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HomeMy WebLinkAboutBuilding Permit 12.959 0 J W Z J re W la�< 0 w D W � . O WN 0 G `fS W C� z < uJ0 L.IL 0 E Z �� 000000 > co re o x N 0 J W t Z O 0 Z Y YZ Z 0 0 w 0 H x p LLJ 0 0 0 w _ 0 7 0 w a' \ W 'I c. N 0 m w gxW ax 0. Z q O � G G Z F "' O a 23 v) a 2 , W W W u„, o 0 00000 0. 0 Z W r re Z a 0 0 < 0 LL Y V �" Z , V Z Y h L 4�4 5 P 0 < u. - go S jii 4 111 m re N Z Z - Z W y W W -I W -1 2 ye u'V W Ce W o <la d' < C O W Z SOKN_Zr '� 0 0 0 �yy C V es G O LL LL LL Z N 0 O 0 y 0= < 0 a. 0000 '0 c.) V 0 E. ta f PRI 0 CITY OF PRIOR LAKE BUILDING PERMIT, Date Rec'd ; TEMPORARY CERTIFICATE OF ZONING COMPLIANCE Z Z . 1 Z . AND UTILITY CONNECTION PERMIT m x 44NEBOit. I. White File ?„-5y-- 2. pin city PERMIT NO. i i 3 Yellow Applicant (Please type or print and sign at bottom) ADDRESS ZONING (office use) %4 ° 14 7 r o "..6 ,eta LEGAL DESCRIPTION (office use only) LOT BLOCK ADDITION PID OWNER (Name) CN\ C cv, , 1 R (Phone) 40 1, Z ( Z-"ZS (Address) B Company Name ) ijilJid/ cC/epe'b 4 re ilc r /eiv lwlZ) giS-FDiG t. .....j` / e1,3A) VG:'//ites (Phone) r Addres s); Re ii c /ti /.4vEi/is/.5 /° TYPE OF WORK ❑ New Cons on ❑Deck ['Porch ❑Re- Roofing ❑Re- Sidng ['Lower Level Finish ❑ Fireplace ❑Addition Alteration DUtility Connection p �'�' ''L'L'' 14/ i , / ' V E/ � / CODE: DI.R.C. ❑I.B.C. ❑ Misc. J> SdfZ 6 Type of Construction: I II III IV V AB PROJECT COST /VALUE $ Occupancy Group: A B E F HI MR S U (excluding land) Division: 1 2 3 4 5 1 I hereby certify that I have furnished information on this application which is to the best of my knowledge true and correct. I also certify that I am the owner or authorized agent for the\ above - mentioned property and that all construction will conform to all existing state and local laws and will proceed in accordance with submitted plans. I am aware that the building official can revoke this - mit for just ca se. Furthermore, I hereby agree that the city official or a designee may enter upon the property to perform needed inspections. 5te ontractor's Licen No. Date 's Permit Valuation O� Q e 20 •r Park Support Fee # $ Permit Fee $ t (0 Z, SAC # $ Plan Check Fee $ Water Meter Size 5/8 "; 1 "; $ t©5:50 State Surcharge $ Pressure Reducer $ Penalty $ Sewer /Water Connection Fee # $ Plumbing Permit Fee $ Water Tower Fee # $ Mechanical Permit Fee $ Builder's Deposit $ Sewer & Water Permit Fee $ Other 3 $ MO) Gas Fireplace Permit Fee $ TOTAL DUE �Il� /� � r� / bill}1(t $ � ' • 30 ? This . n Becomes Your Building Permit Whe Appr ed Paid 71. U R' . / c ipt No. (�4 -/ /� � ic j f Z- Cr. .., Date 3v . R — B ,. . gilding Ofti - ate This is to certify that the request in the above application and accompanying documents is in accordance with the City Zoning Ordinance and may proceed as requested. This document when signed by the Ci y Planner onstrtutcs a temporary Certificate of Zoning compliance and allows construction to commence. Before occupancy, a Certificate of Occupancy must be issued. Plan • Director Date Special Conditions, if any 24 hour notice for all inspections (952) 447 -9850, fax (952) 447 -4245 4646 Dakota Street Prior Lake, MN 55372 0 White - Building � IivNESO�P Canary - Engineering Pink - Planning BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT 1 / 0/ - / $ Q � t TA APPLICATION RECEIVED 0 . 2-7---14,-. The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: /(,P0 4'7 ,VOik -T i VOC (60. • Accepted IV Accepted With Corrections Denied Reviewed By: ►1 Date: . ; K x. .:.. , I Comments: r, Se Eiv_ t. "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." O PRI04p � x U tr1 White - Building P Canary - Engineering 't'NNESO Pink - Planning BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT /if 0H Gic,00fJzo UiJsTre, APPLICATION RECEIVED S 2 The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: /6704 NCt' tW D /2 Accepted ✓ Accepted With Corrections Denied f g Reviewed By: " io •�1 — Date: Comments: r - --✓rr••v "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." 04 P � ti 7 t x rl White - Building yI �P Canary - Engineering 1vivESO Pink - Planning BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT / � '= 1; t.,�Ff :.. /vv. APPLICATION RECEIVED ' ° I II__ The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: Accepted X Accepted With Corrections Denied Reviewed By g Date: c2?— Comments: "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." I' O ALLIED ENGINEERING COMPANY AN ALLIANCE OF INSTANT TESTING COMPANY AND ALLIED TEST DRILLING - „obsife and Laboratory Testing, Geotechnical Services. Commercial. Residential and Municipal 7125 `Nest 126' Street, Suite - 500, Savage, Minnesota 55378 T eieonone: • 952- 390 -7366 Fax: 952- 890 -588" June 24, 2008 Mr. Lenny Gephart Phone: 612 -363 -6648 16047 Northwood Road NW Prior Lake; Minnesota 55372 RE : Northwood-Road-NW- -- Prior Lake, Scott County, Minnesota - -~ As requested, a site visit was made on June 20, 2008 at 10 :00 A.M. - to evaluate subgrade soils within a test pit excavation, for the proposed construction of a slab . on grade singl - e family residence • located on a lakeshore lot. A subsurface exploration report #07039 dated September 17, 2007, as prepared by Allied Test Drilling Company, was available for review prior. to the site visit. At the time of the inspection, a previous structure had been removed from the site, and it is our understanding that the foot print of the new residence will inpart, occupy a portion of the previous house pad A test pit was excavated within the south section of the proposed build area, to a depth of approximately 10 feet. Excavated soils consisted of a upper zone of a brown sandy clay, underlain by peat and organic clay terminating at the excavation base within a light grey clayey silt. Ground water infiltration was observed at the intersection of the respective soil zones, with a increase in flow noted from a sand seam located at the south wall slightly above the excavation base: - T-o -- assess.