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CO & DOCS - 01-00019 - BYUI Hinkley Building
CERTIFICATE OF OCCUPANCY City of Rexburg Department of Building Inspection Building Permit No: R- o1 -05 -12 Applicable edition of code: ❑ International Building Code 2000 ❑ International Residential Code 2000 ❑ Uniform Building Code 1 997 Site address: 525 South Center Street Use and occupancy: Commercial Type of construction: Design occupant load: Sprinkler System required: ❑ Yes ❑ No Name and address of owner: Corp. of the Presiding Bishop of the Church of Jesus Christ of Latter Day Saints - 347 Salem Avenue Rexburg, Idaho 8344o Contractor: Jacobsen Construction Special conditions: 1e -r, Occupancy: g Full ❑ Partial This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at tbe time of issuance, this building or at portion of the building that was inspected on the date listed was found to be in compliance with tbe requirements of the code for the group and division of occupancN and the use for which tbe proposed occupancN was classified. Date: November 21, 2003 (12:1 C.O. Issued by: ❑ Temporary Buildin i`ficial There shall be no future ange in the existing . , ancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Buil • 'Offi 'al has re e and approved said future changes. Water De P artment/C -Fire Department State of Idaho Electrical Department - (208 - 356-4830) ❑ Merlin Webste BUILDING PERMIT APPLICATION REXBURG, ID DATE . m 40. THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER ,1 BUILDER t STRUCTURE: ❑ RESIDENCE FOOTINGS FOUNDATION ❑ CONCRETE ❑ MASONRY 0 OTHER BASEMENT 0 PARTIAL 0 FULL O NO FLOORS ❑ WOOD O CONCRETE O OTHER EXT. WALLS 0 WOOD ❑ MASONRY ❑ CONCRETE ❑ VENEER ❑ METAL ❑ STUCCO INT. WALLS 0 WOOD ❑ MASONRY ❑ CONCRETE El DRYWALL ❑ PLASTER 0 TILE CEILING 0 WOOD 0 DRYWALL 0 PLASTER O TILE ❑ ACOUSTIC 0 OPEN ROOF 0 BUILT UP. 0 WOOD SH. O COMP. SH. O TILE ❑ ROLL ROOF. O METAL HEAT ❑ GAS 0 OIL 0 COAL ❑ FIREPLACE 0 ELECTRIC 0 CONCRETE 0 MASONRY ❑ OTHER This permit is issued subject to the regulations contained in the Uniform Building Code and Zoning Regulations of Rexburg, and it is hereby reed 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. REMARKS: ❑ NEW ❑ COMM. ❑ REMODEL 0 EDUCATIONAL DEPARTMENT OF BUILDING & ZONING VALUE FEE PAID BUILDING INSPECTOR ❑ CASH 0 CHECK JOB ADDRESS ARCHITECT . ❑ ADDITION 0 GOVT ❑ RELIGIOUS DATE 0 REPAIR PHONE ) ( ❑ RENEWAL ❑ FENCE O PATIO 0 CARPORT O GARAGE 0 AWNING PLICANT ' ADDRESS WHITE - Owner's Copy CANARY - Building Department's Copy PINK Assessor's Copy GOLDENROD - Inspector ❑ FIRE DAMAGE INSULATED ❑ WALLS 0 CEILING 0 FLOORS 0 PERIMETER Date of Application Total Estimated Cost 6 000 000 Signature of applican CITY OF REXBURG, IDAHO APPLICATION FOR BUILDING PERMIT 5 -O/ Permit No. 1e OWNER Name Corp. of the Presiding Bishop of the Church of Jesus Christ of Latter Day Saints Site Address Rick's College Mailing Address 200 Kimball Building City /State/Zip Rexburg City. Idaho 83460 Telephone/Fax/Mobile (208) 356 -1113 CONTRACTOR Name .Ta,crben Construction Mailing Address 3131 West 2210 South City / State/Zip Salt Lake City, UT 84127 Telephone/Fax/Mobile (801) 973 -0500 PROJECT INFORMATION Architect or Engineering Firm Jensen Haslem Architects pc 714'- 7, - a /01./7 Ida.Lic.No. 9023 Plan Name BYU Idaho Multi -Use Facility alibdivision • ick C. le.e Lot N (elease r •.' • - • • r. • • . ..Sa i. Block (circle one) Residential/Commercial/Educational /Government/Religious Description (Exampies: New Piouse / Addition to present house i commercial Kemocletj Square feet. 54, Q00 No. of Stories 2 Height of Building 54 FT Basement YFS finisheo/unf�nished Garage sq. feet N/A Patio /Carport/Awning What will Structure be used for (including name of business if applicable): CITY OF REXBURG If used for a multiple family unit please indicate number of units: ply Will dwelling be in a flood plain? MAY 2 3 2001 Building Type - / A r Digging Permit Fees Linear Foot Charge Water & Sewer Fees i� Plan Check Fees $ 9 7 7/ . 75 4 � Total Signature of Inspector PAID FOR OFFICE USE ONLY UBC / 9 97 Building Permit Fee 2 3, 7S 380 50 / ,Q e 4 /0 - "V Tax Code Zone Plumbing Permit Fee 3, 7i r) . 0p Rough Plumbing Septic Tank Fixtures Water Piping Complete Sewer Bath Tubs Urinal Showers Sink Trap Laundry Trays Water Heater Wash Basin Other Toilet Slop Sinks Kitchen Sirtks Floor Drain Drinking Fountains Lawn Sprinklers Water Softeners Dish Washing Mach. Clothes Washer Name Address Lot Blk. OWNER FEES Plumbing Permit $ Tel. Sewer Inspection $ PLUMBER Add. Name Address Tel. NATURE OF INSTALLATION Use DESCRIPTION OF WORK CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT Inspection of Pipe $ Inspection of Fixtures $ Received: Date Sewer Other By /e ter' PAID MAY 2 3 2001 `Y Oi REXBURG CI Rough Plumbing $ Finish Plumbing TOTAL $ i a INSPECTOR'S RECORD N INSP. NAME 4/18/2001 Clyde J. Weber Project Manager Facilities Management 10663 North 34 East Ucon, Idaho 83454 Dear Clyde: I have finished the review of the BYU -IDAHO Multi -Use Facility plans and have identified the following discrepancies: 1 I need more detailed information on the storm water drainage facilities. Please provide details as well as calculations. 2 The parking provided appears to be below that required by City of Rexburg Ordinance. I show a possible occupant load requiring 558 parking spaces. 3 Address Fire Department requests as per the review that I have attached to this document. We will need to set up a meeting with you to discuss special inpections. Please let me know when a convenient time to meet would be. If you have any questions please give me a call at 359 -3020 ext. 314. Sincerely, Val Christensen `Assistant Engineer cc: Joe Laird John Millar STATE OF IDAHO www.ci.rexburg.id.us P.O. Box 280 exourq 12 North Center Street Rexburg, ldaho 83440 Phone (208) 359 -3020 Fax (208) 359 -3022 e -mail rexburg @ci.rexburg.id.us REXBURG MADISON COUNTY FIRE DEPARTMENT P.O. Box 280 26 North Center Rexburg, Idaho 83440 (208) 359 -3010 1997 Uniform Fire Code Plan Date: 03/01 Plan Review Review Date: 04/01 Building Name: BYU -Idaho Multi -Use Facility Building Address: Second East and Fifth South Stories: 2 Type of Construction: III -1H Occupancy Classification: A -2.1, A -3, B Existing Floor Area: N/A New Construction Floor Area: 57,766 sq. feet 1).Required Fire Flow (Appendix III -A): 3500 GPM /3 Hours Comments: 3500 GPM for 3 hours reduced 75% for automatic sprinkler system but not less than 1500 GPM 2).Water Supply (Article 9, Section 903) Required: Yes Fire Hydrant Location: Plans show four new hydrants to be installed on site Fire Hydrant Flows: Not installed yet. Fire Flow Test Location: Fire Flow Supplied By: Other Approved Water Source: Water Supply Acceptable: Fire Hydrant Location Acceptable: Hydrant located on NE side of building may better serve the fire department. if moved southwest .approximately 60 feet. Currently it would be blocked by parking. Hydrant located on the west side of building is inaccessible. Access to hydrants needs to be addressed. Water Supply Comments: see above 3.)Fire Apparatus Access Roads (Article 9 Section 902) Required: Yes Acceptable: Width: 20 feet Length: OK Surface: OK Turning Radius: OK Grade: OK Vehicle Vertical: OK Clearance: OK Turn Around: OK Complete Road Acceptable: No Comments: Fire department has no access to south and west side of building. UFC sections 901 and 902.2 requires access when building is located more than 150 feet from fire apparatus. In order to meet this requirement we would need access to the south and west sides of the building. I would like to have the landscaping plans. for the south, west and north sides of the building addressed in regard to providing a minimum of 14 foot sidewalks for fire apparatus access, vertical clearances, and grades. In addition I would like to see the plans for access via the service road to the north of proposed building. 4).Access Roads and Water Supply, Including Fire Hydrants Are Required To Be Installed And Made Serviceable Prior To And During Time Of Construction (Article 9 Section 901.3): Comments: Access to building needs to be provided during construction 5),Installation Of Portable Fire Extinguisher (Article 10 Section 1002) Required: Yes Location Acceptable: U/K Type Provided Acceptable: U/K Comments: Provide locations and sizes for extinguishers to be installed. 6).Automatic Fire Extinguishing Systems: (Article 10 Section 1003 Required: Yes Type Of System Being Installed: Wet Pipe Sprinkler System Monitoring Required (Article 10 Section 1003.3) Required: Yes Comments: Subject to State Fire Marshall approval. 