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CO & DOCS - 02-00035 - Legacy Cove Apartments - Bldg #3
Occupancy: Merlin Webster CERTIFICATE OF OCCUPANCY City of Rexburg Department of Building Inspection Building Permit No. R- o2 -o7 -o7 Building Street Address: 700 South 200 East Building Owner: Triton Investments Contractor: Mark Bergeson Construction, Inc. Description of building or portion of building for which this certificate is issued: C.O. Issued by: Water Department State of Idaho Electrical De Residential — 12 single student apartments — Building #3 Full This Certificate issued rsuant to the requirements of Section 109 of the Un' orm Building Code, certifies t�jat, at t time of issuance, this building or that portion of the ui[ding that was inspected on the bate listed was found to he in compliance with the requirements of the c t r t p n ? i s Al of /� A AY t use for 1A CA c& tbe pro os A cc TA ncs ,,ode for ►,lfe group ant) v�tJwly� of o:,Ctdt�nYiC� �.��� �he JaSe for rJr / 1w / u / C' f �rv��vuev oan.vf�iw.rw� was classified. Date: August 25, 2003 (9 :5 Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Buil 0f ia1 has reviewed and approved said future changes. - (208 - 356 -483o ) Department BUILDING PERMIT APPLICATION REXBURG, ID THE UNDERSIGNED HEREBY APPUES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN 1 HE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER X�JC BUILDER WO r - tfit " ,trel r y i 0 . 4 STRUCTURE: NEW 0 REMODEL 0 ADDITION *RESIDENCE ❑ COMM. ❑ EDUCATIONAL 0 GOVT 0 RELIGIOUS FOOTINGS *CONCRETE U MASONRY 0 OTHER REMARKS: VALUE FEE PAID BUILDING INSPECTOR DEPARTMENT OF BUILDING de ZONING CASH JOB ADDRESS„ • 7 0 ARCHITECT Ilr hr. SC lx•.G. 0 REPAIR O FENCE 0 PATIO DATE APPLICANT DATE ADDRESS DESIGNER O RENEWAL 0 CARPORT 0 WHITE- Owner's Copy CANARY- BuiIding Department's Copy PINK -Asa o s Cop/GGO& DENROO.Inspector PHONE I 744 &en 0 FIRE DAMAGE GARAGE 0 AWNING FOUNDATION ^CONCRETE 0 MASONRY O OTHER BASEMENT O PARTIAL 0 FULL FLOORS 0 WOOD ER ETE EXT. WALLS 0M MASONRY CI VENEER ❑ METAL STUCCO INT. WALLS CIMASONRY CONCRETE DRYWALL PLASTER 0 TILE CEILING ROOF *DRYWAU. CI 0 PLASTER 0 ACOUSTIC O OPEN O BUILT UP. COMP. SH. • TILE 0 ROLL ROOF. O METAL HEAT AS O OIL CI COAL ❑ FIREPLACE O ELECTRIC INSULATED WALLS gCEILING ❑ FLOORS *PERIMETER This permit is issued subject to the regulations contained in the Uniform Building Code and Zoning Regulations of Rexburg, and it is hereby agreed that the work to be done as shown in the plans and specifications will be completed in accordance with the regulations pertaining and applicable thereto: The issuance of the permit does not waive restrictive covenants. tit' bid,- Date of Application 5 -22 -O Z OWNER ] _ r Name v e5 ih T3 APPLICATION FOR BUILDING PERMIT CITY OF REXBURG, IDAHO Site Address qs. Ida 50- Zoo a - Mailing Address C f37(p So - - 7° • ) E-- J C /C) 1 4 y $ City /State /Zip S' -r t_ fr# cr17 (j - - to . 7 l Telephone/Fax/Mobile 1Tf ( (1 Z7 `Z@ ( 6 -v Pi %ic go f 2-Ga • C 7=13 CONTRACTOR Name Arc R - SdY( �e- Mailing Address ( IVO • fl/l:, ,/ City /State /Zip Le ct is rd-v, (it S-c-f 3Zo Permit No. "07- 67 Telephone/Fax/Mobile to- L i 21 ir Z 10 C 4 '-f 3 57 757 - Gj y 79 - /%- 2S 0 11 PROJECT INFORMATION DEPARTMENT APPROVAL Property Zone: ti" a R Is existing use compatible with zoning, (screening parking, etc) When was this building last occupied Architect/ Engineer Firm ft' f ((et Th Sdd 1 , Plan Name a c ((lit Subdivision 1 " 1 4 C Lot 6a 1,2. Block Circle One (Residentia Commercial Educational Government Remodel Other Circle One New House Addition/Remodel to House Circle One Basement: None/ Finished / Unfinished Lot Square Footage /0 &Ye 5 Lot Width Square Feet 24 3 TO Garage Square Feet Number of Stories -3 Height of Building 2- S What will structure be used for: Home Home Business •artmeni) Commercial Other Will there be an apartment? Total Estimated Cost '70, 0V 0 Are you in a flood plain Signature of Applicant Code ; Building Permit Fees 2/. Zone Plan Check Fees 7 O, t 3 Plumbing Permit Fees / /3 9) Digging Permit Fees Water & Sewer Fees Front Footage Fee y� / � TOTAL $ �� �'J� Z Signature of Inspector Issued by 7 Building Type u J I 0 Ti ; ? l O Z New Commercial Commercial Remodel Other: None/ Patio/ Carport/ Awning N/A If so, how many units 12- Rough Plumbing a+"' Septic Tank Fixtures Water Piping Complete Sewer i Z Bath Tubs Fv ' a+"' Urinal Showers Sink Trap Laundry Trays Water Heater i Z Wash Basin 4 Other Toilet 2 Slop Sinks Kitchen Sinks, Floor Drain Drinking Fountains Lawn Sprinklers Water Softeners Dish Washing Mach. t Clothes Washer CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT OWNER FEES Name 6+ frr= Address d ' {' Lot t4 Z Btk. Tel. Add. PLUMBER 1f=ii C - 11 Address 9 �;, del.. `" NATURE OF INSTALLATION Use Name DESCRIPTION OF WORK Plumbing Permit Sewer Inspection Inspection of Pipe Inspection of Fixtures Received: Date Rough Plumbing Sewer Other Finish Plumbing TOTAL $ f' y INSPECTOR'S RECORD N JUL 0 0 2002 MTV OF REXBURG INSP. NAME Excavatica Mart ' Concrete: Masonry: Roofing: insulation: Drywall: Painting: Floor Coverings: Pluuthing: Eeating: Electrical: Roof Trusses: Floor / Ceiling Cabinets: Siding/.j0,.. Trim: Tv C D -S \ vr, / r * P-/ .11- c 1 ' 1 A (ie f i r 1)'3L Kvo Pnti :or 5u'ti lit/Prt- rec ps gith Aj SUBCONTRACTOR L [3 es (wAll-14/ AP re FivceP tf rkotivtqv 116a(f J' CONSTRUCTION (MANUFACTURER OR SUPPLIER) Joists: /174-0 Drainage CaIc's Legacy Cove 700 South 200 East Rexburg, Idaho Job No. 220053.2 No.150786 vs b S COTT F. ,� McNEIL a` McNeil Engineering 6895 South 900 East Midvale, Utah 84047 (801) 255 -7700 info @mcneileng.com www.mcneileng.com Proposed Design: DRAINAGE CALCULATIONS Drainage Criteria: Existing Conditions 0.32 cfs /acre Maximum Discharge 0.32 cfs /acre Design Storm 10 year Using IDOT Rainfall Intensity /Duration /Frequency Curves Surface runoff will be directed into one underground detention system of 48" diameter pipes. The exisitng runoff rate is 0.32 cfs /acre based upon a 25 minute time of concentration. The storm water from this portion of the site will be discharged at the allowable rate of 0.32 cfs /acre into the existing storm drain system in 200 East Street. BASIS OF EXISTING DISCHARGE ON WEST BASIN Solution using Rational Formula: Q = CIA where C_roof = C_paved = Clandscaped = Detention Calculations: I = Rainfall Intensity A = Tributary Area 0.85 0.90 0.20 Roof Area = 0 Paved Area = 0 Landscape Area = 247,100 Total Tributary Area = 247,100 Weighted Coefficence (C) = 0.20 C * A = 49,420 Page 2 10 year Storage Requirements: Existing Discharge Time Rate Rainfall Accum. Flow Rate (min) (in /hr) (Inches) (cu.ft.) (cu.ft. /sec.) 5 2.50 0.21 858 2.86 10 2.20 0.37 1,510 2.52 15 2.00 0.50 2,059 2.29 20 1.70 0.57 2,334 1.94 30 1.40 0.70 2,883 1.60 60 0.84 0.84 3,459 0.96 120 0.51 1.02 4,201 0.58 180 0.40 1.20 4,942 0.46 360 0.25 1.50 6,178 0.29 720 0.17 2.04 8,401 0.19 1,440 0.09 2.16 8,896 0.10 Furthest Basin Corner Tme of Concentration Existing Rate of Discharge 600 Lin. Feet. 25 Minutes 1.8 (cu.ft. /sec.) WEST DRAINAGE BASIN Available Surface Storage: Detention Calculations: Area of 48" diameter pipe = Length = Pipe