- the :st.rength...of the soils., a,5/8th inch diameter smooth probe was used to penetrate the soils at the base of the test arei. With full body weight applied, the probes indicated average penetration of 1 3/4 - 2 feet. A 1 5 /8th inch fluted handauger probe extended into the subgrade soils indicated a rapid transisition from the soft surface material, to a stiff cohesive soil at depth. Soil samples extracted by the probe indicated subgrade strata consistent in classification with material observed at the excavation base. To evaluate the relative loadbearing capacity of the subgrade soils, a dynamic cone penetrometer test was conducted at the base of the test excavation. The dynamic cone penetrometer (DCP), uses a eight kilogram (17.6 pound) hammer to drive a 20 millimeter diameter conical.point into the soil, with the penetration recorded in • millimeters per blow. From the DCP reading, a per blow, penetration average was recorded and a.N -value derived. This N- value, is an • empirical relationship we have established to equate the dynamic cone data to the more familiar blows per foot (BPF) standard penetration soil boring test. Test #1 - Rear South Section of Pad (10' Test Pit) DCP Depth Per Blow Avc. N-Value Estimated Load 549 MM (21.6") 28.1 MM / N-11 3750 PSF Based upon soils observed within the test excavation and the bearing capacity results of the dynamic cone penetrometer, we would anticipate subgrade soils generally consistent with those reported by the subsurface exploration report. We would therefore assume an average excavation depth of 10 feet to remove unsuitable materials withih the hOUte pad area It is our understanding that the contractor will place a granular backfill, and call for compaction testing as required. Sincerel y, Instant Testing Company Reviewed By: A0 11.11°I;e4V Gary Stin.dish Robert P. Sullentrop, P.E. Senior Inspector Minnesota Reg.# 17823 #701 - 0 / #605 - 1 1/2 / #608 - 1/4 / #304 (1) DCP / #612 - 16 GEPHART1.DOC • . tTCO ALLIED D E IN ERIN G COM? ►. Y AN ALLIANCE OF INSTANT TESTING COMP ANY AND ALLIED TEST DRILLING .,obsite and Laboratory Testing. Georechnical Services. Commercial. Residential ana Municipal 7 West ' 26 Street, Suite 500. Savage. Minnesota 55378 Telephone: 952 -890 -7366 Fax: 952 - 890 -5883 July 15, 2008 Mr. Lenny Gephart Phone: 612 - 363 -6648 16047 Northwood Road NW Prior Lake, Minnesota 55372 _._.. _RE; 1.6.047 N.orthw.aod . Ro.ad NW Prior Lake, Scott County, Minnesota As requested, a site visit was made on July 9, 2008 at 7 :55 A.M. to evaluate subgrade soils within a house pad excavation, for the - proposed construction of a slab on grade single family residence. A subsurface exploration report #07039 dated September 17, 2007, as prepared by Allied Test. Drilling Company, was available for review prior to the site visit. At the time of the inspection, the proposed build area, including an appropriate oversize, was fully excavated to remove unsuitable materials to approximately 10 feet in depth. Soil at the base of the excavation consisted of a cohesive (grey clay /silt), corresponding to the soil strata observed in a test pit excavation on June 20, 2008, ' and documented by the soil exploration report. Ground water covered a large section of the base, with the flow adequately controlled by pumps located within the SE and SW corners of the excavation. A 1 5 /8th inch fluted handauger probe extended into the subgrade soils at random locations indicated soil strength acceptable for placement of engineered fill. A quantity of well graded moist sand exr:_avat? on_.,....w..s_ r.nns. der.ed_ s.roj 3 d.._.. .... __....._ be expected to provide a high level of consolidation as engineered fill ` . Sincerely, Instant Testing Company Reviewed By: 7 / r , / 24- • Gary Standish Robert P. Sullentrop, P.E. Senior Inspector Minnesota Reg.# 17823 #701 - 0 / #605 - 1/2 / #608 - 1/4 / #612 - 16 GEPHART2.DOC ITCO ALLIED ENGINEERING CO. AN ALLIANCE OF INSTANT TESTING COMPANY AND ALLIED TEST DRILLING Jobsite and Laboratory Testing, Geotechnica! Services, Commercial, Residential and Municipal 7125 West 126th Street, Suite #500, Savage, Minnesota, 55378 Telephone: (952) 890 -7366 Fax: (952) 890 -5883 Soils Inspection Report July 15, 2008 Lenny Gephart 16047 Northwood Road NW Prior Lake, MN 55372 Project: 16047 Northwood Road NW, Prior Lake Date of Inspection: July 8, 2008 @ 11:30 am Inspector: Tom Warner, ITCO At the request of Lenny Gephart a site visit was conducted to evaluate soil conditions within an excavation for a single family residence. At the time of the inspection the contractor had excavated the east edge of the proposed wood structure. Approximately six to seven feet of unsuitable material including organic soil and debris had been removed. The base soil consisted of a silty sandy clay. According to Allied Boring SB#2 this soil is suitable for construction, Some ground water was present at the time of the inspection. I informed Mark, the contractor, that 1 would return later in the day to inspect the remainder of the excavation. Copies To: Charge Code: Soil inspection #602 1 Mileage #612 15 Pads constructed of engineered fill could be subject to a loss of consolidation if left unbuilt upon over a single winter. Penetrating frost combined with a season of freeze -thaw cycles might loosen soils to the depth of the frost. This applies to fill composed of either granular of fine - grained cohesive material. All pads left exposed for one winter should be inspected by a geotechnical engineer or technician. Instant Testing Company Reviewed By: (\43eviN 6?