7).Standpipes (Article 10 Section 1004) Required: Type Required: No Comments: 8).Ventilating Hood And Duct Fire Extinguishing System (Article 10 Section 1006.2) Required: No Type Being Provided: Automatic Fuel Shutoff Shown (Article 10 Section 1006.2.4): Portable Fire Extinguisher Shown (Article 10 section 1006.2.7): Comments: 9).Fire Alarm Systems (Article 10 Section 1007)Required: Type Of System Required: Manual: Yes Automatic: Yes Both: Yes Type Of System Being Provided: U/K Components Of System Shown: Smoke Detectors: Heat Detectors: Manual Pull Station: Door Holders: Sounding Devices: Visual Devices: Duct Detectors: Flow Alarm: Sprinkler Valve Monitoring: U/K Fire Alarm System Acceptable: No Comments: Need additional information. Section 1001.3 UFC. Plans for Fire Alarm Systems shall be submitted for review and approval prior to system installation. Voice evacuation system is required for this occupancy. Plans and specifications shall include, but not be limited to, a floor plan; location of all alarm initiating and alarm - signaling devices; alarm control and trouble signaling equipment; annunciation; power connection; battery calculations; conductor type and sizes; voltage drop calculations; manufacturer; model numbers and listing information for all equipment, devices and materials. 1 need the riser diagram, number of devices per circuit, manufacture cut sheets on all fire alarm equipment, shop drawings, wire run length, and voltage drops. Would also like -•a useable legend on blueprints to refer too. There may be additional ADA requirements. Plans As Submitted Are Acceptable: No Plans Checked By: Chris Huskinson Date: 4 -12 -01 Please furnish comments back to the plan reviewer in the following manner: Written Comments: Yes New Plans: Fire alarm system, sprinkler system, hydrant location, fire apparatus access, sidewalk width, and landscaping plans with vertical clearances. 6/6/2002 Lloyd Benson BYAJ Idaho Physical Plant Rexburg, ID 83440 Dear Lloyd, Val Christensen Building Official cc: John Millar Jon Berry m� ury STATE OF IDAHO www.ci.rexburg.id.us P.O. Box 280 12 North Center Street Rexburg, Idaho 83440 Phone (208) 359-3020 Fax (208) 359 -3022 e -mail rexburg @ci.rexburg.id.us I met with Sam, the construction supervisor at the Multi Purpose Building today concerning a walk through that we did earlier in the week. During our meeting today, I identified 3 items (aside from the work that is being completed) that need attention prior to obtaining an occupancy permit. They are: 1. The equipment in the mechanical rooms is not secured properly. Section 308 of the 1997 Uniform Mechanical Code (UMC) requires that "When vibration isolation of equipment is employed, an approved means of supplemental restraint shall be used to accomplish the support and restraint ". 2. The handicapped stall of the women's restroom on the second level does not have the clearance required by ICC /ANSI A117.1 -1998 Section 604.3.1 which states "Clearance around the water closet shall be 60 inches minimum measured perpendicular from the side wall, and 56 inches minimum, measured perpendicular from the rear wall. No other fixtures or obstructions shall be within the water closet clearance ". 3. The upstairs classrooms located on the North and South end of the building are large enough to require two exits and as such shall be required to provide exit signs. If you have any questions please give me a call at 359-3020 ext. 324. Spori/Multi -use 29 Oct 1 of 1 Subject: SporilMulti -use 29 Oct Date: Wed, 31 Oct 2001 09:40:15 -0800 From: Jon berry <jonb@ci.rexburg.id.us> To: Val Christensen <valc@ci.rexburg.id.us> The Spori is setting forms on the N. foundation wall and have most of the interior walls in. Electricians are running conduit so they hopefully can pour the SE corner floor wed.. Compaction appeared very good because the electricians were using a pick ax to dig for a conduit. They are backfilling on the N side. The inspector was there but I didn't get to talk to him. The multi -use is coming fast with the center roof about covered. Sam said the concrete pours have been completed. One of the foreman called for grout for this morning. The masons are about finished with the block on the west and are laying brick in several areas. In the basement they are putting up the metal stud walls and running conduit and pipes etc. Parking lot appears to be done. Sam had a question about the east approach ramp from 2nd E. The concrete guys left trowel marks in the ramp then broomed it and said that rexburg had a code allowing this. Sam would like it in writting so it won't come back and bite him. He made them trowel out the marks in the other ramp on the north side. The only thing I saw was a crack in the roof on the north side that was probably a whole left and they covered it to keep from falling thru. I noticed that some of the welding on the E entrance looked like I might have done it and was not as good as some of the other welds that were smooth and uniform. Probably not certified as a welder. Stairs are in and the place is looking pretty good. Jon 10/30/2001 10:12 AM Occupancy: B,A3,S1 Construction: III -lhr Project Number: 01 -09 Project Name: BYU MULTI USE FACILITY Address: 2ND EAST SEPARATION DIRECTION BOUNDARY AREA INCREASE NORTH Public way 100.0 Feet EAST Public way 449.0 Feet SOUTH Property line 200.0 Feet WEST Property line 65.0 Feet Allowable area increased 100.% for open -- Sec. 505.1 CITY OF REXBURG ENGINEERING 12 NORTH CENTER REXBURG, IDAHO 83440 (208)359 -3020 Plan analysis based on the 1997 Uniform Building Code Date: April 13, 2001 Contractor: Architect: JENSEN - HASLEM Engineer: GREAT BASIN Report By: VAL CHRISTENSEN NOTE: The code items listed in this report are not intended to be a complete listing of all possible code requirements in the 1997 UBC. It is a guide to selected sections of the code. Report created using Plan Analyst software by b w & a. (719) 599 -5622 Portions of the material contained in this program are reproduced from the Uniform Building Code with the permission of the International Conference of Building Officials. FIRE PROTECTION 85.0 Feet 399.5 Feet 200.0 Feet 65.0 Feet area on 4 sides. Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST FL Page # 2 NAME OCC MAX FLR AREA ALLOWED RATIO STATUS 2 Office B ok 2500 36000 0.07 ok 2 Mechanical Room B ok 2000 36000 0.06 ok 2 Classroom A3 ok 3348 27000 0.12 ok 2 Storage /Stock Room S1 ok 340 36000 0.01 ok 2 Class Room B ok 1420 36000 0.04 ok TOTAL FOR FLOOR 9608 32254 0.3 ok 1 Office B ok 1430 36000 0.04 ok 1 Class Room B ok 5678 36000 0.16 ok 1 Chapel A2.1 ok 11680 27000 0.43 ok 1 Storage /Stock Room S2 ok 350 54000 0.01 ok TOTAL FOR FLOOR 19138 30067 0.64 ok B1 Class Room B ok 2852 36000 0.08 ok B1 Mechanical Room B ok 804 36000 0.02 ok B1 Storage /Stock Room S1 ok 500 36000 0.01 ok B1 Office B ok 470 36000 0.01 ok TOTAL FOR FLOOR 4626 36000 0.13 ok BUILDING TOTAL 28746 61528 0.47 ok -- Sec. 504 and Table 5 -B The actual height of this building is 42. feet. The maximum height of the building is 65. feet. -- Table 5 -13 Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST NORTH For EXTERIOR WALL FIRE RATINGS AND OPENING PROTECTION Table 5 -A Occupancy Wall B 2 hour A2.1 4 hour A3 4 hour S1 2 hour S2 2 hour EAST For Occupancy Wall B 2 hour A2.1 4 hour A3 4 hour S1 2 hour S2 2 hour SOUTH For Bearing Occupancy Wall B 2 hour A2.1 4 hour A3 S1 S2 WEST For Bearing Occupancy Wall B 2 hour A2.1 4 hour A3 4 hour S1 2 hour S2 2 hour Bearing Non - Bearing Opening Construction Parapet 4 hour 2 hour 2 hour Wall Protection Material Required 0 hour None Non -Comb No 0 hour None Non -Comb No 0 hour None Non -Comb No 0 hour None Non -Comb No 0 hour None Non -Comb No Bearing Non- Bearing Opening Construction Parapet Wall 0 hour 0 hour 0 hour 0 hour 0 hour Non - Bearing Opening Construction Parapet Wall Protection Material Required 0 hour 0 hour 0 hour 0 hour 0 hour Non - Bearing Wall 0 hour 0 hour 0 hour 0 hour 0 hour None Non -Comb None Non -Comb None Non -Comb None Non -Comb None Non -Comb None None None None None Non -Comb Non -Comb Non -Comb Non -Comb Non -Comb None Non -Comb None Non -Comb None Non -Comb None Non -Comb None Non -Comb Page # 3 Protection Material Required No No No No No No No No No No Opening Construction Parapet Protection Material Required No No No No No In two hour walls, fire- retardant - treated wood framing may be used within the assembly provided the exposed outer and inner faces are noncombustible. -- Sec. 503.4.3 Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Page # 4 None -- No fire protection requirements for openings. 