Storage = Quantity of pipes Total Storage Solution using Rational Formula: Q = CIA where C_roof = C_paved = C_landscaped = I = Rainfall Intensity A = Tributary Area Roof Area = Paved Area = Landscape Area = Total Tributary Area = Weighted Coefficence (C) = C*A= 10 year Storage Requirements: 0.85 0.90 0.20 41,050 110,515 95,535 247,100 0.62 153,463 Time Rate Rainfall Accum. Flow Discharge Req'd Storage (min) (in /hr) (Inches) (cu.ft.) (cu.ft) (cu.ft.) 5 3.50 0.29 3,730 545 3,185 10 2.48 0.41 5,286 1,089 4,197 15 1.92 0.48 6,139 1,634 4,505 20 1.60 0.53 6,821 2,178 4,642 30 1.30 0.65 8,313 3,267 5,045 60 0.80 0.80 10,231 6,535 3,696 120 0.50 1.00 12,789 13,070 0 180 0.35 1.05 13,428 19,605 0 360 0.22 1.32 16,881 39,209 0 720 0.13 1.50 19,183 78,419 0 1,440 0.08 1.80 23,019 156,837 0 Storage Required: 5,045 Storage Available: 6,228 okay 12.56 sq.ft. / l If 124 ft. 1,557 cu.ft 4 each 6,228 cu.ft Restrictor Orifice Size: Allowable Discharge (Q) = Average Head (H) = Orifice Coefficient = 40,000 30,000 — z 20,000 --- O J u ' 10,000 -- Orifice Area = Orifice Diameter = Q In 1.82 cfs 2.10 ft 0.62 36.28 sq. in. 6.80 inches INFLOW /OUTFLOW CHART Q out = .2 cfs /acre 0 0 100 200 300 400 500 TIME (min.) BASIS OF EXISTING DISCHARGE ON EAST BASIN Solution using Rational Formula: Q = CIA where C_roof = C_paved = C_Iandscaped = Detention Calculations: I = Rainfall Intensity A = Tributary Area 0.85 0.90 0.20 Roof Area = 0 Paved Area = 0 Landscape Area = 165,000 Total Tributary Area = 165,000 Weighted Coefficence (C) = 0.20 C * A = 33,000 Page 2 10 year Storage Requirements: Existing Discharge Time Rate Rainfall Accum. Flow Rate (min) (in /hr) (Inches) (cu.ft.) (cu.ft. /sec.) 5 2.50 0.21 573 1.91 10 2.20 0.37 1,008 1.68 15 2.00 0.50 1,375 1.53 20 1.70 0.57 1,558 1.30 30 1.40 0.70 1,925 1.07 60 0.84 0.84 2,310 0.64 120 0.51 1.02 2,805 0.39 180 0.40 1.20 3,300 0.31 360 0.25 1.50 4,125 0.19 720 0.17 2.04 5,610 0.13 1,440 0.09 2.16 5,940 0.07 Furthest Basin Corner Tme of Concentration Existing Rate of Discharge 600 Lin. Feet. 25 Minutes 1.2 (cu.ft. /sec.) EAST DRAINAGE BASIN Available Surface Storage: Detention Calculations: Time (min) 5 10 15 20 30 60 120 180 360 720 1,440 Area of 48" diameter pipe = Length = Pipe Storage = Quantity of pipes Total Storage Solution using Rational Formula: Q = CIA where C_roof = C_paved = C_Iandscaped = I = Rainfall Intensity A = Tributary Area Roof Area = Paved Area = Landscape Area = Total Tributary Area = Weighted Coefficence (C) = C*A= 10 year Storage Requirements: Rate (in /hr) 3.50 2.48 1.92 1.60 1.30 0.80 0.50 0.35 0.22 0.13 0.08 Storage Required: Storage Available: Rainfall (Inches) 0.29 0.41 0.48 0.53 0.65 0.80 1.00 1.05 1.32 1.50 1.80 0.85 0.90 0.20 33,560 83,410 48,030 165,000 0.69 113,201 Accum. Flow (cu.ft.) 2,751 3,899 4,528 5,031 6,132 7,547 9,433 9,905 12,452 14,150 16,980 3,950 5,274 okay 12.56 sq.ft. / l if. 140 ft. 1,758 cu.ft 3 each 5,274 cu.ft Discharge (cu.ft) 364 727 1,091 1,455 2,182 4,364 8,727 13,091 26,182 52,364 104,727 Req'd Storage ( cu.ft.) 2,388 3,172 3,437 3,577 3,950 3,183 706 0 0 0 0 Restrictor Orifice Size: Allowable Discharge (Q) = Average Head (H) = Orifice Coefficient = 40,000 T ,. 30,000 — ▪ 20,000 O u ' - 10,000 Orifice Area = Orifice Diameter = 0 0 Q In INFLOW /OUTFLOW CHART 1.21 cfs 2.10 ft 0.62 24.22 sq. in. 5.55 inches Q out = .2 cfs /acre 100 200 300 400 500 TIME (min.) W Q 4.0 w = 2.0 U Z z -J -J z Part 15 Bridge 20.0 15.0 10.0 8.0 6.0 I.0 0.8 0.6 0.4 0.2 0.I .08 .06 .04 .02 Figure 15 311.17 10 15 20 M I N U T E S H O U R S D U R A T I O N - T r i I __ - l FREQUENCY ANALYSIS VALUES, NOTE 1 AFTER BY 1 METHOD 1 GUMB£L OF _ , - = 1 - _ EXTREME - i ZONE G - -41■Zw‘Ill.. — — ■1111% IN TENS I TY — DURATION — FREQUENCY' — \ CURVE _ A ■Inb.:IM , _ - •914 _ r -` N\ 0 . _ _ _ N _ _ _ . _ e .n 2 iA 9 W Q 4.0 w = 2.0 U Z z -J -J z Part 15 Bridge 20.0 15.0 10.0 8.0 6.0 I.0 0.8 0.6 0.4 0.2 0.I .08 .06 .04 .02 Figure 15 311.17 10 15 20 M I N U T E S H O U R S D U R A T I O N = OVERLAND FLOW TIME NOMOGRAPH STORM RUN -OFF STUDIES 5,000 -� 4,000 3,000 - 2,000 ; 1,000 900 800 700 600 500 400 300 200 95 CI SO E-- Z M W O L. C.9 0 0.5 10 -= 2.0- 3.0 H Z U 35 30 - w 25 Z 0 — _ Z 15 - O 1c 1- z W U Z to _ O 1- J Z 7 6 9- 5 - 4 Balling Engineering 323 Fast !ages lane C ausvffe, Utah 14014 Moe: 295-7237 Pu: 299-0419 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 8653 W. Hackamore Drive, Boise, Idaho 83709 208 376 -8200 / Fax 208 376 -8201 Mr. Mark Bergeson Bergeson Construction, Incorporated 211 North Main Lewiston, UT 84320 Dear Mr. Bergeson: JPB/DPG /nm cc: Bruce Babcock May 22, 2002 File: BERGCO- P02036B RE: REPORT Geotechnical Engineering Evaluation Legacy Cove Student Housing 200 East 700 South Rexburg, Idaho Strata, Inc. has performed the authorized geotechnical engineering evaluation for the proposed Legacy Cove student housing complex located at 200 East 700 South in Rexburg, Idaho. Our work was performed in accordance with our Proposal dated April 26, 2002. The accompanying report summarizes the results of our field exploration, laboratory testing and analyses, and presents our geotechnical engineering opinions and recommendations. Based on the field evaluation and subsequent analyses, it is our opinion that the site is suitable from a geotechnical engineering standpoint for the proposed structures and associated pavement areas, provided the recommendations presented herein are implemented for design and construction. Collapsible loess silt and potentially collapsible shallow rock voids will require specific site preparation/soil improvement beneath building foundations. Strata should be retained to perform a review of the earthwork, foundation, drainage and pavement portions of the plans and specifications prior to construction. We recommend that a copy of this report be incorporated into the construction documents, and that Strata be retained to provide consultation, construction observation and materials testing services to verify that the recommendations in this report are accomplished. We appreciate the opportunity to work with you on this project. Please contact us if you have any questions or further requirements. Sincerely, STRATA, INC. J. Paul Bastian, P.E. Daniel P. Gado, P.E. IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 REPORT Geotechnical Engineering Evaluation Legacy Cove Student Housing 200 East 700 South Rexburg, Idaho PREPARED FOR: Mr. Mark Bergeson Bergeson Construction, Inc. 211 North Main Lewiston, UT 84320 PREPARED BY: Strata, Inc. 8653 W. Hackamore Drive Boise, Idaho 83709 (208) 376 -8200 May 22, 2002 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TABLE OF CONTENTS INTRODUCTION 1 PROPOSED CONSTRUCTION AND EXISTING CONDITIONS 1 SITE DESCRIPTION 2 FIELD EXPLORATION 2 SUBSURFACE SOIL CONDITIONS 3 SUBSURFACE ROCK CONDITIONS 4 LABORATORY 'TESTING 4 OPINIONS AND RECOMMENDATIONS 5 General 5 Seismicity 6 Temporary Excavation Support 6 Temporary Grading and Dewatering 6 Utility Trench Backfill 6 Site Preparation/Earthwork 7 Wet Weather /Wet Soil Construction 9 Bearing Soil 10 Foundations 10 Floor Slab, Sidewalk, and Pavement Areas 12 Surface Grading and Drainage 15 REVIEW OF PLANS AND SPECIFICATIONS 