-etAel cR /LiL11 7 Tom Warner, Soil Technician Robert P. Sullentrop Minnesota Reg. #17823 ITCO ALLIED ENGINEERING CO. AN ALLIANCE OF INSTANT TESTING COMPANY AND ALLIED TEST DRILLING Jobsite and Laboratory Testing, Geotechnica! Services, Commercial, Residential and Municipal 7125 West 126th Street, Suite #500, Savage, Minnesota, 55378 Telephone: (952) 890 -7366 Fax: (952) 890 -5883 Soils Inspection Report July lb, ZUUti Lenny Gephart 16047 Northwood Road NW Prior Lake, MN 55372 Project: 16047 Northwood Road NW, Prior Lake Date of Inspection: July 8, 2008 @ 3:00 pm Inspector: Tom Warner, ITCO Upon returning to the job site later in the !found the contractor had excavated the remainder of the house pad area. The base soil was a silty sandy clay. I informed Mark that this base soil was suitable for construction. The ground water infiltration had increased since the previous inspection. ITCO Allied's Senior Engineering Technician, Gary Standish, will visit the job site on July 9, 2008 to evaluate the ground water conditions. He will also perform a final inspection on the base soil. Copies To: Charge Code: Soil Inspection #602 1 Mileage #612 15 Pads constructed of engineered fill could be subject to a loss of consolidation if left unbuilt upon over a single winter. Penetrating frost combined with a season of freeze -thaw cycles might loosen soils to the depth of the frost. This applies to fill composed of either granular of fine- grained cohesive material. All pads left exposed for one winter should be inspected by a geotechnical engineer or technician. Instant Testing Company Reviewed By: Tom Warner, Soil Technician Robert P. Sullentrop Minnesota Reg. #17823 ITCO ALLIED ENGINEERING CO. AN ALLIANCE OF INSTANT TESTING COMPANY AND ALLIED TEST DRILLING Jobsite and Laboratory Testing, Geotechnical Services, Commercial, Residential and Municipal 7125 West 126th Street, Suite #500 - Savage, MN 55378 Telephone: (952) 890 -7366 Fax: (952) 890 -5883 DENSITY TEST REPORT Lenny Gephart 16047 Northwood Road NW Prior Lake, MN 55372 Protect: 16047 Northwood Road NW, Prior Lake Date Tested: July 9, 2008 @ 11:00 am Reported: July 15, 2008 Ordered By: Customer Field Technician: Tom Warner, ITCO Inplace Density Results Test Number: 1 2 Location: Southeast Northwest corner of house corner of house pad pad Depth Below Grade: 10' Visual Soil Class: Sand & gravel Proctor Curve Number: 08 -01 Percent Moisture: 5.0 4.5 Optimum Moisture: 11.9 11.9 Relative Moisture, Percent: 42 38 Field Density, PCF: 120.8 122.1 Standard Maximum Dry Density, PCF: 118.8 118.8 Relative Density, Percent: 102 103 Required Minimum: 98 98 Remarks: Pads constructed of engineered fill could be subject to a loss of consolidation if left unbuilt upon over a single winter. Penetrating frost combined with a season of freeze -thaw cycles might loosen soils to the depth of the frost. This applies to fill composed of either granular or fine- grained cohesive material. All pads left exposed for one winter should be inspected by a geotechnical engineer or technician. Copies To: Charge Codes: Density Tests 1 -2 #601 1 Charge Per Test #306 2 Mileage #612 15 P 1-' 1 ' 14 - Signed Gordon J. Kopacek, Professional Engineer - Registration No. 7254 ITCO ALLIED ENGINEERING CO. AN ALLIANCE OF INSTANT TESTING COMPANY AND ALLIED TEST DRILLING Jobsite and Laboratory Testing, Geotechnical Services, Residential and Municipal 7125 West 126th Street, Suite #500, Savage, Minnesota, 55378 Telephone: (952) 890 -7366 Fax: (952) 890 -5883 Proctor Test Report Lenny Gephart 16047 Northwood Road NW Prior Lake, MN 55372 Protect: 16047 Northwood Road NW, Prior Lake Date Sampled: July 8, 2008 Reported: July 15, 2008 Submitted By: Tom Warner, ITCO Performed By: Tom Warner, ITCO Standard Moisture /Density Test Curve Number: 2008 -01 Visual Soil Class: Sand & gravel Standard Maximum Dry Density: 118.8 Optimum Moisture: 11.9 Representative Of: Density test 1 Remarks: Copies i o: Charge Codes: Standard Proctor #303 1 Sample Prep #302 1 or Signed • Gordon J. Kopacek, Professional Engineer - Registration No. 7254 ITCO ALLIED ENGINEERING CO. AN ALLIANCE OF INSTANT TESTING COMPANY AND ALLIED TEST DRILLING Jobsite and Laboratory Testing, Geotechnical Services, Commercial, Residential and Municipal 7125 West 126th Street, Suite #500 - Savage, MN 55378 Telephone: (952) 890 -7366 Fax: (952) 890 -5883 DENSITY TEST REPORT Lenny Gephart 16047 Northwood Road NW Prior Lake, MN 55372 Protect: 16047 Northwood Road NW, Prior Lake Date Tested: July 9, 2008 @ 2:30 pm Reported: July 15, 2008 Ordered By: Customer Field Technician: Tom Warner, ITCO Inplace Density Test Test Number: 3 Location: Southwest corner of house pad Depth Below Grade: 8' Visual Soil Class: Sand & gravel Proctor Curve Number: 08 -01 Percent Moisture: 5.0 Optimum Moisture: 11.9 Relative Moisture, Percent: 42 Field Density, PCF: 118.7 Standard Maximum Dry Density, PCF: 118.8 Relative Density, Percent: 100 Required Minimum: Remarks: Pads constructed of engineered fill could be subject to a loss of consolidation if left unbuilt upon over a single winter. Penetrating frost combined with a season of freeze -thaw cycles might loosen soils to the depth of the frost. This applies to fill composed of either granular or fine - grained cohesive material. All pads left exposed for one winter should be inspected by a geotechnical engineer or technician. Copies To: Charge Codes: Density Tests 3 #601 1 Charge Per Test #306 1 Mileage #612 15 • 41r AO .L r �► d Signed Gordon J. Kopacek, Professional Engineer - Registration No. 7254 ITCO ALLIED ENGINEERING CO. AN ALLIANCE OF INSTANT TESTING COMPANY AND. ALLIED TEST DRILLING Jobsite and Laboratory Testing, Geotechnical Services, Commercial, Residential and Municipal 7125 West 126th Street, Suite #500 - Savage, MN 55378 Telephone: (952) 890 -7366 Fax: (952) 890 =5883 DENSITY TEST REPORT Lenny Gephart 16047 Northwood Road NW Prior Lake, MN 55372 Proiect: 16047 Northwood Road NW, Prior Lake Date Tested: July 10, 2008 @ 8:30 am Reported: July 15, 2008 Ordered By: Customer Field Technician: Tom Warner, ITCO Inplace Density Test Test Number: 4 Location: Center of house pad Depth Below Grade: 6' Visual Soil Class: Sand & gravel Proctor