3/4 hour -- Openings are to be protected with 3/4 hr fire assemblies. 50% of the area of the wall maximum. -- Table 5 -A, Footnote 5 & Sec. 503.2.2 Maximum single window size is 84 sq.ft. with no dimension greater than 12 feet. -- Sec. 713.8 Not Allowed -- Openings are not permitted in this wall. OTHER BUILDING ELEMENTS Table 6 -A ELEMENT MATERIAL RATING NOTES Interior Bearing wall Any 1 hr Interior nonbrg wall Any 1 hr See Footnote #5 Structural Frame Any 1 hr Exterior Struct Frame Any 1 hr See footnote #1 Shaft Enclosure Any 1 hr Floor /Ceiling Assembly Any 1 hr See Footnote #11 Roof /Ceiling Assembly Any 1 hr See Footnote #8 Stairs Any None NOTE: See Section 711 for shaft enclosure exceptions. FOOTNOTES: 1) Elements in an exterior wall located where openings are not permitted or where protection of openings is required, shall be protected against external fire exposure as required for exterior bearing walls or the structural frame, whichever is greater. -- Table 6 -A, footnote 1 5) Nonload- bearing walls within a tenant space that are not part of a 1 hr. corridor may be of: a) Noncombustible (nonrated) materials b) Fire retardant - treated wood c) One -hour construction (any material) -- Sec. 601.5.2.1 8) If the entire roof structure is 25 feet or more above any floor, the fire rating may be allowed to be eliminated. See limitations and requirements. -- Sec. 604.5 11) The ceiling of the basement is required to be protected with 1 hr. fire - resistive construction and doors to basements are required to be of 1 3/8 inch thick S.C. wood or a 20 minute fire assembly. -- Sec. 712 Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Page # 5 PENETRATIONS OF FIRERESISTIVE ASSEMBLIES WALLS ASSEMBLIES -- Sec. 709.6 Through penetrations: 1) Penetrations shall be installed as tested in the rated assembly. -- Sec. 709.6.2 2) Penetrations shall be protected by an approved penetration firestop system and shall have an F rating of not less than the required rating of the wall penetrated. -- Sec. 709.6.3 Exception: When penetrating items are steel, ferrous or copper pipes or steel conduits and the wall is concrete or masonry, the annular space shall be permitted to be grout or mortar. The minimum thickness is the thickness required to maintain the fire rating. The maximum size of the penetrating items is equivalent to a 6 -inch diameter and the opening is a maximum of 144 square inches. -- Sec. 709.6.1 Membrane penetrations: The requirements are the same as for through penetrations. -- Sec. 709.7 Exceptions: 1. Steel electrical outlet boxes that do not exceed 16 square inches provided that the area of such openings does not exceed 100 square inches for any 100 square feet of wall area. Boxes on opposite sides of the assembly shall be separated by a horizontal distance of not less than 24 inches. 2. Sprinklers with metal escutcheon plates. Noncombustible penetrating items shall not be connected to combustible materials on both sides of the membrane unless it can be confirmed that the fire - resistive integrity of wall is maintained. -- Sec. 709.7 Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Page # 6 FLOOR /CEILING AND ROOF /CEILING ASSEMBLIES -- Sec. 710.2 Through pentrations: Through penetrations of fire - resistive horizontal assemblies shall be enclosed in fire - resistive shaft enclosures. -- Sec. 710.2.1 Exceptions: 1. When penetrating items are steel, ferrous or copper conduits, pipes, tubes and vents through a single concrete floor, the annular space shall be permitted to be grout or mortar. The minimum thickness is the thickness required to maintain the fire rating. The maximum size of the penetrating items is equivalent to a 6 -inch diameter and the opening is a maximum of 144 square inches. 2. Electrical outlet boxes that have been tested for use in fire - assemblies. The system shall have an F rating and a T rating of not less than one hour but not less than the required rating of the floor system. -- Sec. 710.2.3 Exception: Floor penetrations contained and located within the cavity of a wall do not require a T rating. Membrane penetrations: The requirements are the same as for through penetrations. -- Sec. 710.3 Exceptions: 1. When penetrating items are steel, ferrous or copper conduits, electrical outlet boxes, pipes, tubes and vents through concrete or masonry and the annular space is protected by an approved penetration firestop assembly or protected to prevent the free passage of flame and products of combustion. Such penetrations shall not exceed an aggregate area of 100 square inches in any 100 square feet of ceiling area in assemblies without penetrations. 2. Electrical outlet boxes that have been tested for use in fire - assemblies. 3. Sprinklers with metal escutcheon plates. Fire - resistive roofs may have unprotected openings. -- Sec. 710.4 Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Page # 7 SMOKE and FIRE DAMPERS -- Sec. 713.10 and 713.11 Dampers shall be accessible for inspection and servicing: 1. Penetrations through area separation walls. Penetrations through occupancy separations. 2. Penetrations of the fire - resistive construction of horizontal exit walls or corridors serving as a means of egress. Exception: Openings for steel ducts penetrating the required fire - resistive construction of corridors are not required to have smoke dampers when such ducts are of not less than 0.019 -inch thickness (26 gage) and have no openings serving the corridor. 3. Penetrations of shaft enclosures. Exceptions: 1. Duct penetrations by steel exhaust air subducts extending vertically upward at least 22 inches above the top of the opening in a vented shaft where the ' airflow is upward. 2. Penetrations of a fire - resistive floor forming the base of a shaft enclosure may be protected by fire dampers listed for installation in the horizontal position. 3. Smoke dampers are not required when shaft is exhaust only, and is used for continuously operating fans. 4. Penetrations of the ceiling of fire - resistive floor- ceiling or roof - ceiling assemblies. Exception: Smoke dampers are not required. 5. Penetrations of an atrium enclosure element. Exception: Smoke dampers are not required. 6. Penetrations of exterior walls where protection of openings is required. Exception: Smoke dampers are not required. 7. Penetrations of areas of refuge. Exception: Ventilation system designed to supply outside air during an emergency. 8. Smoke dampers are required in smoke barriers and elevator lobbies. Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Page # 8 DRAFT STOPS: If there is combustible construction in the floor /ceiling assembly, draft stops shall be installed so that the area of concealed space does not exceed 1,000 square feet and so that the horizontal dimension between stops does not exceed 60 feet. -- Sec. 708.3.1.1.3 If there is combustible construction in the roof /ceiling assembly, draft stops shall be installed so that the area of concealed space does not exceed 3,000 square feet and so that the horizontal dimension between stops does not exceed 60 feet. -- Sec. 708.3.1.2.2 OCCUPANCY SEPARATIONS -- Table 3 -B B -A2.1 lhr B -A3 Ohr B -S1 Ohr B -S2 Ohr A2.1 -A3 Ohr A2.1 -S1 lhr A2.1 -S2 lhr A3 -S1 Ohr A3 -S2 Ohr Sl -S2 lhr Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST HEATING EQUIPMENT SEPARATION: FOR B OCCUPANCY: A 1 hr. occupancy separation is required around boiler or central heating unit greater than 400, -- Sec. 302.5 FOR A2.1 OCCUPANCY: A 1 hr. occupancy separation is required around boiler or central heating unit greater than 400, -- Sec. 302.5 FOR A3 OCCUPANCY: A 1 hr. occupancy separation is required around boiler or central heating unit greater than 400, - - Sec. 302.5 FOR S1 OCCUPANCY: A 1 hr. occupancy separation is required around boiler or central heating unit greater than 400, -- Sec. 302.5 FOR S2 OCCUPANCY: A 1 hr. occupancy separation is required around boiler or central heating unit greater than 400, - - Sec. 302.5 ADDITIONAL SEPARATIONS: A refrigeration machinery room shall be separated from the remainder of the building as required for an H7 occupancy regardless of area. A horizontal occupancy separation may be limited to the actual floor area of the machinery room. Structural supporting elements shall be protected for the type of construction only. -- Sec. 2802 A 1 hour separation is required from an B occupancy. -- Table 3 -B FOR B OCCUPANCY: Laboratories and vocational shops containing hazardous materials are required to be separated from the rest of the building by not less than a 1 hr occupancy separation. -- Sec. 304.2.2.1 EXIT REQUIREMENTS: FL NAME 2 Office 2 