15 CONSTRUCTION OBSERVATION AND 'TESTING 15 EVALUATION LIMITATIONS 16 S T R a a .40e GEOTECHNICAL ENGINEERING & MATERIALS TESTING PAGE 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 REPORT Legacy Cove Student Housing 200 East 700 South Rexburg, Idaho INTRODUCTION This report presents the results of our geotechnical engineering evaluation for the proposed Legacy Cove Student Housing complex that is planned to be constructed on the northeast corner of 200 East and 700 South in Rexburg, Idaho; a Vicinity Map is included as Plate 1. The purpose of this evaluation was to assess the subsurface conditions and to prepare geotechnical engineering opinions and recommendations for the design and construction of building foundations, floor slabs, pavements, and surface grading and drainage. To accomplish this evaluation, we performed the following scope of work: 1. Reviewed existing pertinent geotechnical data for geologic interpretation of the area, such as work previously performed by Strata in the vicinity of the project site. 2. Performed a subsurface evaluation by observing the excavation of 9 test pits and the drilling of 22 rock probes at the site. The soils encountered in the test pits were visually identified and logged in the field by our engineer in accordance with the Unified Soil Classification System (USCS). Field and laboratory testing was performed on select soil samples. 3. Performed analyses based on the information obtained from the above items, and prepared geotechnical engineering opinions and recommendations. 4. Prepared this report. PROPOSED CONSTRUCTION AND EXISTING CONDITIONS We understand that the proposed project will consist of the construction of eleven one to three story, wood -frame apartment buildings. At -grade parking for 657 automobiles is planned with access driveways on 200 East near the intersection of 200 East and 700 South and on 700 South at the southeast corner of the project site. Additionally, onsite s R a T O a ' GEOTECHNICAL ENGINEERING A. MATERIALS TESTING Legacy Cove Student Housing File: BERGCO- P02036B Page 2 stormwater disposal is also planned. We understand that grading (i.e. cutting and/or filling) of 4 feet and 10 feet, respectively, or less is planned to adjust various portions of the site to the required ground surface elevations. SITE DESCRIPTION At the time of our subsurface evaluation, the proposed project site consisted of approximately 10 acres of gently sloping land previously used for agricultural production. Highest ground surface elevations were generally observed to be along the east property boundary and lowest elevations along the west boundaries. FIELD EXPLORATION On May 1, 2002 representatives from our Pocatello office observed the excavation of nine test pits and 22 air -track drill holes at the site. The test pits were excavated near proposed building footprint areas. The approximate location of each test pit is presented on the Site Plan, Plate 2. All nine test pits were terminated at backhoe refusal on basalt rock at depths of 4.5 to 8.0 feet below the existing ground surface. Soil conditions observed in the test pits were evaluated and our engineer, in accordance with the Unified Soil Classification System (USCS), logged the soil profiles in the field. The in situ moisture content and dry density of the near - surface soils was also evaluated in the field with a nuclear densometer. The test pit logs for our subsurface evaluation are presented in the Appendix to this report. A brief explanation of the USCS is presented on Plate 3, and should be used to interpret the terms on the test pit logs and in this report. At the conclusion of our subsurface evaluation, the test pits were loosely backfilled level with the existing ground surface to reduce the hazard of open excavations. All test pit A S T R a T a 1 0 1 ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING 5 T R a T a ,e , GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING Legacy Cove Student Housing File: BERGCO- P02036B Page 3 locations were adjacent to proposed building corners. The corners were identified with clearly labeled survey lathe. At the time of our evaluation the test pits were located outside the proposed building locations. However, if proposed building locations are altered or shifted one or more test pits may fall within a building foot print. Test pits located beneath proposed building, pavement or sidewalk areas should be re- excavated and backfilled with structural fill in accordance with the Site Preparation/Earthwork section of this report. This will help to reduce local differential settlement. The 22 air track drill holes were advanced to depths of 12 to 24 feet below the existing ground surface. Basalt rock was encountered in the drill holes at depths of 3.5 to 9.0 feet. In addition to corroboration of the rock surface elevations the drilling was also used to help locate potential voids in the basalt which have been observed at other project locations near the site. Information collected during the air track rock investigation has been tabulated and is included in this report at the back of the appendix. SUBSURFACE CONDITIONS The general soil profile encountered at the site consisted of 3.5 to 6.5 feet of brown, loose to medium dense, moist fine sandy loess silt overlying medium dense fine sand with gravel and cobbles over basalt rock. The silt content in the lower fine layer sand was variable. The uppermost 3 to 4 inches of the surficial soil was dry and loose due to recent tilling. The upper loess silt is collapsible under load. Intermittent weak to moderate cementation was observed in both the fine sandy silt and in the fine sand. The thickness of the sand layer varied from 0.5 to 3.0 feet. S R a T a 11 ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING Legacy Cove Student Housing File: BERGCO- P02036B Page 4 Air track drilling indicated the depth to rock was 3.5 to 9.0 feet below the ground surface. The surface of the basalt was weathered with frequent layers and seams of silt. Competency of the basalt appeared to increase rapidly with depth. However, the drilling indicated possible existence of 1.5 to 3.0 foot voids in the basalt near the southeast comer of building six, the southeast corner of building 7 and the southwest corner of building 10. Ground water was not encountered in the soil or rock and is anticipated to be well below the rock surface. LABORATORY TESTING Select samples obtained from the test pits were further evaluated by laboratory tests. Laboratory testing included one in -situ moisture content, two Atterberg limits, one collapse - consolidation and two No. 200 sieve wash tests. The in -situ moisture content, Atterberg limits and collapse consolidation tests were performed to confirm field condition, identification and wetted bearing capacity of the fine sandy silt. The No. 200 sieve wash tests were performed to provide indication of the permeability of the underlying fine sand. The laboratory moisture content of the fine sandy silt was confirmed to be near the field moisture content determined by the nuclear densometer. Atterberg limits tests indicated that the fine sandy silt was