Curve Number: 08 -01 Percent Moisture: 5.1 Optimum Moisture: 11.9 Relative Moisture, Percent: 43 Field Density, PCF: 114.0 Standard Maximum. Dry Density, PCF: 118.8 Relative Density, Percent: 98 Required Minimum: 98 Remarks: Pads constructed of engineered fill could be subject to a loss of consolidation if left unbuilt upon over a single winter. Penetrating frost combined with a season of freeze -thaw cycles might loosen soils to the depth of the frost. This applies to fill composed of either granular or fine - grained cohesive material. All pads left exposed for one winter should be inspected by a geotechnical engineer or technician. Copies To: Charge Codes: Density Tests 4 #601 1 Charge Per Test #306 1 Mileage #612 15 - ' pe 9 � d Signed Gordon J. Kopacek, Professional Engineer - Registration No. 7254 ITCO ALLIED ENGINEERING CO. AN ALLIANCE OF INSTANT TESTING COMPANY AND ALLIED TEST DRILLING Jobsite and Laboratory Testing, Geotechnical Services, Commercial, Residential and Municipal 7125 West 126th Street, Suite #500, Savage, Minnesota, 55378 Telephone: (952) 890 -7366 Fax: (952) 890 -5883 Soils Inspection Report July 15, 2008 Lenny Gephart 16047 Northwood Road NW Prior Lake, MN 55372 Project: 16047 Northwood Road NW, Prior Lake Date of Inspection: July 14,- 2008 ©.11:30 -am -. - -. -- Inspector: Tom Wamer,_ITC_O A visual inspection was performed on a proposed detached garage. At the time of the inspection the contractor had excavated the south half of the garage area. Approximately 10 to 11 feet of black organic silt and clay had been removed. The base soil consisted of a grey sandy silt. According to Allied soil boring this is acceptable soil for construction. I informed Mark that it was okay to begin filling this area. I will retum this afternoon to inspect the remainder of the garage excavation. Copies To: Charge Code: Soil Inspection #602 1 Mileage #612 15 Pads constructed of engineered fill could be subject to a Toss of consolidation if left unbuilt upon over a single winter. Penetrating frost combined with a season of freeze -thaw cycles might loosen soils to the depth of the frost. This applies to fill composed of either granular of fine - grained cohesive material. All pads left exposed for one winter should be inspected by a geotechnical engineer or technician. Instant Testing Company Reviewed By: Tom Warner, Soil Technician Robert P. Sullentrop Minnesota Reg. #17823 ITCO ALLIED ENGINEERING CO. AN ALLIANCE OF INSTANT TESTING COMPANY AND ALLIED TEST DRILLING Jobsite and Laboratory Testing, Geotechnical Services, Commercial, Residential and Municipal 7125 West 126th Street, Suite #500 - Savage, MN 55378 Telephone: (952) 890 -7366 Fax: (952) 890 -5883 DENSITY TEST REPORT Lenny Gephart 16047 Northwood Road NW Prior Lake, MN 55372 Project: 16047 Northwood Road NW, Prior Lake Date Tested: July 14, 2008 © 11:30 am Reported: July 15, 2008 Ordered By: Customer Field Technician: Tom Warner, ITCO Inplace Density Test Test Number: 5 Location: West footing line of house Depth Below Grade: 4' Visual Soil Class: Sand & gravel Proctor Curve Number: 2008 -01 Percent Moisture: 5.8 • • Optimum Moisture: 11.9 Relative Moisture, Percent: 49 Field Density, PCF: 115.6 Standard Maximum Dry Density, PCF: 118.8 Relative Density, Percent: 98 Required Minimum: 98 Remarks: Pads constructed of engineered fill could be subject to a loss of consolidation if left unbuilt upon over a single winter. Penetrating frost combined with a season of freeze - thaw cycles might loosen soils to the depth of the frost. This applies to fill composed of either granular or fine- grained cohesive material. All pads left exposed for one winter should be inspected by a geotechnical engineer or technician. Copies To: Charge Codes: Density Tests 5 #601 0.5 Charge Per Test #306 1 Mileage #612 0 l'_.:: ,--..., -AI, kc, ' dr Pela 1 Jr Signed Gordon J. Kopacek, Professional Engineer - Registration No. 7254 ITCO ALLIED ENGINEERING CO. AN ALLIANCE OF INSTANT TESTING COMPANY AND ALLIED TEST DRILLING Jobsite and Laboratory Testing, Geotechnical Services, Commercial, Residential and Municipal 71251 West 126th Street, Suite #500, Savage, Minnesota, 55378 Telephone: (952) 890 -7366 Fax: (952) 890 -5883 Soils Inspection Report July 15, 2008 Lenny Gephart 16047 Northwood Road NW Prior Lake, MN 55372 Project: 16047 Northwood Road NW, Prior Lake - Date•ef Inspection: July 14,2008 .2:30.pm . Inspector: Tom Warner, ITCO On returning to the job site the contractor had excavated the remainder of the garage area. About ten feet of black organic silt and clay had been removed. The base soil consisted of a grey sandy silt. The foreman was told that this soil is suitable for construction and placement of fill could begin. Copies To: Charge Code: Soil Inspection #602 1 Mileage #612 15 Pads constructed of engineered fill could be subject to a loss of consolidation if left unbuilt upon over a single winter. Penetrating frost combined with a season of freeze -thaw cycles might loosen soils to the depth of the frost. This applies to fill composed of either granular of fine- grained cohesive material. All pads left exposed for one winter should be inspected by a geotechnical engineer or technician. Instant Testing Company Reviewed By: c-gai". ( p , - Tom Warner, Soil Technician Robert P. Sullentrop Minnesota Reg. #17823 Northwood Road v 2 0 0 z 0 kt 0) Z i ' 6 3 o , m • to o z Q] N W . f .7.. 0 - Z CO o CO 1 V r CO S ! ! --IIH --••■-- ti • • SUBGRADE EXPLORATION FOR (2- A Lenny Gephart Site (U'�` ° fi b-c-' Prior Lake, Minnesota Allied Project No. 07039 September 17, 2007 INTRODUCTION This report presents the results of subgrade exploration performed by our firm for the above referenced site. This work was requested and authorized by Mr. Lenny Gephart on September 11, 2007. Our work was performed as described in our proposal for subgrade exploration dated September 10, 2007. Three Standard Penetration Test (SPT) borings were put down on the site in order to obtain information regarding the in -place subgrade materials. PROJECT INFORMATION As shown on the site map, the project site is located at 16047 Northwood Road, Prior Lake, Scott County, Minnesota. There are existing buildings located on the site which will be removed. A house from a different site will be relocated to the site. A new foundation and lower level will be constructed and the relocated house placed on top. A separate garage will also be constructed. 