Mechanical Room 2 Classroom 2 Storage /Stock Room 2 Class Room TOTAL 25 7 11 1 71 115 1 5.0 1 1.4 1 2.2 1 0.2 2 14.2 2 34.5 Page # 9 rooms containing a 000 BTU input. rooms containing a 000 BTU input. rooms containing a 000 BTU input. rooms containing a 000 BTU input. rooms containing a 000 BTU input. NUMB MIN MIN PANIC HALLWAY/ DOOR NOTES OCC EXITS WIDTH HDWR CORRIDOR SWING No N/A No N/A No N/A No N/A No N/A Yes N/A N/R N/R N/R N/R Out Out Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Page # 10 1 Office 14 1 2.8 No N/A N/R 1 Class Room 284 2 56.8 No N/A Out 1 Chapel 117 2 23.4 Yes N/A Out 4 1 Storage /Stock Room 1 1 0.2 No N/A N/R TOTAL 416 2 83.2 Yes N/A Out B1 Class Room 143 2 28.6 No N/A Out B1 Mechanical Room 3 1 0.6 No N/A N/R B1 Storage /Stock Room 2 1 0.4 No N/A N/R Bl Office 5 1 1.0 No N/A N/R TOTAL 153 2 45.9 No Corridor Out In areas where 2 exits are required, the minimum separation is 1/2 of the maximum diagonal of the area or floor. -- Sec. 1004.2.4 When 2 exits are required, exits must be arranged so that it is possible to go in either direction from any point in a corridor or hallway to a separate exit, except for dead ends not exceeding 20 feet in length. -- Sec. 1004.2.6 Exit signs are required from all areas where 2 or exits are required. -- Sec. 1003.2.8.2, Exception 2 No point to be more than 100 feet from an exit sign. Main exterior exit doors which obviously and clearly are identifiable as exits need not be signed when approved. -- Sec. 1003.2.8.2, Exception 1 Door swing is based on Sec. 1003.3.1.5 except as noted. Occupant load factor is based on Table 10 -A. Number of exits is based on Table 10 -A except as noted. Exit width is in inches and based on Sec. 1003.2.3 and Table 10 -B Exit width is to be divided approximately equally among exits. - - Sec. 1003.2.3.2 Width shown for all areas is based on other egress components. Width shown for 1st floor is based on other egress components. Width shown for other floors & basements is based on stairways. - - Table 10 -B For the minimum width of doors, see Sec. 1003.3.1.3 For the minimum width of hallways, see Sec. 1004.3.3.2 For the minimum width of corridors, see Sec. 1004.3.4.2 For the minimum width of stairways, see Sec. 1003.3.3.2 FOOTNOTES: 4) Panic hardware is based on Sec. 1007.2.5 See exception for main exit in A -3 occupancies and churches. Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Page # 11 FLUSH AND SURFACE BOLTS: Manually operated edge- or surface - mounted flush bolts and surface bolts or any other type of device that may be used to close or restrain the the door other than by operation of the locking device shall not be used. When automatic flush bolts are used, the door leaf having the automatic flush bolt shall not have a door knob or surface - mounted hardware. The unlatching of any leaf shall not require more than one operation. -- Sec. 1003.3.1.8 LOCKS AND LATCHES: Regardless of the occupant load served, exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. -- Sec. 1003.3.1.8 Key - locking hardware may be used on the main exit when the main exit consists of a single door or pair of doors if there is a sign stating THIS DOOR MUST REMAIN UNLOCKED DURING BUSINESS HOURS. When unlocked, door(s) must swing without operation of any latching device. -- exc. LANDINGS AT DOORS: 1) A floor or landing shall be provided on each side of doors. When access for persons with disabilities is required. the floor or landing shall not be more than 1/2 inch lower than the threshold. When access is not required, the maximum is 1 inch. -- Sec. 1003.3.1.6 2) Landings shall have a width not less than the width of the stairway or width of the doorway, whichever is the greater. Where a landing serves an occupant load of 50 or more, doors in any position shall not reduce the landing dimension to less than one half it required width. The minimum length in the direction of exit travel is 44 inches. -- Sec. 1003.3.1.7 TRAVEL DISTANCE: (distance to an exit) The maximum travel distance in this building is 200 feet. -- Sec. 1004.2.5.2.1 Travel distance shall not be limited within an exit enclosure or exit passageway. -- Sec. 1005.2.2 Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Page # 12 BUILDING ACCESSIBILITY: 1) This building including each tenant shall be provided with at least one entrance which complies with the accessible route provisions of CABO /ANSI A117.1. At least 50 percent of all entrances shall be accessible. -- Sec. 1103.2.3 2) When more that one exit is required from any accessible space, each accessible portion of the space shall be served by not less than two accessible means of egress. -- Sec. 1104.1.1 3) When an exit stairway is part of an accessible means of egress, the stairway shall have a clear width of not less than 48 inches between the handrails. The stairway shall either incorporate an area of refuge within an enlarged story -level landing or shall be accessed from an area of refuge. -- Sec. 1104.1.2 The area of refuge shall have direct access to the stairway that serves it. -- Sec. 1104.2.1 4) Each area of refuge shall be sized to accommodate one wheelchair space not less than 30 inches by 48 inches for each 200 occupants, or portion thereof. -- Sec. 1104.2.3 5) If the area of refuge is not within the stairway, it shall be separated from the rest of the story by a smoke barrier having at least a one - hour fire - resistance rating. Smoke barriers shall extend to the roof or floor deck above. Doors shall be smoke and draft control assemblies with a rating not less than 20 minutes. -- Sec. 1104.2.4 6) Two -way communications are required. -- Sec. 1104.2.5 7) Each area must be identified by a sign stating AREA OF REFUGE and the international symbol of accessibility. -- Sec. 1104.2.7 8) NOTE: Exit stairways in buildings protected throughout by an approved automatic sprinkler system are NOT required to incorporate an area of refuge. -- Sec. 1104.1.2, Exception 2 ROOFING REQUIREMENTS: 1) The roofing on this building is required to be Class B or better. -- Table 15 -A 2) See section 1504 and ICBO research reports for requirements. AUTOMATIC SPRINKLER SYSTEMS: If openings are not provided in each 50 feet of exterior wall or there is floor area more than 75 feet from an exterior opening, an automatic sprinkler system is required. -- Sec. 904.2.2 Note: Openings shall have a minimum dimension of 30 inches. There must be at least 20 sq.ft. of opening in every 50 lineal feet of wall. NOTE: Openings must be entirely above the adjoining ground level. Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Page # 13 An automatic sprinkler system is required in enclosed usable areas above or below stairs. -- Sec. 904.2.3.4 An automatic sprinkler system is required in enclosed usable areas above or below stairs. -- Sec. 904.2.3.4 STANDPIPE REQUIREMENTS: There is no requirement for a standpipe. -- Table 9 -A FOOTNOTES: VENTILATION: All areas customarily occupied by humans shall be provided with natural ventilation by means of openable exterior openings with an area of not less than 1/20 of the total floor area or shall be provided with a mechanically operated ventilation system. Such system shall be capable of supplying a minimum of 15 cubic feet per minute of outside air per occupant. -- Sec. 1202.2.1 WALL AND CEILING FINISH: 1) Wall and ceiling finish materials are required to comply with Sec. 804.1 and Table 8 -B. 2) Carpeting on the ceiling is required to have a Class I flame spread rating. -- Sec. 804.2 3) Textile wall coverings shall have Class I flame spread rating. and shall be protected by automatic sprinklers or meet the acceptance criteria of U.B.C. Standard No. 8 -2 -- Sec. 805 4) Toilet room floors shall have a smooth, hard nonabsorbent surface that extends upward onto the walls at least 5 inches. -- Sec. 807.1.1 5) Walls within 2 feet of the front and sides of urinals and water closets shall have a smooth, hard nonabsorbent surface. -- Sec. 807.1.2 INSULATION NOTES: 1) All insulation material including facings are required to have a flame- spread rating of 25 or less and a maximum smoke density of 450 unless it is in a concealed space and the facing is in contact with a wall or ceiling. -- Sec. 707.3 exc.2 2) Foam plastic insulations are required to be protected. -- Sec. 2602 Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Floor -2nd Occupancy- Classroom Page # 14 ADDITIONAL REQUIREMENTS: For B occupancy For A2.1 occupancy PLATFORMS: 1) Permanent platforms shall be constructed of materials as required for the building type of construction. -- Sec. 405.2 2) If the area under the platform is used for any purpose (including storage) other than equipment wiring or plumbing, then the floor construction shall be not less than 1 hour fire resistive. -- Sec. 405.2 For A3 occupancy PLATFORM: 1) Permanent platforms shall be constructed of materials as required for the building type of construction. -- Sec. 405.2 2) If the area under the platform is used for any purpose (including storage) other than equipment wiring or plumbing, then the floor construction shall be not less than 1 hour fire resistive. -- Sec. 405.2 For S1 occupancy For S2 occupancy Floor -lst Occupancy- Chapel When seats are not fixed, the capacity of this area is required to be posted at 117 occupants in a conspicuous place on an approved sign near the main exit. -- Sec. 1007.2.6 Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Page # 15 ACCESSIBLE FACILITIES: NOTE: Except as noted, section numbers listed below are from CABO /ANSI A117.1 - 1992 WATER FOUNTAINS AND WATER COOLERS: At least 50 percent of drinking fountains, but not less than one, provided on every floor shall be accessible. -- UBC Sec. 1105.4.1 Accessible units must comply with the following: 1) Spout is to be within 36 inches of the floor. -- Sec. 4.15.2.1 2) Spout arranged for parallel approach shall be located 3 inches maximum from the front edge. Spouts of cantilevered units with knee and toe clearances shall be located 15 inches minimum from the vertical support and 5 inches maximum from the front edge. - - Sec. 4.15.2.2 3) Spouts shall provide a flow of water 4 inches height minimum. - - Sec. 4.15.2.3 4) Operable parts shall be located at or near the front edge of the unit and shall comply with 4.25.4 -- Sec. 4.15.3 5) A cantilevered unit is required to extend 17 inches minimum from the vertical support. Clear knee space must provide a clear area of 8 inches in depth at 27 inches high and 11 inches at 9 inches minimum above the floor. -- Sec. 4.15.4.1 6) Forward approach units shall comply with 4.2. Units in alcoves shall comply with 4.2.4.4. Units not having the necessary knee and toe clearance or clear space under them shall comply with 4.2.4 and have a clear floor space that allows a person in a wheelchair to make a parallel approach. -- Sec. 4.15.4.2 TOILET FACILITIES: 1) A 60 inch diameter unobstructed turning space is required in the toilet room. -- Sec. 4.16.3, 4.2.3 & Fig. B4.2.3 2) Water closet shall be mounted adjacent to a side wall or partition. The distance from the side wall or partition to the centerline of the water closet shall be 18 in. Sec. 4.17.1 3) When the accessible water closet is not in a stall: The clear floor space shall be 48 in minimum in front of the water closet and 42 in from the center line of the water closet on the side not adjacent to the wall. -- Sec. 4.17.2 & Fig. B4.17.2 4) When the accessible water closet is in a stall: The stall shall be 60 in wide minimum and 56 in deep minimum for wall hung water closets and 59 in deep minimum for floor mounted water closets. -- Sec. 4.18.3.1 If the door swings into the stall, the required depth shall be increased by 36 inches minimum. -- Sec. 4.18.3.2 & Fig. B4.18.3.1 5) The bars are to be 33 to 36 inches above the floor and shall be provided on the rear wall and on the side wall closest to the water closet. -- Sec. 4.24.2.2 & Figs. B4.17.3, B4.17.4 and B4.18.3.1 a) Side grab bar is required to start within 12 inches of the back wall and extend to 54 inches from the back wall. (The minimum length of the bar is 42 in) -- Sec. 4.17.4.1 & Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Page # 16 Figs. B4.17.3 and B4.18.3.1 b) The rear bar shall be 24 in long minimum, centered on the water closet. Where space permits, the bar shall be 36 in long minimum, with the additional length provided on the transfer side. -- Sec. 4.17.4.2 & Figs. B4.17.3, B4.17.4 and B4.18.3.1 6) The top of the seat on the water closet is required to be 17 to 19 inches above the floor. -- Sec. 4.17.3 & Fig. B4.17.3 7) Accessible urinals shall be of the stall type or wall hung with the rim at 17 inches maximum above the floor. -- Sec. 4.19.2 8) A clear area of 30 X 48 inches minimum is required in front of the urinal. Privacy shields shall not extend beyond the front edge of the urinal rim, unless they are 30 inches apart minimum. -- Sec. 4.19.3 9) Accessible lavatories shall be mounted with the rim 34 inches maximum above the floor and a clearance of 29 inches minimum from the floor to the bottom of the front edge of the apron. -- Sec. 4.20.2.1 & Fig. B4.20.3.1 10) It shall extend 17 inches minimum from the wall. The clear knee space shall be 8 inches in depth minimum at 27 inches minimum above the floor and 11 inches in depth minimum at 9 in minimum above the floor. The dip of the overflow shall be ignored when checking the clearances. -- Sec. 4.20.3.1 & Fig. B4.20.3.1 11) A clear floor space of 30 X 48 inches minimum shall be provided in front of the lavatory and shall extend 19 inches maximum under the lavatory. -- Sec. 4.20.3.2 & Fig. B4.20.3.2 12) Water supply and drain pipes under lavatories shall be insulated or otherwise treated to protect against contact. -- Sec. 4.20.4 13) The bottom of mirror is required to be within 38 inches of the floor. -- Sec. 4.16.6 & Fig. B4.20.3.1 Code review for: Project Id.: BYU MULTI USE FACILITY Address: 2ND EAST Page # 17 GLAZING REQUIREMENTS All glazing in hazardous locations is required to be of safety glazing material. -- Sec. 2406.3 & 2406.4 Locations: 1) Glazing in ingress and egress doors except jalousies. 2) Glazing in fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. 3) Glazing in storm doors. 4) Glazing in all unframed swinging doors. 5) Glazing in doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers. Glazing in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. 6) Glazing in fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24 -inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. 7) Glazing in an individual fixed or operable panel, other than those locations described in items 5 and 6 above, than meets all of the following conditions: A. Exposed area of an individual pane greater than 9 square feet. B. Exposed bottom edge less than 18 inches above the floor. C. Exposed top edge greater than 36 inches above the floor. D. One or more walking surfaces within 36 inches horizontally of the plane of the glazing. 8) Glazing in railings regardless of height above a walking surface. Included are structural baluster panels and nonstructural in -fill panels. 9) Glazing in walls and fences used as the barrier for indoor and outdoor swimming pools and spas when the bottom edges is less than 60 inches above the pool side and the glazing is within 5 feet of the pool or spa water's edge. 10) Glazing in walls enclosing stairway landings or within 5 feet of then bottom and top of stairways where the bottom edge is less than 60 inches above the walking surface. . 2 :: 3 3 3 p 1 i yF R_111825 - CR / 74605-- TR7Ai,. ) REPAIR TO REMOVE PORTION OF BOTTOM CHORD AND ADD BEARINGS. REPAIR PROCEDURE > SNORE TRUSS TO RESTORE TO PRE- L3ADE0 CONDITION. > ADO WEBS WITH TRULOX PLATES AS SPECIFIED. > RE -LOAD TRUSS. (W)ADD 2X4 OF L /DF- L(N) #1(#2 OR BETTER WEB. IGINAL PLATE MUST REMAIN UNDISTURBED. 1 .0 Z?i 1, W 1 oe�tJi L. R ■1147 0•180 IF5.5• 13 8 8 12 -8 -0 (T) 4X6 R E(9j W7X10 >� 3X6 6 -8 -14 6 -8 -14 5 -11 -2 6 -0 -14 1 -12 3 -5 -8 6 -5 ;1 9 -11 -0 6 -7-4 9- 3 -8 -7 -4 -L (T) 3X6 t (113X10 N . (T) 3X6 R 32 -4 -0 Over 4 Supports R ■1339 U ■180 R - 532 U - 180 19 -8 -0 PLT TYP. Hi.h Stren th Wave TPI -95 *• NARNINO -. 111550S BEMIRE MUENE CARE IN FAORICATIU. 3010(111. SNIPPING, INSTALUSS Alit MACIM. REFER TC 010.51 GAOLING I15TAL.I31 AN) 1301[30` PMLI13E3 IT TPI MOSS PLATE EISTI SEE. 103 D ONOF110 01.. MITE ROO. RAD1SON. NI 131:11. FOR WEFT PRACTICES PRIER TO PE1POINIM TNE11 FISCTIOOS. OILERS OTNgOESE INDICATED. TOP COORO SNELL PATE 110111(7 ATTACHE/ rILPROWL. ANELS. SOTTO" COOED 'NALL SAFE A PROWL. ATTACOEt RIG10 CEILING. PRODNCTS. INC. SOUL NOT IE FORRROANY TO ENE DEFIITION PION IM DES N: AIV BUILO T111 TRNSgS IN 101F11MA3CE VETS :PI: OR FAMICATIN3. DAMLITS. 1NE'PTNS. EISTALLEBU ANS BRACING OF TUSKS. TIES 0[1 : 13 comma N:TS MPIICAOIE POVISIBUS Of OS (NATIONAL DESIGN SPECIRCAT100 PBULIINED IT TIE *0[11101 FOREST AND PAPER ASSOCIATION) 010 T►I. MAW 00111CT0R1 AM NADI OF /OSA AST" 0053 ORM SALT. STEEL. 'KEPT AS SOM. APPLE CONVECTORS TO [ACS FACE IF TRESS. AO MESS OTIENNI5 LOCATED 01 TRES DE3t11. 