non - plastic. The collapse - consolidation test results indicate the fine sandy loess silt has the potential for significant collapse when the soil is loaded to 1000 to 2000 pounds per square foot and then wetted. The wash results indicated the underlying fine sand hadl0 to 12% by weight passing the No. 200 sieve. The laboratory test results along with moisture content and dry density information collected with the General It is our opinion that the site is suitable from a geotechnical standpoint for the proposed project provided bearing soils are properly prepared. The recommendations contained in this report reflect our understanding of the proposed traffic patterns (e.g. number of parking stalls), and location and configuration of the proposed buildings, topography and subsurface conditions. If design plans change (e.g. structural loads or traffic patterns are significantly different from what we have assumed or were provided), or subsurface conditions between and beyond test pit locations vary significantly from what was observed during our subsurface evaluation, we should be notified to review the report recommendations and make any necessary revisions. The following report recommendations reflect a straight -line interpolation and extrapolation of subsurface conditions between and beyond the test pit locations. However, soil and rock conditions may vary at the site. Variation in soil or rock conditions will not be known until construction, and may cause changes to construction plans and/or costs. Legacy Cove Student Housing File: BERGCO- P02036B Page 5 nuclear densometer in the field are presented on the corresponding test pit logs. A plate showing the collapse consolidation test results has been included in the appendix. Soil samples obtained from the project site and currently stored in our laboratory will be discarded 90 days after the completion of our fieldwork, unless we receive a specific written request to retain the samples for a longer time period. OPINIONS AND RECOMMENDATIONS ST R a T a 0 ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING Legacy Cove Student Housing File: BERGCO- P02036B Page 6 Seismicity According to the 1997 Uniform Building Code (UBC), the project site is located in Seismic Zone 2B. The general subsurface soil conditions are consistent with UBC Soil Profile Type S Temporary Excavation Support Temporary excavation support in the form of steel or timber shoring or flattened side slopes with a maximum slope of 1.5:1 (horizontal to vertical) could be used for excavations in the onsite soils encountered at the site. Excavations in soils with no potential for cave -in and to a depth of less than 5 feet can be constructed with vertical sides. Sloughing of granular soils could occur during the excavation, when the soils are dry, or if wetted during periods of precipitation. Appropriate precautions should be taken to protect workers from being injured by loose material falling into the excavation. All excavation and temporary support should be performed in accordance with applicable OSHA standards. Temporary Grading and Dewatering Grading of areas adjacent to excavations should be performed such that runoff is prevented from entering the excavation. Any water that does accumulate in excavations should be removed with conventional gravel sumps and pumps, before placing structural fill, foundations or utilities. Utility Trench Backfill All saturated, loose or disturbed soil should be removed from the bottom of utility trenches before placing pipe bedding. Bedding of pipes in utility trenches should be accomplished in accordance with the latest edition of the Idaho Standards for Public Works A S T R a T a 10 le GEOTECHNICAL ENGINEERING & MATERIALS TESTING 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Legacy Cove Student Housing File: BERGCO- P02036B Page 7 Construction (ISPWC). Backfili should be placed and compacted in utility trenches in accordance with the Site Preparation/Earthwork section of this report. Site Preparation/Earthwork We recommend that all test pits be accurately located in the field by the contractor prior to site stripping and/or construction. We also recommend that a bid item be created for re- excavation and refilling of the former test pits with structural fill. Any test pit that is located beneath a future pavement, sidewalk, or building area should be re- excavated and be backfilled with structural fill that is placed and compacted in accordance with this report. This procedure will help to reduce local settlement. We recommend that the upper 1 to 2 inches of the native surficial soil at the site containing roots and vegetation be stripped from all future sidewalk, building and pavement areas to a minimum of 5.0 feet beyond the exterior building lines and 2.0 feet beyond the pavement and sidewalk edges. The stripped/removed soil could be stockpiled and later used in landscape areas as non - structural fill. Following the completion of the stripping and test pit remediation operations as described above, we recommend that the exposed soil surface in non - building areas be proofrolled with a minimum of five passes of a smooth -drum roller with a minimum drum weight of 5 tons. Any soft or unstable soils observed during the proofrolling operation should be removed to undisturbed soil and be replaced with structural fill. The upper 1 foot of exposed native subgrade soil in the proposed building footprint areas should be compacted to a minimum of 95% of the maximum dry density of the soil per ASTM D 698 (Standard Proctor) or as approved by the geotechnical engineer. We ST R a T a 1 0 1 ' GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING S T R a r a O ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING Legacy Cove Student Housing File: BERGCO- P02036B Page 8 recommend that Strata be retained to observe the proofrolling and building footprint subgrade compaction operations to verify that all soft, unsuitable or unstable soil has been removed and replaced as recommended in this report, and that proofrolling is accomplished as described above. After completing all of the proofrolling operations, structural fill should be placed and compacted to footing, floor slab, sidewalk, and pavement subgrade elevations. Structural fill will also be required beneath footings as described in the Bearing Soil section of this report. We understand it is the intent of the contractor to re -use the onsite soil for structural fill beneath building and parking areas. The onsite, sandy silt and sand is suitable for structural fill under footings, floor slabs, sidewalks and pavements, provided it is free of roots, vegetation or any other deleterious materials, and is moisture - conditioned to near - optimum moisture content for compaction. The sandy silt is moisture susceptible and could be difficult to re -use during inclement weather. The onsite sandy silt and sand is not suitable for pavement subbase or base course material. The actual moisture content of the onsite soil will fluctuate through the year. Therefore, samples should be obtained and in situ moisture content and moisture /density curves determined just prior to