1 BORING LOCATIONS AND ELEVATIONS The borings were located as shown on the site plan included in the Appendix. Dimensions were measured off the existing house. Elevations were taken from two separate benchmarks roughly at the same elevation. An arbitrary elevation of 100.0 was assumed for both benchmarks. The garage floor was used as a benchmark for soil borings 2 and 3. An electric box west of the house was used as a benchmark for soil boring 1. FIELD EXPLORATION Three Standard Penetration Test (SPT) borings were put down at the site. The borings were put down to depths of 20 feet in accordance with ASTM 1586 -84: "Standard Method for Penetration Test and Split - Barrel Sampling of Soils ". Using this procedure, a 2" O.D. split barrel sampler is driven into the soil by a 140 -1b weight falling a distance of 30 inches. After an initial set of 6 ", the number of blows required to drive the sampler an additional 12 inches is known as the standard penetration resistance or N- value. The N -value provides an indication of the relative density of cohesionless (coarse grained) soils or of the consistency of cohesive (fine - grained) soils. As the samples were obtained in the field, they were visually and manually classified. Representative portions of the samples were then sealed in clean glass soil jars and returned to the laboratory for further examination and verification of the field classification. The recovered soil samples were classified in accordance with the Unified Soil Classification System, ASTM D: 2488 -84. A chart illustrating this classification method is included in the appendix of this report. Logs of the test borings indicating. the depth and identification of the various strata, measured penetration resistances, soil classifications and the results of water level checks are also included in the appendix. SUBSURFACE CONDITIONS Soil boring 1 consisted of 20 inches of topsoil, underlaid by clay to a depth of 3.25 feet, sandy silt to a depth of at least 4 feet, peat from at least 5 feet to at least 6.5 feet of depth, silty clay from at least 7.5 feet to at least 9 feet of depth, organic sandy silt from at least 10 feet to at least 11.5 feet of 2 • depth, silty sand from at least 12.5 " feet to at least 14 feet of depth, silty clay from at least 15 to at least 16.5 feet of depth, and sandy silt from at least 20 feet to 21.5 feet of depth. Soil boring 2 consisted of 9 inches of topsoil, underlaid by organic silt to 5 feet of depth, organic clay to at least 6.5 feet of depth, clayey silt from at least 7.5 feet to at least 9 feet of depth, silty sandy clay from at least 10 feet to at least 16.5 feet of depth, and sandy silt from at least 20 feet to 21.5 feet of depth. Soil boring 3 consisted of 3 inches of asphalt pavement, underlaid by 3 inches of class 5 aggregate to a depth of 6 inches, sandy clay to a depth of 2.5 feet, organic silt to a depth of 5 feet, organic clay to a depth of at least 6.5 feet, silt from at least 7.5 feet to 10 feet of depth, sandy silt to at least 11.5 feet of depth, silty sand from at least 12.5 feet to 13.4 feet of depth, clayey sand to at least 14 feet of depth, silty clay from at least 15 feet to at least 16.5 feet of depth, and sandy silt from at least 20 feet to 21.5 feet of depth. N- values ranged from 3 to 21, which indicates that the soil ranged from loose to firm in density. N- values of 5 and below do not provide a high enough bearing capacity for a standard loading for a residential structure. Groundwater was encountered in all three borings initially at 11 feet in boring 1, 10 feet in boring 2, and 5 feet in boring 3. Final readings at the time of backfill for each boring were 6 feet in boring 1 and 5 feet in the other 2 borings. Groundwater conditions may vary both seasonally and annually, based on precipitation amounts, patterns, and both surface and subsurface drainage in the local area. Included in the appendix of this report are logs of the test borings, which describe the conditions encountered at each drilling location. The depth of the individual strata of soil may vary at and between the drilling locations due to unsampled intervals, the occurrence of transitions between soil layers and the natural variability of the subsurface conditions. CONCLUSIONS AND RECOMMENDATIONS Organic topsoil, organic silt and clay layers, peat, loose fill, and any soft layers which may be encountered, should not be relied upon for support of the footings, slabs or controlled fills that 3 1 • will support these elements. It should be possible to provide support for the planned structure with conventional spread footing foundation systems by using excavation and controlled refilling procedures together with an observational approach. This should require excavation at the boring locations in order to prepare for the placement of controlled fill to make grade for concrete for footings or slabs. Topsoil or other materials which would not be suitable for use as controlled fill may be able to be used as surface fill in the lawn and landscaping areas. The Department of Housing & Urban Development (D -HUD), which underwrites F.H.A. mortgages, requires a separation of 4.0 feet between the highest observed groundwater and the lowest basement slab. Although this may or may not be a requirement in Prior Lake, it is a good standard to follow in order to avoid water intrusion or footings becoming submerged. In