31517113 CONNECTORS PEE 11030115 EEO A -I. ENE SEAL OS TOES 'RAYING 1SOICATES ACCEPTANCE OF P35FE1510NA1 EO11EE11M ammosato.CA9Sf29 ION. RESPONSIBILITY SOLELY FOR TIN: MUSS 100311[/7 BUf[Y 30011. THE SSETAeIt:ri Alp USE 01 THIS COMP13EN1 103 ANT PoTtclua MELDING 13 TIE RESPONSIBILITY BE THE BUILDING DESIGNER. PEN ASSI/TPl 1.1111 SECTION R. THIS CMG PREPARES =ROM COMPUTER INPUT (LOADS A DIMENSIONS) SMUTTED 111 IRJSS MFR. NOTE: SEE DRAWING CAUSR5602 01159169 FOR LUMBER, PLATES. AND OTHER DATA NOT SNOW HERE. AFTER COMPLETION OF REPAIRS. TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT T3 ASSURE COMPLIANCE WITH ALPINE DESIGNS AND SPECIFICATIONS. (T) 11 GAUGE (0.120111.3751 NAILS REOU:REO FOR TRULOX PLATE ATTACHMENT. NAILS SPECIFIED IN CIRCLES MUST BE APPLIED TO EACH FACE OF EACH TRUSS PLY. SEE DWG 160TL FOR NAILING ANO TRULOX PLATE REQUIREMENTS. 16 -8 -0 Design Criteria: TPI STD UBC T 4 -8 -12 1 R ■1094 U -180 W -5.5' UT - 1 TC LL 40.0 PSF TC 01 10.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 60.0 PSF SPACING 24.0 Scale — .1875'/Ft. REF R5602-22254 DATE 02/05/02 ORW CALSIS602 02036019 CA -ENG CR /GWH SEIN - 70932 FROM LAG 4 � ' (R 01825 - CR / 74605 - -TR7A ) ( D• REPAIR TO REMOVE PORTION OF BOTTOM CHORD AND ADD BEA2INGS. a' 3' REPAIR PROCEDURE ALPINE UT /f1 / / / /F TC LL 40.0 °SF TC 0L 10.0 'SF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 60.0 PSF OUR.FAC. 1.00 Scale - .1875 REF R5602 -22254 DATE 02/05/02 DRW CAOSN5602 02036032 CA -ENG CR /GMH SEAN - 10930 FROM LAS ) SNORE TRUSS TO RESTORE TO PRE CON)ITION. > ADD NESS WITH TRULOX PLATES AS SPECIFIED. ' > RE -LOAD TRUSS. (W)ADO 2X4 OF L /DF- L(N) #1/#2 BETTER WEB. PLT TYP. High Stren hoick ha 5-11 -2 6 -8 -14 5-11-2 12 -8 -0 R -1147 0 -180 V -5.5" 32 - 4 - 0 Over 4 Supports R -1335 11■180 R - 529 0-180 IRIS MG PR:PAREO FROM COMPUTER INPUT (LCAOS i DIMENSIONS) StlBNII1LO 01 MSS NHL NOTE: SEE DRAWING CAUSR5602 01155168 FOR LUMBER, PLATES, AND OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS. TRUSSES MIST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESEGN6 AND SPECIFICATIONS. (T)11 GAUGE (0.120 111.375 NAILS REQUIRED FOR TRULOX PLATE ATTACHMENT. NAILS SPECIFIED IN CIRCLES MUST BE APPLIED TO EACH FACE OF EACH TRUSS PLY. SEE ONG 160TL FOR NAILING AND TRULOX PLATE REQUIREMENTS. t1 ,Wave TPI -95 Design Criteria: TPI(STO) /UBC "NAMAtlp" 738SSES IEINNIE El (ARE IN FANICArIN. 1AICLIN3. =PPM. IIITALl1Ss MAO I8A:1N. RIM TO 418.81 (NANOLIK INUFALIINN A11 ENAC:OSI. PQLUNEO 8T r't (TENSE PELTE II E NST INSII TERSE E. Ell frOsopol0 ATE 800. 1111113. 11 {u1/). ICI SUETY PRACTICES PITON T8 PUNCTUAL PARED. 3(110 1S : Nt1 'RA LE 3 1c*TE3. TM Cl3N fNAll SAVE 'IOIEILF MACAEO IMMORTA PA LE NAT. A 880'ERLT ATTAtiEO 11110 CI :LING. POM R1 A T -' f 13REiso A DPI OF 1115 DESIGN TN TIE INSTALLATION CONAACIMI. mom UIENEE111 /Illo TIE 1:. 18 1ST 88 Ig1ONSIIIE Fib ANT flume' 88011 - ►IS IESIlIt All FAILME T8 IIACIS$ CI TiIUE3. IRI 8 (( 33 10KEN 70511MITN APP APPLICABLE IEIONS IF NOS (gIIONAt COSIER SPECIFIcATIN FLILISd I NT THE AIERICAN FONNEST AND POPE8 ASSOCIAT.OR) ANS 1P1. ALPINE C(iNE(TNS ARE NAOE 31 IOTA AsIN AGSS GRAD SALE. STEEL. (I(EPT AS ICTE). NFL/ (DIRECTORS TO EA(N Fitt OF TIISS All UNILEIS CT8E83I1E EXAM) 31 TNl3 MINN. POSITION CONIE PER MANINIs LN Al. TIE SEAL 88 TEES [smile 1l0ICATES ACCEPTAN :E OF POOFEESI)RAL EIGIIEERITO USPNS :IILitt SKIMP FM THE 73311 (1MNEE OES1111 smos. TEE sllry :Il-r U0 3tl of 7338 armsful FOR A1T 3ARTICLLAR 11111IiG 1S 73e IEIP0s1IIITT OF THE 1DIL3153 DESIGNER. PCs '081/TP1 1.1801 IECT131 I. 5 -7-4 5-7 -4 4 -8 -12 i R -1100 U -180 M -5.5" SPACING 2A (1 (LQ1825 - CR / 74584 - -TR2 4 REPAIR TO REMOVE PORTION OF BOTTOM CHORO AND AOD BEARINGS. REPAIR PROCEDURE > SHORE TRUSS TO RESTORE TO PRE - LOADED CONDITION. > ADD WEBS WITH TRULOX PLATES AS SPECIFIED. > ADO BRACING AS SPECIFIED. > RE-LOAD' TRUSS. (W)ADO 2X4 OF- L /DF- L(N) #1/ #2 OR BETTER WEB. ADD 2X6 OF-L#2 OR BETTER WEB. (T)11 GAUGE (0.120'X1.3751 NAILS REQUIRED FOR TRULOX PLATE ATTACHMENT. NAILS SPECIFIED IN CIRCLES MUST BE APPLIED TO EACH FACE OF EACH TRUSS PLY. SEE DWG 160T1 FOR NAILING AND TRULOX PLATE REQUIREMENTS. PLT TYP. Wave TPI -95 CA 115/22 13 -7 -12 (T) 3X6 M (T) 3X6 M 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 1 DIMENSIONS) SUBMIIIED BY 1RUSS t*R NOTE: SEE ;MOWING CAUSR5602 01150118 FOR LUMBER. PLATES. ANO OTHtR DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS. TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESIGNS. AND SPECIFICATIONS. (A) 1X4 #3 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2)8d NAILS. BRACING MATERIAL TO BE SUPPLIED ANO ATTACHED AT BOTH ENDS TO A SUITABLO SUPPORT BY ERECTION CONTRACTOR. (T) 3X6 II- -5 -1- 5 -9 -11 -1 -8 Ir,..,., $-11 -2 8 -0 -683 -2 -2 -4 28 6 4 Over 4 Supports R -1352 0-180 R -517 U-180 13 4 0 7 -8 -13 -8 -13 R -770 0-180 W-5.5" 5 -9 -11 **WARNING** MISSES REQUIRE EXTREME CARE IN FAORN N11 5 L 0o tea: INS II D A11 ) 0 /U8(. "BACON. REFER TO MI5 -Sl (MARBLING INSTALLS"{ ARO NACUG). I55tifitg or TPL (1X555 PLATE IISTITIT(. SGS D'OM0FNIG OR.. 111TE EN. NAD11N. NI MIS). FIR SAFETY PRACTICES PRIM TO PERFORNIMQ TNLSE EVICTION[. UNLESS 01555513E IN51CATt5. TIP CIRRI SMALL NAVE PROPENE/ ATTACHED STIVCTVRAL PARELS. SUTTON CHORD =ALL NAVE A PROPER' ATTACKS I ICED CEILING. ** IMPORTANT** PERM A COPY OF Rolf OES1S5 TO me INSTALLATION CONTRACTOR. ALPINE INSINCERE, M000CT5. RC. SMALL NOT 5t RESPONSIBLE FOR ANY DEVIATION FROM /NIS DESIGN; ANY FAILURE TO NIACIN 07 1115OSSER.N C nN NIEN 53111 APPLI I NIPING. (NATIONALL1015)55 SPECIFICATION PIOLISIED BY TOE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF IOU AST5 *ORS NNA0 GAL ". STEEL. EXCEPT AS NOTED. APPLY CNOECTOIS TO EACH FACE OF TRIMS. AND (PRESS 1T1E5515E LOCATED N TOSS DES344. POSITION CONNECTORS PER MOOR In A -I. Oft SEAL OM mu DRAWING IPQICATES ACCEPTANCE Of PIOFISSIOOAI 11G11Ea1N8 IESPNSUtu7Y NNEELT roe TOE MSS COMPONENT NC51OW MOWS. TOE SI1TAIILITY AND SSE OF M CNPNE5T ►N Aiy PMTICDLAN 5511011* IS TOE NESrofIBILITV OF TOE INILSIN DEriMMR. FEN ANSIfTP1 1.1505 SECTION 5. 6 -9 -6 R -784 U -180 111-5`.5' 40.0 PSF 10.0 PSF 10.0 PSF 0.0 PSF 60.0 PSF UT - 1 -12 DUR.FAC. 1.00 cPAt1lrr- 9A n■ 10 -2 F Seal _ -.25" ORW mama' CA -ENG CR /6W SEQN - 70908 FROM LAO 4. : 1 0 r i 3 a D M • 11 .01825 CR / 74584 - -TR26 REPAIR TO REMOVE PORTIONS OF BOTTOM CHORD AND ADO BEARINGS. REPAIR PROCEDURE ) SNORE TRUSS TO RESTORE TO PRE - LOADED CONDITION. ) • ADD WEBS WITH TRULOK PLATES AS SPECIFIED. ) ADO BRACING AS SPECIFIED. > RE -LOAD TRUSS. (W)ADD 2X4 DF- L /DF- L(N)#1 /12 OR BETTER WEB. (W2)AD0 2X6 DF -42 OR BETTER WEB. (7)11 GAUGE (0.120111.3751 NAILS REOUIRED FOR TRULOX PLATE ATTACHMENT. NAILS SPECIFIED IN CIRCLES MUST BE APPLIED TO EACH FACE OF EACH TRUSS PLY. SEE DWG 160T1 FOR NAILING AND TRULOX PLATE REQUIREMENTS. liA�8 u1271riMtUirsc lbe malto,CA9S120 Tac' I 01 7 -8 -13 7 -8 -13 1 -704 U -180 W-5.5' 12 -8 -12 Note: All Plates Are W2X6 Except As Shown. PLT TYP. Wave TPI -95 R -1014 U -180 -8- 28 6 4 Over 8 Supports R -37 U-I80 1-202 11 -180 R-407 11-180 pest Criteria: TPI STD "'GROINS** TRESSES REWIRE EITRUNE CANE IN FAERICATION, RANKING. IMIPP108. INSTALLING AND "RACING. WTI TO NIO.OI (SASOLIG INSTALLING AND @RACIG). P1111S011 NV TPI (TRIG PLA INSTITUTE. SO3 0 DI.. SITE 0111, NODIS01. 111 SS111). FOR SAFETY PRACTICES MIN 1O PNF001101 Intl( FUNCTIONS. DOLES; 07N01SE INDICATED, TOP CN)UO SNAIL SASE PROPERLY ATTACK" 100CTIIAI P1111S. 18TTON 00000 SNAIL NAT! A PROTEGE ATTACNEO RIGID CE:1000. "IWOOTANT•• FERNIER A COPY CF 1E01 0E01EN TO GE ISSTALIATI01 CO0TUACTOS. *AFIRE EIEI0EE0(0 P0001011. INC. SHALL NOT NE OESPO1011LE 13R A0! OE0IATIN FROM T11S DESIGN; Any FARM TO 001L0 TOE TROVE; IN C111/NIAICE MITI TPI: N FAGICATIG. MM011►G. SOPPING, INSTATING ASO NIACIN" OF TRINES. TOTS DESIGN CONFORMS 0010 APPT:CAOLE PROVISIONS N IDS (0AT10"AL DESIGN SPECIFICATION GIGGED IV T1( ANBICA& FOREST *00 FOB ASSOCIATION) A0D TPI. ALPINE 001110101! ARE NAME OF EC4A AST1 A611 GRAD GALI. STEEL. EICEPT AS NOTED. APPLY CONNECTORS TO CAC1 FACE OF TRESS, AG LILESS OT10001 E LOCATED 01 TNIS DESIGN. POSITION CONNECTORS DER OGIENS1 100 A.I. TIE SEAL 01 THIS 0RA01111 INDICATES AC011110 E OF PROFESSIONAL ENCTIEERTIG 10100SI11LITY SOLELY FN 7111 MSS :mom 011110 SNOW. TIE 01ITLO - l1TY AND BSI OF TNGB GRADIENT FOR ANT PARTIC1LAR 1UILC1 "3 IS TNt 1ESP01S111LITT OF THE 41IL)ING 0ES101EI. PER 001 1711 1.1100 0E01100 I. IRIS DWG PREPARED FROM COMPUTER INPOI (LOADS & DIMENSIONS) SUINIITEI BE (ROSS 111. NOTE: SEE DRAWING CAUSRS602 01150118 FOR LUMBER. PLATES, AND OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS. TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL 8UILine DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESIGNS AND SPECIFICATIONS. 1X4 #3 HEN -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2)8d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. 