construction to determine the maximum dry density of the soil (per ASTM D 698) and what, if any, moisture - conditioning will be required to bring the soil to optimum moisture content for compaction. Moisture- conditioning of the onsite silt will be much more difficult during cold and/or wet weather. S T R a 1 0 1 ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING Legacy Cove Student Housing File: BERGCO- P02036B Page 9 Imported structural fill should consist of soil classified as sand and/or gravel (GW, GW -GM, GP, GP -GM, SW, SW -SM, SP, SP -SM) as described in the USCS presented on Plate 2. Imported structural fill should have no more than 10% passing the No. 200 sieve and a maximum cobble size of 6 inches. Structural fill should be placed to the subgrade elevation in uniform, maximum fl- inch- thick, loose lifts and should be compacted to a minimum of 95% of the maximum dry density of the soil, as determined by ASTM D 698 (Standard Proctor). This assumes that heavy compaction equipment such as rollers with a minimum drum weight of 5 tons are used. The maximum loose lift thickness should be reduced to 6 inches where smaller and/or lighter compaction equipment is used. Strata should be retained to perform field density testing of structural fill to verify contractor compliance with the above minimum compaction criteria. Wet Weather/Wet Soil Construction We recommend that site construction be undertaken during dry weather conditions. If the site construction, particularly grading of the onsite sandy silt, is undertaken during wet periods of the year, the onsite, sandy silt will be susceptible to pumping or rutting when subjected to heavy loads from rubber -tire equipment or vehicles which exert a point load. Wet weather earthwork should be performed by low - pressure, track- mounted equipment that spread and reduce the vehicle load. Work should not be performed immediately after precipitation. All soft and disturbed areas should be excavated to undisturbed soil and backfilled with structural fill as recommended in the Site Preparation/Earthwork section of this report. Assuming the soil is wet and soft but not disturbed, the initial layer of fill placed s R a T a over the native soil should be at least 12 inches in depth. Compaction of the fill should be sufficient to preclude pumping of the underlying native soil. Areas adjacent to open excavations should be graded so that surface water cannot enter the excavation and saturate the soil at the bottom. In summary, careful construction procedures are paramount to a successful grading operation if the onsite, sandy silt is wet and soft. Consulting us prior to initiating this type of construction is recommended to maximize earthwork efficiency and achieve a well - performing, stable subgrade. Bearing Soil After completion of the stripping and proofrolling operation as described in the Site Preparation/Earthwork section of this report, the remaining, exposed native soils should provide adequate support for the proposed floor slab, sidewalk and pavement construction. However, all building footings should be constructed on a minimum of 2 feet of structural fill compacted as described in the Site Preparation/Earthwork section of this report. We recommend that Strata be retained to observe and/or test the exposed native soil surface compaction in all building, sidewalk, and pavement areas to verify that the stripping and excavation has been accomplished to the recommended native bearing soil, that all soft or unsuitable soil has been removed as described above, and that all bearing surfaces have been prepared and proven in accordance with this report. Foundations We understand shallow foundations will be used to support the proposed buildings. We recommend all foundations in the native soil be supported by compacted structural fill. 0 ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING Legacy Cove Student Housing File: BERGCO- P02036B Page 10 Legacy Cove Student Housing File: BERGCO- P02036B Page 11 This will require overexcavation of the collapsible native silt and replacement with compacted structural fill. The structural fill will attenuate stress in the soil imposed by foundations and help limit the risk of excessive settlement. Structural fill should extend a minimum of 1.0 foot horizontally from the edge of the footing for every 2 feet of vertical depth. At least 2.0 feet of structural fill should be placed beneath the footings. Overexcavation for footings will not be required in areas where footings are placed on top of 2 or more feet of compacted structural fill or in locations where footings will be supported by basalt rock. The air track rock probes encountered possible voids in the basalt rock near the SE corners of buildings 6 & 7 and near the SW corner of building 10. Collapse of voids in the upper rock beneath footings subsequent to construction could lead to significant structural distress. Therefore, we recommend that all footing excavations that encounter basalt rock, including those for buildings 6 throughl0, be proven or proof compacted with an excavator mounted vibratory plate compactor prior to placement of footings. If voids are encountered, the void should be defined and refilled with structural fill to footing subgrade. The following recommendations should be accomplished for all shallow foundations: 1. Strata should be retained to observe all building areas to verify that they have been excavated to the recommended bearing soil as described above, and that all bearing surfaces have been prepared in accordance with this report. 2. Exterior footings should be located at least 42 inches below final, exterior grade to mitigate the effects of frost penetration. 3. Minimum strip footing widths should be consistent with the Uniform Building Code (UBC). 4. All loose soil or water in the bottom of footing excavations should be removed. The upper 8 inches of exposed soil in footing excavations should be compacted s T R a a ' GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING Legacy Cove Student Housing File: BERGCO- P02036B Page 12 in -place to 95% of its maximum dry density per ASTM D-698 or as approved by the geotechnical engineer. 5. Structural fill placed beneath building footings to a minimum 2 feet thickness should extend a minimum of 1.0 foot horizontally and 2.0 feet vertically beneath the footings. The horizontal dimension is measured from the edge of the footing. 6. Basalt rock encountered in the bottom of footing excavations should be proven (proof compacted) using an excavator mounted vibratory plate compactor. The excavator should be capable of delivering a 4000 pound per square foot static load on the plate of the vibratory compaction head. The vibratory compactor should be capable of delivering an impulse of at least 12,000 pounds. 7. If the above recommendations are accomplished, a maximum allowable bearing value (ABV) of 1,500 psf could be used for design of all shallow foundations bearing directly on basalt or structural fill placed as described in the Bearing Soil and Foundation section of this report. All structural fill should be compacted as described in the Site Preparation/Earthwork section of this report. 