order to provide a four foot separation between the highest known water elevation and the lowest slab, the lowest slab would need to be placed at 1 foot below the current grade. This would require some above grade filling if a full basement or a split entry is implemented. Additional recommendations are presented in the following sections: 1. EXCAVATION In general, grubbing and stripping operations should remove all significantly organic or root infested soils from the areas to be worked. Frozen material or otherwise unsuitable soil and debris should be removed. Soft soil layers should also be removed. Where undocumented fill or otherwise unsuitable soils are exposed in the base of excavations which will support slabs or footings, these materials should also be removed. Frozen soils resulting from frost penetration may turn soft upon thawing and would need to be removed. Silt layers that consist of mineral soil need not be removed if they can be compacted to meet density requirements, but this type of soil can become unworkable when it is wet. For the support of fill sequences, slabs, or footings it will be important to remove unsuitable soils prior to the placement of the controlled and compacted fill to make grade for concrete for 4 foundations. Once the organic topsoil layers and otherwise unsuitable materials have been removed, the completed excavations should be observed by ari experienced soil engineer or technician, then aerated and re- compacted until the conditions are judged suitable prior to the placement of controlled and compacted fill to make grade for concrete for footings or slabs. The following areas should be observed at the time of construction and removed and replaced as necessary to obtain adequate compaction of the soil for the proposed residential structures: Soil Boring Soil depth associated with Soils requiring modification - #1 Topsoil, 5 -6.5 feet, and 10 -11.5 feet #2 Topsoil, 0.75 -6.5 feet #3 Pavement, 2.5 -6.5 feet, 7.5 -10 feet* *It may be possible to reuse the soft silt layer at 7.5 -10 feet of depth if it can be compacted and meet density requirements. 2. FOUNDATIONS It should be possible to provide support for commercial footing foundations systems using one of the following methods: Excavate and controlled filling procedures It should be possible to provide support for spread footing foundations systems using excavation and controlled filling procedures. As mentioned previously, the topsoil, peat, organic silts and organic clays, and any uncontrolled fill encountered during the excavation work should not be relied upon for support of footings, slabs or controlled fills which will support these elements. It will be important to monitor the conditions exposed in the excavations during the grading work prior to the placement of fill to make grade for concrete for footings or slabs. Hand auger borings should be put down in the completed excavations and the exposed conditions judged suitable by an experienced soil engineer or technician prior to the placement of footings or fill. 5 • Once the recommendations presented in this report have been implemented, a net allowable bearing pressure of 2000 pounds per square foot may be utilized for the proportioning of individual footings. In designing the footings, it is recommended that they be designed to exert approximately equal pressures to the bearing strata. This should limit total and differential settlements to l" and t /z" respectively. For frost protection, we recommend that footings in unheated areas be placed at a depth of 48 inches below finished grade. In heated portions of the buildings where frost susceptible materials are absent, a depth of 42 inches would be adequate. Where full or partial basements are utilized, frost depths for garage areas and porch structures should be maintained as outlined above Pier or Piling Foundation System Due to the depth of unsuitable soils, excavation and replacement with engineered fill may not be suitable due to the large area required to excavate unsuitable soils and importing of suitable soils. A pier or piling foundation system consists of a pier that is driven into the soil until adequate bearing capacity or shear resistance is reached to support the structure. A grade beam is then placed on top of the piers to bridge the soft soil between the piers. A grade beam is essentially the same as a footing that is reinforced to span the intervals between piers. Three options most commonly used for piers include: • Push pier — round steel structural member pushed into the ground. • Helical pier — round steel structural member with helical auger plate turned into ground. • Geo -pier — augered hole with compacted rock using a hydraulic ram to force rock into soft soil layers. 3. FILL PLACEMENT Fill material should be mineral soil, preferably granular, and free of debris, boulders and organic material. The on -site soils would be suitable for reuse as controlled fill material. Silt layers would likely become unworkable if they became wet during construction. Fill should be placed and compacted in a manner that will allow complete compaction of the entire fill layer to a minimum of 95% of the Standard Proctor Density according to ASTM D:698 6 in the building pad area. Required compaction should be increased to 98% for fill areas 4 feet and deeper below final grade and below all footings. A minimum of one representative field density test should be performed for each two feet of fill placed at a time in a given work area. Density tests in mass fill areas should be performed at a rate judged sufficient to represent the fill sequence as a whole. Where sand fills are to be compacted, smooth "drum" type vibratory equipment would be preferred, however, a sheepsfoot roller with short wide pads may provide adequate compaction. Fill areas should be properly oversized to provide for adequate distribution of the imposed loads. The fill supporting structural elements should extend at least one foot horizontally beyond the structure, slab or edge of the footing. Fill surfaces should extend downward and outward on a 1:1 slope to competent soil. If the fill slope is unconfined by other soils, the downward and outward slope should be flattened and stabilized. Also, no unremedied excavations should be carried out within the fill oversize areas. 