8 -1 1 -9 -8 6 -7-2 UBC 5 -6 -7 m t2-3 -0 U'941 -9-0 � — _5- - taw 4 - - 2 -0 -8 -10 -0 4 -1 -2 2 - - 14 4 -10 -11 4 - 9 - 0 4 -5 -8 4 -7 -4 10 R -425 U -180 0 - 12 10 - 0 -2 R -356 U -180 R -243 U -180 W-5.5 U T TC LL 40.0 PSF TC DL 10.0 PSF 9C 01 10.0 PSF BC LL 0.0 PSF TOT.LD. 60.0 PSF DATE 02/05/02 ORW CAUSRS6O2 02036C18 CA -ENG CR /GWH SEQN - 70922 i a 1 4 01025-GEV. ACCT. SLCC INSTITUTE - 1J2 SPECIFICATION FOR FIELD CONDITION: FIELD CONDITION: NEB NOTCNEO AS SR PROVIDED THAT WO t; „A OR SPLITS, EXIST IN THE NOTCHED AREA (E)ORIGINAL PLATE FUST aims UNDISTUMIED. ) Ai WARE , 'KNOTS, %IS IN 1RfP&U txara wnr . ...... - • NOTE: SEE DRAWING A O2H0115911 FOR LUMOER, PLATES. AND °TIER 11 SHOWN AFTER tOIIPLETIDN OF FIELD MODIFICATIONS. TRUSSES NUS BE INSPECTED OV THE TRUSS MANUFACTURER OR LOCAL RIIL01NG OEPAIITMENT 10 ASSURE C84PL!AKCE U1T4 ALPINE DESIGNS AND SPECIFICATIONS. TC LL 40.0 PSF TC DL 10.0 PSF 9C DL 10 PSF BC LL 0.0 PSF TOT.LD. 60.0 PSF �- 3-2-0 -- � R ■1123 U -180 [MI Des' .n Crlterta: TPI STD PLT`TrP. Wave ?PI -9S INIIPIII. 1011111111 .. utr11[ 11 , e1/ t� nlutaTall. OM III URC 1111117• 11111 N all- li !R 11 1 X1 g1.'IR 10/61061. I: wl.1 1110111 1PI 1,I 10 R11 1 II K1 SC • 1u 'Ku *IIIL K NR M 11 muss S M, 1111 1 I PN NKII 1T T IIUl 015111611106. N 1 11 C*1 !MI Amon IIt♦ 1 1 t tt� pl. 11 1 SOT l 0 EMI 1 WE 1 C14164110. I 1111 ` �171 `1 1A T 117111 701 T11111ES 11 1I1T/INAICI 1111 111: all IMull11111. 040111116. 1011•I4. 1Ni1d/17i 101 11•110 Of 11111111. IIIII 110C1,11111410 IIYMISat� T 1 AKA norms I PIKIT IN PUCK 141011•1011 031 TI. 1 71111 KSIM tan TA11�a ~� On �INIS[ H INII 11771. 70111111 011 71 10 01 .1061 Am 11113 7 1E` 50 1111 I r o K 10' 7 c11701111 1 ni IUITailli I 1 171, Or 1011 COOKOUT 41 1 SO 0117 1. 1 11 oUR111/ 11 SW 111103111103111111 1.1 1Tr INC 11IL1 P1 016:010. 1 1 1 a C8 111•Ioa 14 -0.15 Over 2 Supports 3 -9 -11 R -1030 U -180 1.5.5' UT ao r- c C CB CD CM a 60 C. A 1 N Ft Scale -.375' REF RS602-33 06108/3: DRN ChUSa61112 mac 3 { i ( RJ11825 - CR / 74584- -TR2 ) REPA IR FOR ADDED LOAD. IMPAIR PROCEDURE ) SNORE TRUSS TO RESTORE TO PRE - LOADEC CONDITICN. ) ADD CHORD WITH TRULOX PLATES AS SPECIFIED. > ADO TRULOX PLATES AS SPECIFIED. ) ADD BRACING AS SPECIFIED. > RE -LOAD TRUSS:. : ADDITIONAL LOADING PER TRUSS MANUFACTURER 8C - 616 LB Conc. Load at 13-9 -4 BC - 258 LB Conc. Load at 15 -2 -4 (C)A00 2X6 OF -L 2100f -1.8E OR BETTER BOTTOM CHORD. (T)11 GAUGE (0.12041.3751 NAILS REQUIRED FOR TRULOX PLATE ATTACHMENT. NAILS SPECIFIED IN CIRCLES MUST BE APPLIED TO EACN FACE OF EACH TRUSS PLY. SEE DWG 160TL FOR NAILING AND TRULOX PLATE REQUIREMENTS. ALL ORIGINAL PLATES MUST REMAIN UNDISTURBED. (T) 3X10 14 PUT TYP. H1.h Stren Milit= ha. 7 -8 -13 7 -8 -13 R ■2204 U-180 W=5.5 (T) 6X20 NR 6 -11-2 6-11 -2 (T)3X8 E (T)3X8 ■ 28 - - Over 2 Supports th Nave TPI -95 Desi!n Criteria: TPI STD UBC "VANNING -* WAIMEA REHIRE UMW CAW 11 fANICATIN NA011n. 11101 INTULIN AN RACING. REFER TO N111-1I 0140Ell 6 1s1TALLIN MI RACING)). PNILISKp Pt T►i t1RR11 FIAT( SISTITOTE. SNt p'e1*Fett ON.. RITE tee. NAR :SN. N: AIM). FN swtt• PIACI:CIS PI:OR 73 'UPCOMING 1NE0E TANCTINS. NLAAS 011111IN •SOlc*TEN. TOP WINO WALL NMS FRO'E1LT ATTACK) $TRUCTUTAl PANE -S. NOtTN WOW WALL IEEE A PROPER.' ITTA - /ce Rit1O CEILIN. "14P3MTANT " 1111191 . COPT N 1155 0E1141 TC TN1 11STALUTIN CNIRACTN. ALPINE 10SI1EElE) PiNOCTS. IOC. AIM NOT 01 REIPWSD_E FOR EIT REPLETION FlN T11* Onlin NW FAttN1 10 AMC THE TRUSSES 11 COWNNEN:I NMI 111: 01 FAERICATINR. NARel1TG. S1tPtlls. IRSTELLIIS ANO NRACUIS X TRESSES. TNis MEMO 100NPS rte► MPPL :CM LE uKPBINS SF Ns tII:OR111. 050501 s'ECIFlCATIN PN.L - SNEO OT 1K ARMCO FOIEST EEO PMEN ASSKIATI71: M0 111. ALPIK C3NECTRII Axe wag Of EKA *1TN Ain net NA:T. STEEL. MEAT AS NO PIPLI CNKCTNS 11 T 0/101/11 1N A 11. BTU MI AS - NIS B In ON 0110116 '4CE W PRO 5111NA. 03011551101 NESPGLSnttln NLELt FGR 1E Tien 101501[11 DESIGN seen. in 1111AS1.113 A*3 WE OF Tilt COMPONENT FN ENV PIITICSUR *0110101 IS TPE RU$PCN1IN :1120 )t 115 N!11113 OESINLR. PER 111117/2 1.1011 11C71C11 t. IRIS ONG PRERMUD FROM CONPDi1R 'SPIT (LOADS i DIMENSIONS) SISN`.TILD DI 'ROSS MFR. NOTE: SEE DRAWING CAUS.25602 01150118 FOR LUMfER. PLATES. AND OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS. TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER CR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH AL'INE DESIGNS AND SPECIFICATIONS. (A) 1X4 #3 HEN-FIN OR BETTER CONTINUOUS ,.ATERA_ BRACING TO BE EQUALLY SPACED. ATTACH IITN (2)9d NA - LS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH EICS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. 6 -11-2 6 -11-2 (T) 6X9 0 (7)6X20(01) 6 -9 -E 6 -11-2 042 Q -2153 0-180 TC LL TC DL BC 01 BC LL TOT.LD. 40.0 PSF 10.0 PSF 10.0 PSF 0.0 PSF 60.0 PSF DUR.FAC. 1.00 REF R56C2 -22254 DATE 02/05/02 DRN CAUSIUD2 0203035 CA-ENG CR/GNH SEQY - 10984 FROM LAG JT - 1 - - - F Scale -.25• Ft. SPACING 24.0" 10-0 -2 2 p 1 • • (R-01826 - CR / 74584 - -TR2 REPAIR FOR ADDEO LOAD. REPAIR PROCEDURE ). > SHORE TRUSS TO RESTORE TO PRE - LOADED CONDITION. > ADO CHORD WITH TRULOX PLATES AS SPECIFIED. A00 TRULOX PLATES AS SPECIFIED. ADO BRACING AS SPECIFIED. > RE -LOAD TRUSS. ADDITIONAL LOADING PER TRUSS MANUFACTURER BC - BC - BC - BC - BC - BC - S07 LB Conc. Load at 12 -10 -4 101 LB Conc. Load at 14 -10 -4 11 LB Conc. Load at 15 -10 -4 203 LB Conc. Load at 17 -4 -4 178 LB Conc. Load at 23 -2-4 213 LB Conc. Load at 23 -9 -4 (7)11 GAUGE (0.120')(1.375') NAILS REQUIRED FOR TRULOX PLATE ATTACHMENT. NAILS SPECIFIED IN CIRCLES MUST BE APPLIED TO EACH FACE OF EACH TRUSS PLY. SEE DWG 160TL FOR NAILING AND TRULOX PLATE REQUIREMENTS. (C)A00 2X6 OF -L 2100f -1.8E OR BETTER BOTTOM CHORD. ALL ORIGINAL PLATES MUST REMAIN UNDISTURBED. (T) 3X8 1 7 -8 -13 - 8 - 13 R -2214 U -180 W-5.5" (T) 6X20 - (T)3X8 3 (T)3X8 N 6 -11 -2 6 -3-12 7 6 -11 -2 28 6 4 Over 2 Supports THIS DWG PREPARED FROM COMPUTER 1NPU1 (LOADS a DIMENSIONS) SIRIMIIIED 81 IRUSS NOR NOTE: SEE DRAWING CAUSR5602 01150118 FOR LUMBER, PLATES. AND OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS. TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESIGNS AND SPECIFICATIONS. (S)ADD 2X4 X8 -0 -0 OF- L /OF -L(N) #1/12 OR BETTER SCAB TO BE ATTACHED TO 1 FACE WITH 1Od (0.148'X3.001 NAILS SPACED AT 4 "o.c. • (A) 1X4 #3 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2)8d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. 6 -11-2 (T)6X8.0 (T) 6X20 (0L) as ( S) 6 -9 -6 6 -11 -2 (T) 6X8 10 -12 10-0 -2 1 R -2422 8 -180 W-5.5" PLT TYP. High Strength Nave TPI -95 Design Criteria; TPI(STD) /UBC 19 LmUIellBMN a01 . •• MANN10* Roosts RE0 (*11111 1NE ( CARE IN FABRICATION. NANNIES. SNIFFING, INSTALLING /NO � rQ Z7I9S. 8.01. C U BEACH'S. REFER TO 011.91 (rooL10 1NSTALLINS AND mein). P11L1SVEO Of NI (MSS PLATE ENFOO N10 TOESE flumes. UNLESS INDICATED. IMO). �INAN PRACTICES PATON TO ATTACNEO sTRICTVNAL PANELS. IOTTON 3000 SMALL NAVE A PROPERLY ATTACNEB NI010 CEIL10. PPOOCTt INC. 0N A Coy *LLI NOT Of NESTON$IBLE OEVIATIOM TN SINS EMNIEDID BOILS TIE TRUSSES IM CONFORM! VITO ON OR FA011CATINs. NAMING. SHI►P100. INSTALLING AN0 NANO of ;MONIES. TNIS DES169 CONFONI VITO APPLICABLE P1011SIO3 OF 0S (0AT101AL 0ESI61 SPECIFICATION PUSLISMEO NY TOE AMERICAN FOREST AN0 PAPER ASSOCIATION) AND T ►1. ALPINE COIECTBNS ARE NAVE OF RoSA ASIN PASS 0(40 GNU /. STEEL. EICEPT AS VOTED. APPLY Co11ECTORS TO EACI FACE OF ;ROSS. A00 00LE55 OTNERUISE LOCATED O TIM 033ION. POSITION COMECIOOS PER ORAYIMIS 10 A-I. TIE SEAL O TNIS BOOM INDICATES ACCE►TA10E OF 110111SIOHAI 3011EE1101 NEM15111LITY SOLEL3 FOR THE T0031 CONPONEMT OE1I10 5000. THE SOITAO:LITT AND USE OF TNIS COMPONENT FON ANT PARTICULAR BUIL0E0 IS THE IESPOISIBILITY OF IRE 101LOING 035111(5. PER ANSI/111 1 -1195 SECTION R. UT /- /1 /- / - / -/F TC LL 40.0 PSF TC DL 10.0 PSF BC OL 10.0 PSF BC LL 0.0 PSF TOT.LD. 60.0 PSF Scale -.25 REF R5602- DATE 02j DRW CAUSR5602 SEON - 709! FROM LAG . (R —Q1025 - CR / 74605 - -TR7A REPAIR FOR ADDED LOAD. REPAIR PROCEDURE ) > SHORE TRUSS TO RESTORE TO PRE -LOADED CONDITION. > ADD TRULOX PLATES AS SPECIFIED. > ADO SCABS AS SPECIFIED. > RE -LOAD TRUSS. ADDITIONAL LOADING PER TRUSS MANUFACTURER BC - 670 L8 Conc. Load at 13 -1C -0 BC - 264 LB Conc. Load at 15 -6-4 ALL ORIGINAL PLATES MUST REMAIN UNDISTURBED. Alpine Sseamesto. G (S) (T) 3X8 ) 2 -: -1y I 6 -8 -14 + 6 -8-14 5-11-2 6 -0 -14 L. 12 -8 -0 8-2726 U -180 W-5.5" (T) 6X8 1s (T) 6X8 6 -7 -4 , 6 -5 -8 6 -5-8 6-5 -8 19 -8-0 32 -4 -0 Over 2 Supports PLT TYP. High Strength.Wave TP1 -95 Desi.n Criteria: TPI STD MARN1N IMMURE TRUSSES RE E2TIMRI CANE IN FABRICATION. NA11L111. IM:PPINI. INSTALLIIO AN p l � I�s " (R AC I NG. REFER FER 70 1 OciA.Ot:tt INSSTAL�LI AID M ORACING). mils SAFETY 700ACI1(100FREPLATE PEI- ORMINI TIESE FWCTIOIS. INLESS CT1E001SE 1101EATE0, T0► C1000 SIALA 147E PENULT ATTACOEO STROCTUTAL PANELS. OOTT00 (NOID STALL RARE A PROPERLY ATIACIEO 11610 MEANS. **IMPORTANT** !311101 A COPT OF TITS DESIGN TO ENE IISTALUATIN CO3TIACI01. ALPINE IIGIIEE1f0 00000070. INC. SMALL NT NE IEzpo1S10LE ►W ART DEVIATION MUM 1110 OES10l1 ART FAILURE TO KILO ENE HISSES 11 C00FOIMAICE 1111 TPI; OR FA111CAT110. 