8. If the above bearing soil, site preparation, earthwork and foundation recommendations are accomplished, we anticipate total settlement will be less than one inch and differential settlement will be less than 1/2 inch per 25.0 feet of wall length, or between similarly loaded footings that are not less than 25.0 feet apart. Floor Slab, Sidewalk, and Pavement Areas We recommend that the following preparation and construction procedures be used for all floor slab, sidewalk and pavement areas: 1. After completion of the recommended site preparation, including removal and stripping of surficial topsoil, and test pit remediation, proofroll the exposed soil surface in accordance with the Site Preparation/Earthwork section of this report. 2. Grade and compact structural fill to the required subgrade elevation, in accordance with the Site Preparation/Earthwork section of this report. 3. Place and compact 3/4- inch - minus, sand and gravel base course with no more than 8% passing the No. 200 sieve to a minimum compacted thickness of 4 inches in all floor slab and sidewalk areas. The sand and gravel base course will act as a leveling course and help distribute point loads. Compact the base course s T R a a GEOTECHNICAL ENGINEERING & MATERIALS TESTING to a minimum of 95% of the maximum dry density of the soil in accordance with ASTM D 698 (Standard Proctor). 4. If additional moisture protection is required beneath floor slabs -on- grade, a 10- mil polyethylene vapor barrier could be used beneath the floor slabs to reduce the migration of moisture through the slabs. The vapor barrier should be placed directly on top of the native subgrade or structural fill surface, and be covered with a minimum of 4 inches of sand and gravel base course to help protect the barrier from puncture. Provided the site preparation procedures are accomplished as described above, the following minimum pavement sections are recommended for the access roads, automobile parking areas, trash enclosure areas and temporary haul roads: Access Roads Used by Delivery and Garbage Trucks: 2.5 "- Class III asphalt concrete top course 4.0 "- 3 /4- inch - minus, crushed sand and gravel base course 12.0 " - Pit -run sand and gravel subbase course Automobile Parking Areas: 2.5 "- Class III asphalt concrete top course 4.0 "- 3 /4- inch - minus, crushed sand and gravel base course 6.0 "- Pit -run sand and gravel subbase course Trash Enclosure Areas: Note: We recommend that a curing membrane be placed on all finished exterior concrete surfaces immediately after finishing. The curing membrane should be installed in accordance with the manufacturer's written instructions. Legacy Cove Student Housing File: BERGCO- P02036B Page 13 6.0 "- 4,000 -psi compressive strength (at 28 days) portland cement concrete with a maximum 5 -inch slump and 5% ± entrained air 4.0 "- 3 /4- inch - minus, crushed sand and gravel base course Temporary Haul Road: 12.0 " - Pit -run sand and gravel over a woven geotextile, such as Amoco 2006, Contech C300, or approved equivalent. * S T R a 1 0 1 T a ' GEOTECHNICAL ENGINEERING A MATERIALS TESTING 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Legacy Cove Student Housing File: BERGCO- P02036B Page 14 *The pit -run sand and gravel could be incorporated into the permanent pavement subbase provided all gravel contaminated with fines has first been removed, and this soil is placed and compacted as described in this report. The above - recommended flexible pavement sections are based on a maximum 20- year design life. The flexible pavement sections provided above are also based on an estimated structural support R -value of 20 for the near - surface, native, fine sandy silt. The access road pavement section is also based on an estimated Traffic Index (TI) of 5.5. The subbase should consist of 6- inch - minus, well - graded sand and gravel consistent with Idaho Standards for Public Works Construction (ISPWC) Section 801 and with less than 10% passing the No. 200 sieve. The subbase should be compacted as described for structural fill in the Site Preparation/Earthwork section of this report. The base course should consist of 3/4- inch - minus, well - graded, crushed sand and gravel with less than 8% passing the No. 200 sieve and consistent with ISPWC Section 802. The base course should be compacted to at least 95% of the maximum dry density of the soil per ASTM D 698 (Standard Proctor). The asphalt concrete for the flexible pavement area should have material properties as specified in ASTM D 3515 and have a mix design with a maximum aggregate size between 3/4 and 3/8 inch. The asphalt concrete should be compacted as required by ISPWC Sections 809 and 810. We recommend that crack maintenance be accomplished in all pavement areas as needed and at least once every three to five years to reduce the potential for surface water infiltration into the pavement section and underlying subgrade. s R a a ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING A s R a T a 1 0 1 ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING Legacy Cove Student Housing File: BERGCO- P02036B Page 15 Surface Grading and Drainage Site grading, including grading of all sidewalks and landscaped areas, should slope at a minimum of 2% away from the proposed buildings, sidewalk, and pavement areas to prevent ponding and to direct surface runoff away from these areas. All runoff from downspouts, roof areas, paved areas, landscaped areas and other large volumes of stormwater should be directed and maintained away from proposed and existing structures, and not be allowed to infiltrate the soil beneath paved areas, sidewalks or footings All drainage should be directed to an approved discharge and/or collection facility, such as subsurface seepage pits. Subsurface seepage pits should be located no closer than 25 feet away from building foundations. All subsurface seepage pits should be excavated to a minimum of 1 foot into the native, clean, uncemented sand or silty sand such as was encountered in the Test Pits at depths of 3.5 to 6.5 feet below the existing ground surface. An assumed percolation rate of 30 minutes per inch (2 inches per hour) could be used for stormwater percolation into the clean, uncemented, native sand/silty sand at the site. A faster percolation rate may be achievable. However, the percolation rate should be verified at the time of earthwork construction by Strata. All seepage pit excavations should be observed by Strata, Inc. during construction to verify that they have been excavated into the recommended percolation soil. REVIEW OF PLANS AND SPECIFICATIONS We recommend that Strata be retained to review the final plans and specifications for the proposed project prior to issuance of the construction documents for bidding. It has been our experience that having the consultants from the design team review the A S T R a T a ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING Legacy Cove Student Housing File: BERGCO- P02036B Page 16 construction documents prior to bidding minimizes the potential for errors, and also reduces changes to the contract during construction. Strata will provide review of the documents on a time and expense basis. CONSTRUCTION OBSERVATION AND TESTING It is our opinion that the success of the proposed construction will be dependent on following the report recommendations, good construction practices and providing the necessary construction observation, testing and consultation to verify that the work has been completed as recommended. We recommend that Strata, Inc. be retained to provide observation, testing and consultation services to verify that the report recommendations are being followed. If we are not retained to perform the recommended services, we cannot be responsible for related construction errors or omissions. The recommended services are not included in this evaluation and would be billed on a time and expense basis. EVALUATION LIMITATIONS This report has been prepared to evaluate the subsurface conditions at the site of the proposed Legacy Cove Student Housing project located on the northeast corner of 200 east and 700 south in Rexburg, Idaho. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This acknowledgment is in lieu of all warranties either expressed or implied. The opinions and recommendations contained herein are based on the findings and observations made at the time of our site reconnaissance and subsurface evaluation. If, at a later time, conditions are exposed which appear to be different from those observed during Appendix: Exploratory Test Pit Logs Air Track Rock Investigation Data Consolidation Test A S T R a T a 0 ' GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING Legacy Cove Student Housing File: BERGCO- P02036B Page 17 our field evaluation and as described in this report, Strata, Inc. should be notified to consider the possible need for modifications to the geotechnical recommendations presented herein. Based on our experience and knowledge of the project and the site conditions, maintaining our services as geotechnical consultant during the planning, design, and construction phases of the project will provide consistency of services without loss of continuity or contradictions arising from misunderstanding of earlier phases of the work. This report is not intended for the use of other geotechnical consultants. Any subsequent geotechnical consultant should notify the owner, project designers, and regulatory agencies as appropriate, of their status and responsibility for the project, and also provide their own recommendations for design and construction of the project. This report has been prepared exclusively for the use of the addressee and for the project as described; we cannot be responsible for any other use of this report. The following plates accompany and complete this report: Plate 1: Vicinity Map Plate 2: Site Plan Plate 3: , Unified Soils Classification System (USCS) 1 1 1 1 1 1 1 1 1 1 1 1 1 Teton Lakes Golf Course Raab Mad Nat SO Park 1 MI. RADIUS 1/2 MI. RADIUS To St Anthony E1000N Ntaity law W.rdN SO 11 3 "IF 3 2M RIEWILst Memcrlaj tlospital ISIESIUMIN P! 1 � W 3111 `ESj rpt, Ali it/UNA 2000 LEGEND A VALLEY WIDE CO —OP, LUST Site A BIRCH PLAZA APTS., LUST Site A CALL OIL CO., UST Site A RAYS INC., UST Site SQUIRES, UST Site MAVERICK #169, UST Site ® RICKS COLLEGE, UST Site VICINITY MAP GEOTECHNICAL ENGINEERING a MATERIALS TESTING File: BERGCO— P02036B C LATE Reference: ity Map From Idaho Falls Phone Book. P 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DUMPSIER W GEOTECHNICAL ENGINEERING S MATERIALS TESTING ST. INLET TE = SCALE 40 80 120 160 1 inch = 80 ft. NLEGEND TP -1 Approximate Location Of Test Pit A Observed By Strata, Inc. On May 1, 2002. Approximate Location Of Air track cP robes Observed By Strata, . n May 1, 2002. \ \ N. N \ \ \ \ e` \ \\ \ I ` THIS PLAN COMPRISES A PORTION OF STRATA'S GEOTECHNICAL REPORT AND THE TEXT OF THE REPORT GEOTECHNICAL ISSUES (REFER TO TEXT FOR INFORMATION ON METHODS RESULTS, AND SUBSEQUENT CC WAS PERFORMED, SINCE SUCH CHECKS WERE NOT PART OF STRATA'S WORK SCOPE. Major Divisions Graph Symbol Letter Symbol Typical Names COARSE GRAINED SOILS GRAVELS CLEAN GRAVELS O • I t GW Well—graded Gravel, Gravel —sand Mixtures. p O o GP Poorly— graded Gravel, Gravel —sand Mixtures. GRAVELS WITH FINES ;• .; ..ii Silty Gravel, Gravel — Sand —silt Mixtures. GC Clayey Gravel, Gravel — Clayey Mixtures. SANDS CLEAN SANDS 0- a ` 0 0 3 ' `' ' " ° 3 SW WeII— graded Sand, Gravelly Sand. 0 V ; It . , a j i SP Poorly— graded Sand, Gravelly Sand. SANDS WITH FINES SM silty sand, Sand —silt . Mixtures. ;, ' , •` .._ t SC Clayey Sand, Sand —clay Mixtures. FINE GRAINED SOILS SILTS AND CLAYS LIQUID LIMIT LESS THAN 50% ML Inorganic Silt, Sandy Or Clayey Silt. Inorganic Clay Of Low To Medium Plasticity, Sandy Or Silty Clay. CL I I I I I I � a Organic Silt And Clay Of Low Plasticity. SILTS AND CLAYS LIQUID LIMIT GREATER TI 50% MH i Inorganic Silt, Micaceous Silt, Plastic Silt. `\ CH � . Inorganic Clay Of High Plasticity, Fat Clay. OH Organic Clay Of Medium To High Plasticity. Peat, Muck And Other Highly Organic Soils. PT --- _ 1 1 1 1 1 1 1 1 1 1 1 UNIFIED SOIL CLASSIFICATION SYSTEM D Standard 2 —Inch OD Split —Spoon Sample 1 California Modified 3 —Inch OD Split —Spoon Sample JJ Rock Core Shelby Tube 3 —Inch OD Undisturbed Sample 0 Ground Water At Time Of Drilling V Ground Water After 24 Hours BG BK RG Baggie Sample Bulk Sample Ring Sample Boring Log Symbols SOIL CLASSIFICATION CHART Ground Water Symbols Test Pit Log Symbols s R a T 4 GEOTECHNICAL ENGINEERING & MATERIALS TESTING File: BERGCO— P02036B PLATE 3 APPENDIX 1 1 1 1 1 1 1 1 w i- >- m 0 w Y 0 w 2 0 1 1 DEPTH SOIL SOIL (Feet) CLASS DESCRIPTION EXPLORATORY TEST PIT # 1 Legacy Cove Student Housing File: BERGCO- P02036B 0.0 — 6.0 ML Fine Sandy SILT (Native) — brown, loose to medium dense, moist and dilative. Occasional layers of weak cementation. 6.0 — 8.0 SP Fine SAND — light brown, medium dense, moist. Weakly cemented. 8.0 Rock RX — backhoe refusal on basalt rock at 8.0 feet Excavated on May 1, 2002. No groundwater encountered. Test pit terminated at 8.0 feet below the existing ground surface. Sample taken at 2.0 feet. Excavation Equipment: John Deere 610D Logged by: JPB s R a a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 1 1 1 Iw 1 1 1 1 1 1 1 DEPTH SOIL SOIL (Feet) CLASS DESCRIPTION EXPLORATORY TEST NT # 2 Legacy Cove Student Housing File: BERGCO- P02036B 0.0 — 6.0 ML Fine Sandy SILT (Native) — brown, loose to medium dense, moist and dilative. Occasional layer of weak cementation. 6.0 — 7.0 SM SILTY SAND — light brown, medium dense, moist. Weakly to moderately cemented with some gravel. 7.0 Rock RX — backhoe refusal on basalt rock at 7.0 feet Excavated on May 1, 2002. No groundwater encountered Test pit terminated at 7. feet below the existing ground surface. Samples taken at 3.0 and 6.5 feet. Excavation Equipment: John Deere 610D Logged by: JPB S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 1 1 1 Iw 1 1 1 1 1 1 1 DEPTH SOIL SOIL (Feet) CLASS DESCRIPTION EXPLORATORY TEST PIT # 3 Legacy Cove Student Housing File: BERGCO- P02036B 0.0 — 3.5 ML Fine Sandy SILT (Native) — brown, loose to medium dense, moist and dilative. Occasional seams of weak cementation. At 1.5 feet, dry density = 85.8 pcf and moisture content = 20.1%. Non - Plastic. 