4. FOUNDATION DRAINAGE Backfill zone drainage should be planned and the installation monitored at the time of construction by an experienced individual who fully understands the intent of these drainage ' recommendations. In planning backfill zone drain tile installation, the invert elevation should be below the level of the lowest floor slab and the line should be adequately protected from blockage prior to backfilling by a suitable encapsulation of gravel, (such as Mn/Dot spec 3149.2 H; "coarse filter aggregate "), and geotextile separation fabric. In the backfill zones above the drain tile the use of granular material is recommended. Sand for this purpose should contain less than 12% passing the number 200 sieve, (Mn/Dot "select granular borrow "; spec 3149.2 B). Care should be taken during the backfilling operations to ensure that the drainage materials are not crushed or deformed. Fill installation in these areas should be initiated with a two -foot lift of the granular backfill. A two to three foot thick compacted clay cap, with a positive slope away from the structure, may be placed at the top of the backfill zone to aid in reducing the infiltration of moisture into this area which would need to be carried by the drain tile system. It should be 7 noted that the construction of the backfill zone drainage system should be performed with the same level of care as the foundation wall itself 5. FINAL SITE TOPOGRAPHY The final soil surfaces should be graded to provide adequate drainage away from structures and pavements in order to minimize deleterious effects associated with water infiltration. The areas adjacent to footing walls should be adequately compacted, (not loosely placed), and provided with drainage outlets to avoid this zone acting as a "sump" and creating nuisance water conditions. Compliance with the building code provision for positive surface drainage away from the structure should also aid in reducing the quantity of infiltration into the backfill zones adjacent to foundation walls. STANDARD OF CARE The recommendations contained in this report are professional opinions. These opinions were arrived at in accordance with generally accepted engineering practices currently in use at this time, location and for projects of this type. Other than this, no warranty is implied or intended. Soil samples recovered from the test borings will be retained in our offices for a period of thirty days from the date of this report. After that time they will be discarded unless prior written instructions to the contrary are received. I hereby certify that this report and/or specification has been prepared by me or under my direct supervision and that I am a duly registered Professional Engineer under the laws of the State of Minnesota. If you have any further questions or we can be of any further assistance, please do not hesitate to phone or write. ITCO ALLIED ENGINEERING COMPANY •PP- A, 62.4 Robert Sullentrop, P.E. Gordon J. Kopacek, P.E. Project Engineer President 8 ALLIED TEST DRILLING COMPANY . PROJECT: Lenny Gephart Site NUMBER: 07039 16047 Northwood Road PAGE 1 OF 1 SURFACE ELEVATION LOG OF BORING . W m - >" o 100.45 SB #1 u_ D w 0 TEST STANDARD w w > = . RESULTS PENETRATION DESCRIPTION AND AND TEST DATA I-- 2 a CC w CLASSIFICATION OTHER (blows /foot) a OF MATERIALS REMARKS z 5 10 20 40 70 DARK BROWN CLAYEY TOPSOIL 1 1 1 1 1 1 1 : 1 11 1 1 RA: 1 I . I 1 1 1 . 1 it .67 98.7; 1 . . 1 1 2.1 MOIST TAN CLAY, CL w /sand lens on bottom / 11 • 2 SS / °.25 97., a I 1 I 11 MOIST TAN SANDY SILT, ML . : 1 1 4.0 96 � � Ii 11 1 1 11 BLACK PEAT, PT 1 . I I I 3 SS . 10 i ! 6 •* 1 1 -.5 93.9 I 1 1 , 1 1 1 11 1 11 MOIST GREY /BLACK SILTY CLAY, CL 1 1 1 1 $ 1 1 1 1 4 SS slightly organic 5 ' 1 1 I 11 4 91.4 I 1 I 1 1 1 11 1 11 1 1 1I 10.0 1 11 MOIST BLACK/GREY ORGANIC SANDY 1 1 1 1 5 SS SILT, OL 9 1 11 1.5 88.9" ; 1 . 1 1 1 12.6 1 1 1 11 1 ' 1 i 1 1 MOIST BROWN SILTY SAND, SM " • 6 SS 14 1 11 1 1 .1 4 86.4" 1 1 11 14.0 I 1 I I . 1 11 I t: , 1 1 1 MOIST GREY SILTY CLAY, CL ' 1 1 1 1 16.1 7 SS / 10 I 1 1 11 6.5 83.9' 1. 1 1 1 1 1 11 . 1 1 1 1 1 1 1 ' 1 1 1 1 18.E 1 1 1 1 1 1 11 1 . 1 1 1 1 I 1 ' 1111 1 . 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 20.i 1 1 . 11 W SANDY SILT, ML ' 1 11 1 1 1 1 1 1 8 SS 11 1 1 , It 1 1 1 1 1 1 _ •1.5 78.9 1 1 1 1 1 11 1 1 1 1 1 1 22.1 1. L L I J 1 1I WATER -LEVEL CHECKS METHOD SPT DATE TIME SAMPLED TO CASING CAVE -IN WATER 09/13/2007 9:30 21.5' 20' 14' 11' — STAR ■ COMPLETED 10:45 6' 09/13/2007 09/13/2007 ' 1- - RIG ' Craig CME -55 . ALLIED TEST DRILLING COMPANY PROJECT: Lenny Gephart Site NUMBER: 07039 16047 Northwood Road PAGE 1 OF 1 SURFACE ELEVATION LOG OF BORING F fti Ca W a >" C7 101.08 SB #2 ? z w > = ' TEST RESULTS PENETRATION w DESCRIPTION AND AND a , TEST DATA I-- a. < rx ct CLASSIFICATION OTHER (blows/foot) 07 . 0 OF MATERIALS REMARKS Z 5 . 10 20 40 7 1 GRAB •'‘ DARK BROWN TOPSOIL W /ROOTS ' r: 1.75 100.33 ' BLACK ORGANIC SILT, OL . 1 , 2.1 , 1 , , i i 2 SS 5 4.0 ' ' , • 96.08 , , ■ w BLACK ORGANIC CLAY, OH • i - 4 6.1 3 SS w • vs . 1.s 94.58 • MOIST TAN CLAYEY SILT, MH • 8.• 4 SS 5 ; . 92.08 • • 10.0 MOIST T N /GREY MOTTLED SILTY SANDY 9 . 5 SS 12.0 , 6 SS O I 11 ' 14.0 i 7 SS 18 16.1 6.5 84.58 • 18.1 . 20 GREY SANDY SILT, ML ' ' . 8 ss 18 ' F1.5 79.58 22.e i I. L. LJJ. WATER -LEVEL CHECKS METHOD • - SPT DATE TIME SAMPLED TO CASING CAVE -IN WATER 09/13/2007 11:15 21.5' 20' 5' STARTED COMPLETED 1:00 5' 09/13/2007 09/13/2007 DRILLER RIG Craig CME -55 DRAWN BY • APPROVED s I ALLIED TEST DRILLING COMPANY • PROJECT: Lenny Gephart Site NUMBER: 07039 16047 Northwood Road PAGE 1 OF 1 SURFACE ELEVATION LOG OF BORING W Ca Q >. 