Tel. # Attach to this application, a Certificate of Survey of the lot, with the proposed construction drawn on it to scale. DESCRIPTION OF BIPROVEXIENT LIVING AREA: Length Width Height Sq. Ft. GARAGE AREA: Length Width Height Sq. Ft. DECK AREA: Length Width Hgt/Ground Sq. Ft. OTHER: Construction Type: Gca-OA- ° Estimated Cost: $ �� S Driveway Curb Cut Width Needed: Ft. + 6 Ft = Ft x $ _ $ DATE: APPLICANT: 07 SZT-- — Tel. # Srfs 1- Yd3a Permit Fee $ '� 3 Z�5 Fire Surcharge $a,/ q =PF State Surcharge $ /09 j SAC Charge $ License Surcharge $ 5,60 Driveway Escrow $ Erosion Control $ Park Fee $ Sewer Main Charge $ STIPULATIONS: CITY USE ONLY Fee Schedule on Reverse Side .001 of Permit Valuation (1/10th%) $.50/$1,000 Valuation $1050 per SAC Unit $5.00 (State Licensed Residential Contractors) Alt. "A" or Alt. "B" Above $450.00 Conservation Plan Review Fee Determined by Engineering Agreement Necessary [ ] Not Necessary [ ] FROM :City of Fridley FAX NO. :7635711287 Nov. 2B 2005 10:16AM P5i5 y�3 ?10�s PLUMBING COMMERCIAL APPLICATION City of Fridley DATE ® YOUR E-MAIL ADDRESS SITE ADORE TENANT A hj%) ftf % SUITE NO. NAMEd2dra A A- 01 PROPERTY OWNJrRI ADDRESS TENANT CITY ` STATE ZIP PHONE 5 43- 52,2-3, % NAME— g/y LICENSE ADDRESS CONTRACTOR CITY STATE i t ---J gyp' PHONE 5 �� / (f FAX PERMIT TYPE O INSTITUTIONAL a MULTIFAMILY 13 SWII1BAlNG POOL ❑ TOWNHOUSE a COMMERCIALANDUSTRIAL O OTHER TYPE OF WORK U NEW )(REPLACEMENT^ M_ O ALTJREMODEL DETAILED DESCRIPTION OFWOPtK r FIXTURES: (INDICATE TOTAL NUMBER OF EACH) FEES BASED ON $10 PER FIXTURE, EXCEPT WHERE NOTED CLOTHES WASH FLOOR DRAINS RPZ VALVE/ (615) URINAL LWATER HEATER (s35) DISHWASHER OAS PIPING BACKFLOW PREV. DRINKING FOUNTAIN GREASE TRAP ROOF DRAINS WATER METER FAUCET KITCHEN SINK SHOWER WATER PIPING FLAMMABLE WASTE LAUNDRY TRAY SLOP Sm WATER SOFTENER ($3.f)' TANK LAVATORY SWIMMING POOL WATER CLOSET 00 Permit Fee t _ Minimum: $35.00 Plan Review $ Surcharge 3wO2 $.50 on permits less than $1,000 Total DueS [� Make Checks Payable to: City of Fridley THIS LS AN APPLICATION FOR A PERMIT – NOT VALID UNTIL PROCESSED I hereby apply for a plumbbty permit rj7- the inforrrr om bW6 IB cWnplGte and amrrate• that the work wig be in owilbm anc a with the ordinances and codes of gte of F=0a Ca tion Codes; thatI 0tls Is not a perp t but only an ePpIkalbn for a permit ad work Is not to wtMbe in a wM the approvad'plan in the � of a1 work width requires review and approval Of Plena•__NAME OF APPLICANT _�SIGNATURE OF APPU Q�� i!'� �/ 6431 UNIVERSITY AVENUE NE, FRKX", MN 56432 (763) 5/2-3604