3.5 — 5.5 SP - SM Fine SAND — light brown, medium dense, moist. At 4.0 feet 10.2% passing the No. 200 Sieve 5.5 Rock RX — backhoe refusal on basalt rock at 5.5 feet Excavated on May 1, 2002. No groundwater encountered. Test pit terminated at 5.5 feet below the existing ground surface. Samples taken at 1.5 and 4.0 feet. Excavation Equipment: John Deere 610D Logged by: JPB s R a T GEOTECHNICAL ENGINEERING & MATERIALS TESTING 1 1 1 Iw 0 o _ 1 1 1 1 1 1 1 I H w f- >- m 0 in 0 w 0 DEPTH SOIL SOLI. (Feet) CLASS DESCRIPTION EXPLORATORY TEST PIT # 4 Legacy Cove Student Housing File: BERGCO- P02036B 0.0 — 4.5 ML Fine Sandy SILT (Native) — brown, loose to medium dense, moist and dilative. Weakly cemented from 2.5 to 3.5 feet. At 1.5 feet, dry density = 83.5 pcf and moisture content = 18.6 %. 4.5 — 7.5 SP Fine SAND — light brown, medium dense, moist. Weakly to moderately cemented some cobble and gravel. 7.5 Rock RX — backhoe refusal on basalt rock at 7.5 feet Excavated on May 1, 2002. No groundwater encountered Test pit terminated at 7.5 feet below the existing ground surface. Sample taken at 1.5 feet. Excavation Equipment: John Deere 610D Logged by: JPB s T T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 1 1 1 z 0 } m 1 1 1 1 1 w r m 0 w Y 0 w 0 1 1 DEPTH SOIL SOIL (Feet) CLASS DESCRIPTION EXPLORATORY TEST PIT # 5 Legacy Cove Student Housing File: BERGCO- P02036B 0.0 — 6.5 ML Fine Sandy SILT (Native) — brown, loose to medium dense, moist and dilative. Weakly cemented from 3.0 to 4.0 feet. At 1.5 feet, dry density = 79.1 pcf and moisture content = 21.8 % (laboratory). 6.5 — 8.0 SP Fine SAND — brown, medium dense, moist. Weakly to moderately cemented with cobble and gravel. 8.0 Rock RX — backhoe refusal on basalt rock at 8.0 feet Excavated on May 1, 2002. No groundwater encountered Test pit terminated at 8.0 feet below the existing ground surface. Sample taken at 1.5 feet. Excavation Equipment: John Deere 610D Logged by: JPB S T R a a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 1 1 1 I 0 I » 1 1 1 1 �w w i >- m 0 w 0 w 0 1 1 DEPTH SOIL SOIL (Feet CLASS DESCRIPTION EXPLORATORY TEST PIT # 6 Legacy Cove Student Housing File: BERGCO- P02036B 0.0 — 4.0 ML Fine Sandy SILT (Native) — brown, loose to medium dense, moist and dilative. Weakly cemented from 1.5 to 4.0 feet 4.0 — 4.5 SM SILTY SAND — light brown, medium dense, moist. Weakly cemented with gravel and cobble. 4.5 Rock RX — backhoe refusal on basalt boulders at 4.5 feet Excavated on May 1, 2002. No groundwater encountered. Test pit terminated at 4.5 feet below the existing ground surface.. Excavation Equipment: John Deere 610D Logged by: JPB S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 1 1 1 w 0 I} 1 1 1 1 1 w >- m 0 w 0 w 0 1 1 DEPTH SOIL SOIL (Feet) CLASS DESCRIPTION EXPLORATORY TEST PIT # 7 Legacy Cove Student Housing File: BERGCO- P02036B 0.0 — 4.0 ML Fine Sandy SILT (Native) — brown, loose to medium dense, moist and dilative. Weakly cemented from 1.5 to 4.0 feet. Trace cobble. 4.0 — 6.0 SP Fine SAND — light brown, medium dense, moist. 6.0 Rock RX — backhoe refusal on basalt rock at 6.0 feet Excavated on May 1, 2002. No groundwater encountered Test pit terminated at 6.0 feet below the existing ground surface. Samples taken at 1.5 and 4.5 feet. Excavation Equipment: John Deere 610D Logged by: JPB s R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 1 1 1 1 o _ J 1 1 1 1 1 Iw w >- m 0 w 0 w 2 0 1 1 DEPTH SOIL SOIL (Feet CLASS DESCRIPTION EXPLORATORY TEST PIT # 8 Legacy Cove Student Housing File: BERGCO- P02036B 0.0 — 4.0 ML Fine Sandy SILT (Native) — brown, loose to medium dense, moist and dilative. 4.0 — 5.5 SP Fine SAND — light brown, medium dense, moist. With gravel and trace cobble. 5.5 Rock RX — backhoe refusal on basalt rock at 5.5 feet Excavated on May 1, 2002. No groundwater encountered Test pit terminated at 5.5 feet below the existing ground surface.. Excavation Equipment: John Deere 610D Logged by: JPB S T R a a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 1 1 1 1 1 1 1 1 1 1 L. w 1- m 0 w Y U I u 0 DEPTH SOIL SOIL (Feet) CLASS DESCRIPTION EXPLORATORY TEST PIT # 9 Legacy Cove Student Housing File: BERGCO- P02036B 0.0 — 4.0 ML Fine Sandy SILT (Native) — brown, loose to medium dense, moist and dilative. Weakly cemented from 2.0 to 4.0 feet. At 1.5 feet, dry density = 84.5 pcf and moisture content = 25.6 %. Non - Plastic 4.0 — 6.0 SM SILTY SAND — light brown, medium dense, moist. With gravel and cobbles. At 5.5 feet 12.8% passing the No. 200 Sieve. 6.0 Rock RX — backhoe refusal on basalt rock at 6.0 feet Excavated on May 1, 2002. No groundwater encountered Test pit terminated at 6.0 feet below the existing ground surface. Samples taken at 1.5 and 5.0 feet. Excavation Equipment: John Deere 610D Logged by: JPB s R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING Project: Legacy Cove Apartments Subject: Airtrack Rock Investigation Date of work: May 1, 2002 Rock Building # Comer Contact ft Notes 1 SW 6.5 SOLID TO 12 FEET 1 SE 3.5 FLOATER © 3.5 - WEATHERED W/ SILT SEAMS TO 9.5 - SOLID TO 12.0 FEET 2 SW 6.0 WEATHERED W/ SILT LAYERS TO 8.0 SOLID TO 10.0 - SILT LAYER FROM 10.0 TO 11.0 - SOLID FROM 11 -12.0 2 SE 6.0 SOLID TO 12 FEET 3 SW 7.0 SOLID TO 12 FEET 3 SE 7.0 SOLID TO 12 FEET 4 SW 6.0 WEATHERED W/ SILT SEAMS TO 9.0 SOLID TO 19 FEET 4 SE 9.0 WEATHERED W/ SILT SEAMS TO 13.0 SOLID FROM 13 TO 17.0 - SILT POCKET FROM 17 TO 18.0 -18 TO 24.0 SOLID 5 SW 6.0 SOLID TO 12 FEET 5 SE 4.5 SOLID TO 10.0 FEET -10 TO 12.0 FEET SILT POCKET 6 SW 5.0 WEATHERED W/ SILT SEAMS TO 6.0 FEET - SOLID FROM 6.0 TO 12.0 FEET 6 SE 4.0 WEATHERED W/ SILT SEAMS TO 7.0 FEET - SILT SEAM FROM 7.0 TO 8.5 FEET - SOLID TO 15.0 - VOID FROM 15.0 TO 18.0 FEET - SOLID TO 24.0 FEET 7 SW 5.5 SOLID TO 12 FEET 7 SE 3.5 SOLID TO 6.5 FEET - VOID FROM 6.5 FEET TO 8.0 FEET - SOLID TO 12.0 FEET SW 4.5 WEATHERED W/ SILT SEAMS TO 11.0 SOLID FROM 11 TO 12.0 FEET 5 T R a T 0 a ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING 8 SE 5.0 SOLID TO 9.5 FEET - SILT POCKET FROM 9.5 TO 12.0 FEET - SOLID TO 20.0 FEET Rock Building # Comer Contact(ftl Notes PAGE 2 9 SW 3.5 SOLID TO 10.0 FEET - 0.25 SILT SEAM AT 10.0 FEET - SOLID 10.25 TO 12 FEET 9 SE 5.0 SOLID TO 12 FEET 10 SW 4.0 SOLID TO 8.0 FEET - VOID FROM 8.0 FEET TO 9.5 FEET - SOLID TO 12.0 FEET 10 SE 4.5 SOLID TO 12 FEET 11 SW 6.0 SOLID TO 12 FEET 11 SE 4.0 SOLID 4.0 TO 8.0 FEET - 8.0 FEET TO 12.0 FEET ROCK WITH SILT SEAMS S T R a T a 0 ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING 0 CONSOLIDATION TEST RESULTS ASTM D -5333 (Collapse Potential) Project: Legacy Cove Housing - Rexburg Client: Bergason Construction File Name: BERGCO P02036B Date Tested: 5/15/02 By: T.C. Sample Number: B2L0799 Sample Location: TP -5 @ 1.5' Sample Description: Silt ML Initial test conditions: In situ Water Content: 22.5% (Final moisture content = 29.8 %) Dry Unit Weight: 77.4 pcf (Final Dry Density = 89.1 pcf) & 2 3 4 5 c 6 c cn 7 Water added 2.065ksf c U a) 9 a 10 11 12 13 boun r_ 14 - 0 15 0.1 1 Load, Reviewed By / . . „ . 5 0 0 , ksf s T R & T 10 GEOTECHNICAL ENGINEERING & MATERIALS TESTING 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1