0 99.80 SB #3 TEST R ESULTS z z _1 o = PENETRATION = a w ¢ D ESCRIPTION AND AND a , TEST DATA a ct Ce CLASSIFICATION OTHER (blows /foot) o N OF MATERIALS REMARKS 5 10 20 40 70 Fin' 5 ASPHALT PAVEMENT 9 Vi CLASS 5 AGGREGATE r I I I I I It - 1 GRAB BROWN SANDY CLAY, I 1 : AY, CL 1 ; 7 1 1 1, 2.0- • .5 97.3 1 1 i BLACK ORGANIC SILT, OL " 2 SS 8 I I II . 4.0 _ 94.8 I I I I , 0, BLACK ORGANIC CLAY, O H - 3 SS w I I I II; 6.0 w 6 1 - I 5 93.3 /W I 8.0 GREY/WHITE SILT, ML ' 4 SS 3 I I , I I , i I I • 1 . 10.0 U 89.8 WET GREY SANDY SILT, ML - 5 SS 11 1.5 88.3 I . 12.0 WET BROWN SILTY SAND, SM - 6 SS 3.4 86.4 6 1 4 WET BROWN CLAYEY SAND SC 858 14.0 I • T AN SILTY CLAY, CL • - ' - 7 SS / 16.0- 16 6.5 83.3 I . 18.0- ' I I 11 • I • 20 GREY SANDY SILT, ML 8 SS 21 � � ! , I i l , X1.5 78.3 , I t t ■ , I I I I. I 22.0— _ _ - 1 L L-1 -1 -I L I_ . WATER -LEVEL CHECKS METHOD SPT DATE TIME SAMPLED TO CASING CAVE -IN WATER 09/13/2007 1:45 21.5' 20' 14' 10' • STARTED COMPLETED 3:45 5' 09/13/2007 09/13/2007 DRILLER RIG CME -55 DRAWN BY APPROVED c rco ALLIED ENGINEERING COMPANY AN ALLIANCE OF INSTANT TESTING COMPANY AND ALLIED TEST DRILLING obsite and Laboratory Testing, Geotechnical Services. Commercial, Residential and Municipal 7125 !Nest 126' Street, Suite 500, Savage, Minnesota 55378 Teieo.none: 952- 890 -7366 Fax: 952 -890 -5883 • June 24, 2008 Mr. Lenny Gephart Phone: 612 - 363 -6648 16047 Northwood Road NW Prior Lake, Minnesota 55372 • RE: 16047 Northwood Road NW Prior Lake, Scott County, Minnesota As requested, a site visit was made on June 20, 2008 at 10:00 A.M. - to evaluate subgrade soils within a test pit excavation, for the proposed construction of a slab on grade single family residence located on a lakeshore lot. A subsurface exploration report #07039 dated September 17, 2007, as prepared by Allied Test Drilling Company, was available for review prior to the site visit. At the time of the inspection, a previous structure had been removed from the site, and it is our understanding that the foot print of the new residence will inpart, occupy a portion of the previous house pad. A test pit was excavated within the south section of the proposed build area, to a depth of approximately 10 feet. Excavated soils consisted of a upper zone of a brown sandy clay, underlain by peat and organic clay terminating at the excavation base within a light grey clayey silt. Ground water infiltration was observed at the intersection of the respective soil zones, with a increase in flow noted from a sand seam located at the south wall slightly above the excavation base. To assess the strength of the soils., a 5 /8th inch diameter smooth probe was used to penetrate the soils at the base of the test area. With full body weight applied, the probes indicated'an average penetration of 1 3/4 - 2 feet. A 1 5 /8th inch fluted handauger probe extended into the subgrade soils indicated a rapid transisition from the soft surface material, to a stiff cohesive soil at depth. Soil samples extracted by the probe indicated subgrade strata consistent in classification with material observed at the excavation base. To evaluate the relative loadbearing capacity of the subgrade soils, a dynamic cone penetrometer test was conducted at the base of the test excavation. The dynamic cone penetrometer (DCP), uses a eight kilogram (17.6 pound) hammer to drive a 20 millimeter diameter conical point into the soil, with the penetration recorded in millimeters per blow. From the DCP reading, a per blow, penetration average was recorded and a N -value derived. This N- value, is an q •(, 6,(Z .L. 4 ,e,o )C9 V 4 b f� D 1‘:( l Z - BURNSVILLE PARKWAY, SUITE 106 a e 1 � BURNSVILLE. MINNESOTA 55337 USA A D V A N T A G E ENGINEERING, INC. UING s mrznmKD DIMMERS T 95 F 95 PROJECT NAME: ? 1I , 4 r � PAGE #:� OF:4 PROJECT NUMBER: w ) e 5 1 : 4/ DATE: - Ia NOTE: 3R EE WAY FO V •' S •T IO '• 1 BY: G CHECKED BY: olIN DATIotti DETA 1 ; ' ‹Ttfams 51) 1 f la JIA. X639 jj, , 0/73 le 4 , 6410 d.c - ! 1 ' I ' . a'-'"-- - " C I P Adfiu, 1 I I -a ` C 5 e I p.c Ea4 R7� 1 Wu i �i o p v o f ;- 3 !CAN X P CrFn z- a' - , ow tin I ' = f TY'J€tJ rE- ( I i -, N p X151 6' 1 vu o( , r't 0 1 3 11 35 x vN7' a o 1 Ti p , i G ; a, 4000 y GO POO , J, X vIcE DI Gdp p SsIR d�I' ( 4 -f ovw i i.vvr F. Tc t 171 T l l 4 r �f c oo r't r o rN i , t N loo 1 101'1 �' e NctiOR 5 FoTr11V6 1348 TD 1STINEr 1 UNP#�¢gs —" id uu,�Nhf3 c/ 1�: 4MIrJG P ,E55 v n I50o ,, !e to reggcr nu.O 3 DA SEpr. 17 ';2,06'1, 1 1 Project: Audas Residence Date: September 17, 2012 Pages #D1 of 1 AEI Job # 12SPHG1 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Engineer under the laws of the State of ( Minnesota. 1 Print Name: ITMNN ' V . i A 0 Signature: I ' / OF /'--- I' Date: 9Jl'7ji2 License #: WO s� C? j REGISTERED 1. PROFESSIONAL. C y ENGINEER w %9 I. No. 16600 � 9� y. �u� 110 4 • P R I R LA 'DEPARTMENT OF BUILDING AND INSPECTION INSPECTION RECORD SITE ADDRESS /4641 ,Vdla W . NATURE OF WORK USE OF BUILDIN PERMIT NO. Tr. DAT ISSUED B. 3i • CONTRACTOR 4 4t(11A0 CA PHONE b1Z * • 106 NOTE: THIS IS NOT A PERMIT FOR ANY OF THE INSPECTIONS BELOW THE PERMIT IS BY SEPARATE DOCUMENT INSPECTOR DATE I FOOTING k 11 Wo 1 I 1 FOUNDATION (Prior to Backfill) 1 p/b ftAl FN,, /44. 61/143/(1 I PLACE NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED ROUGH - INS GOMMOMIMIF 4Je- FRAMING VO r, P/ i W INSULATION Jo,P-J ELECTRICAL COVER NO WORK UNTIL ABOVE HAS BEEN SIGNED 1 1 1 FINALS BUILDING 6219 /o j f i .2 ELECTRICAL DO NOT OCCUPY UNTIL ABOVE HAS BEEN SIGNED NOTICE This card must be posted near an electrical service cabinet prior to rough -in inspections and maintained until all inspections have been approved. On buildings and additions where no service cabinet is available, card shall be placed near main entrance. FOR ALL INSPECTIONS (952) 447 - 9850