1AN1.101, SNIPP1116. INSTALLIN AN 11AC110 Of TOUISE1. TOTS 0E5101 CONFORMS MTV APPLICAOLE PROVISIONS OF NS (NAT10IAt OES:11 IPECIFtCAT101 PUOIi$NEO BY TIE AM:RICA1 'WEST AND PAPIR ASSOCIAT1001 Mill T01. ALPINE CONECTNS ARE MADE Of 2064 AMR A603 0140 GAL,. STEEL. ISCEPT AS MOIER. APPLY C010ECTWS 76 1ACV "ACE of TRUSS. AND IILESS OTMEOMISE LO0A7E3 N TOTS 01*11I, 00011:00 COOIECTONS PER WAMI3GI 160 A -0. TOE SEAR W 70:1 MOIRE INDICATES ACCEPTANCE OF MCFESSIOIAL ERGINOEIINO RESF013101LtTT SOLELY FOR TIN flWSS CtIP01EUT OE3111 SOON. (IE SUI7AIILIT7 AND USE OF VMS COPPNEIT FN ANY P*EICILAI /11101/0 IS TIE NESPNSIIILITT of ENE RIMMING DESIGNER. PER ANEEITP: 1.10111 1ECTt0N 2. THIS ONG PREPARED FROP COWMEN INPUT (LOAOS 6 DIMENSIONS) SDIMIIIED 81 1RUSS NIL. NOTE: SEE DRAWING CAUSR5602 01150118 FOR LUMBER, PLATES, AND OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS. TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESIGNS AND SPECIFICATIONS. (7)11 GAUGE (0.123'X1.375') NAILS REQUIRED FOR TRULOX PLATE ATTACHMENT. NAILS SPECIFIED IN CIRCLES MUST BE AP'LIEC TO EACH FACE OF EACH TRUSS PLY. SEE DWG 160TL FOR NAILING AND TRULOX PLATE REQUIREMENTS. (S)ADD 2X4 X16 -0 -0 DF-L 2100f -1.8E OR BETTER SCABS TO DE ATTACHED TO NOTR FACES WITH lOd (0.148 "X3.00') FAILS SPACED AT 4'o.c. (T) 6X8 6 -7 -4 6 -7 -4 (T) 3X6 ■ (T) 6X8 T 4-8 -12 R-2320 U-180 W-5.5" UT /- /1 /- / - / -/F Scale - .1875" TC LL 40.0 PSF REF R5602-22254 TC DL 10.0 PSF DATE 02/06/02 BC DL 10.0 PSF DRW CAUSRS606 07036336 BC LL 0.0 PSF CA-ENG CR /GWH TOT.LD. 60.0 PSF SEQN - 70951 DUR.FAC. 1.00 FROM LAG SPACING 24.0" (8_01825 - CR / 74605 - -TR7A REPAIR TO ADD LOAD. REPAIR PROCEDURE > SHORE TRUSS TO RESTORE TO PRE - LOADED CONDITION. > ADO TRULOX PLATES AS SPECIFIED. > ADD SCABS AS SPECIFIED. > RE -LOAD TRUSS. ADDITIONAL LOADING PER TRUSS MANUFACTURER BC - 670 LB Conc. Load at 13 -10 -0 BC - 266 L8 Conc. Load at 15 -8 -0 (S)ADD 2X4 X16 -0 -0 OF -L 2100f -1.8E CR BETTER SCABS TO BE ATTACHED TO BOTH FACES WITH ]Od (0.140'K3.001 NAILS SPACED AT 4 "o.c. (T) 3X8 =a 5 d ® 0 6 -8 -14 6 -8 -14 12 -8-0 R -2726 U-180 W-5.5• 5 -11 -2 5 -11-2 (T) 6X8 10 (7)3X6 111 6 -7 -4 6 -1- 32 -4 -0 Over 2 Supports PLT TYP. High Strength.Wave TPI -95 Desi �n Criteria: TPI(STD) /UBC L T�11� 1101155 N)NMIE 117RERE CAGE 111 FANICATIN.. N AOOIES, SNIPPING. fNSTALIIN AS T"'" Cha SIACM S. REFER TG 011 -01 (11NOl110 INSTAL -110 A112 mesas:. postures 0V TPI (10011 PLATS IL1TI10TE. SOP 0 OR.. MITE ISO. 1111101. N: 11110). rot SAFETY PRACTICES P01M TO P001001190 TNESE FIICTINS. NEUSS 0101001SE INDICATED. TOP 00000 SMALL NAVE PROFUSE ATTUNED STUDIOUS MNEtS. 111101 01010 SMALL SAVE A PROPERLY ATTACEEC RIGID CEILING. • 'EMPORTANT•- ISMMS1 A COPT OF TNIS DESIGN TO 115 USTALLATION CONTRACTOR. AMINE EN1*REERE3 P101511. INC. MALL UT OE 1ESDOAS111.1 FOR AU DEVIATION FUN VIES DESIGN: ATV FAILED[ TO NFIIO 700 TRUSSES 111 e3RFNN11e1 VIM :PI) OR FAMICATIS. 151O1IM. srl0 ►n1. INSTALLING AND EMUS OF MUSES. T1111 DES:GA COMMONS 1117► 0 ►11CAILE MIMEOS OF SS (IIATIOWAL KURD SFECLFICOTION PISMIRES IV TN1 &NERLCAI FOREST MO PPM ASSOCIATIO) AND T0I. ALPIED CINIEe10LS ARE MAZE OF USA ASTI MSS MVO GAO. STEIL, INCEPT as moo. APPLY mums 10 EMI FACE Of MMIMS. AS SIMESf O1NER111SE LOCATES ON MIS 011310. POSITION mecums Pet O5A01NGS M0 A-I. 705 SEAL 01 THIS MARINO tSICA711 OCCEPTAICE OF PROFESSIONAL ESINEE 111 PI0d01:1EN.LlD. RESPO►SIMILI/Y MALI Fa THE MISS COMPONENT DESIGN MOM. Try SIIIAMILITI AND SSE OF THIS I.CA S COMMENT FED 11T PARTIC0411 MILIEU Is TIE *ESPCNSIO:sITY OF TIE 0011.01/1 011111ER. PEN ANS1/lPI L•LSSI S* --CT1N 2. THIS DWG PREPARED IRON CONPUIER INPUT (LOADS i DIMENSIONS) SUINITIED IT TRUSS NI-R. NOTE: SEE DRAWING CAUSR5602 01150169 FOR LUMBER. PLATES. AND OTHER DATA NOT SHOW1 HERE. AFTER COMPLETION OF REPAIRS. TRUSSES MUST BE INSPECTED EY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESIGNS AND SPECIFICATIONS. (T)11 GAUGE (0.1209X1.3751 NAILS REQUIRED FOR TRULOX PLATE ATTACHMENT. NAILS SPECIFIED IN CIRCLES MUST BE APPLIED TO EACH FACE OF EACH TRUSS PLY. SEE DWG 160TL FOR NAILING AND TREILOX PLATE REQUIREMENTS. ALL ORIGINAL PLATES MLST REMAIN UNDISTURBED. 6 -5 -8 6-5 -8 19 -8 -0 (T)6X8 m (T) 3X6 11 6 -7-4 6-7 -4 (T) 6XB al 1 4 -8-12 5 1 R ■2323 U -180 8-5.5 UT /- /1 /- / - / -/F TC LL 40.0 PSF TC 01 10.0 PSF BC DI 10.0 PSF BC LL 0.0 PSF TOT.LD. 60.0 PSF DdR.FAC. 1.00 SPACING 2`.0 Scale - .1875 " /Ft._ REF R56C2 -22254 DATE 02/05/02 DRW CA11515602 02036030 CA -ENG CR /GWh 5E04 - 70945 FROM LAG (R�.01125 - CR / 74607 - -TR7C 7 ; 1 i 4 S 3 3 • REPAIR TO ADO LOAD TO TRUSS. REPAIR PROCEDURE ) SHORE TRUSS TO RESTORE TO PRE - LOADED CONDITION. > ADO TRULOX PLATES AS SPECIFIED. > ADD SCABS AS SPECIFIED. > ADD BRACING AS SPECIFIED. > RE -LOAD TRUSS. ADDITIONAL LOADING PER TRUSS MANUFACTURER BC - 625 LB Conc. Load at 13-10-0 BC - 266 LB Conc. Load at 15 -8 -0 (T)11 GAUGE (0:120'11.3751 NAILS REQUIRED FOR TRULOK PATE ATTACHMENT. NAILS SPECIFIED tN CIRCLES MUST BE APPLIED TO EACH FACE OF EACH TRUSS PLY. SEE DWG 160TL FOR NAILING AND TRULOX PLATE REOUIREMENTS. ALL ORIGINAL PLATES MUST REMAIN UNDISTURBED. 8 -8 -14 8-8-14 R -2700 L-180 W-5.5" 16 -8 -0 7-11-2 7 -11-2 32-4 -0 Over 2 Supports PLT TYP. high Strength.Wave TPI -95 Design Criteria: T ?I(STD) /UBC Iwkidilmberiums 1011.973.290 "IIISMINO "" MISSES EOM EITRENE CARE 11 FABRICATION. NAMING. SNIPPING. INSTALLS. Y10 P.0.371 LAiliat7ur @SAL M. OEM TO 101.01 t0AMILING IIS?ALLION AM ORACII1=. P0011 10 ST IPI (TRESS PLATE IISTflln. 103 0 M.. mitt EGO. SADISM. 1: 177.0). FBR SA'E PRACTICES PRIM TO Pt*EM111N 10E1E 711171110. 11LESS OTMEMMISE :1MIGTEO. TN CMO10 RAIL NAVE MMEOLV ATTACM 0 ••111 "• FIRNISi COP/ 07 711)5 OEOION PREFERS! TOO III INSTALLATION C01T1ACTM. Al►1IE ENOINEMIE M/MCTS. EMC. SMALL 137 OR 1ES/M31111 FOR ARV MSIATSON 710* Tp1 IESI1IT ATV FAILURE TO I11L1 TNt musts IN C3NOIMANCt AIM 711 ON FAMI1A1IM. Mg11l1ES. SNIPPING. IMITALLIM AR0 NIACIN; 3F ,MIMES. TOIS 0ES:SS CONFORMS E1TO APPLSCAILE P00V151118 IF BRCS (NATIONAL DESIGN SPECIFICATION 711LISME3 07 THE AMERICAN HOIST APO PAPER ASSOCIATIIU) NOM. ALPINE =RECTO'S AVE MME OF MIA AGIT 6140 SALT. STEEL. EXCEPT AS SOM. APPLY CMRECT01s 70 EACU FAR OF MSS. AE1 VMLESS OTNER1ISE LOCATES M MIS OESIM. POSITION CONIECTOES PEt pp...,,,,�t,.,...... MAIMS 1S0 A-I. TIE SEAL OS ,MIS MA111G INDICATES ACCEPTANCE OF PROFESSIONAL EOIIME1111G "•'"...+3lam 1ESPURSIOIIIlT SKEET FM ISE MSS C0N01t1T MISS 15051. 19E SII1A11 ►ITT ASO VIE 3F Tills asewarmo, 111M'1OEST TOG ANT PARTICULAR DEMING IS INC Itsres5101 177 OF THE 11IID1T1 0ES11MM. PEI AMS1 /771 1.110E =TIM 1. IIIIS'DIC1 PREPARED IRON CONVEYER INPUT (LOADS s DIMENSIONS) SUINI1ILD NY TRUSS NIL NOTE: SEE DRAWING CAUSR5602 02036017 FOR LUMBER. 2 UTES, AND OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS. TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURE) OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESIGNS AND SPECIFICATIONS. (S)ADD 2X6 X16 -0 -0 0= -L 2100f -1.8E OR BETTER SCABS TO BE ATTACHED TO IOTA FACES NITN 10d (0.141'X3.00') NAILS SPACED A 4'o.c. (52)ADD 216 X16 -0 -0 OF- L #2 FETTER SCAB TO BE ATTACHE, TO ONE FACE WITH 10d (0.148 "X3.001 NAILS SPACED AT 4'o.c. (S3)AD0 2X4 X 12 -0 -0 DF -L 2100F -1.8E OR BETTER SCAB TO BE ATTACHED TO ONE FACE NITN 10d (0.148'X3.00') NAILS SPACED AT 4 "o.c. (A) 114 #3 HEM -FIR OR BETTER CONTINJOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH W1T4 (2)8d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHEO AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. ttttttt 7 -10 -0 7 -10 -0 15 -8 -0 7 -10 -0 7- 500014 R -2304 U -180 W-5.5' UT /- /1 /- / - / -/F _ Scale - .1875 " /Ft. TC LL 40.0 PSF REF R5602 -22254 TC DL 10.0 PSF DATE C2/05/02 8C DI 10.0 PSF ORW cADSRS6ol D :031031 BC LL ' 0.0 PSF CA -ENG CR /GWH TOT.LD. 60.0 PSF SEQN - 70948 DUR.FAC. 1.00 FROM LAG SPACING 24.0' a.w 0' a' (L01625 - CR / 74607 - -TR7C ) REPAIR FOR ADDEO LOAD. REPAIR PROCEDURE > SHORE TRUSS TO RESTORE TO PRE - LOADED CONDITION. ADD WEB VITHTRULOX PLATES AS SPECIFIED. > ADO TRULOX PLATES AS SPECIFIED. > ADO . BRACING AS SPECIFIED > RE -LOAD TRUSS. ADDITIONAL LOADING PER TRUSS MANUFACTURER B C - 670 LB Conc. Load at 13 -10-0 BC - 2641.8 Conc. LOW! at 1E -6 -0 (W)ADO 214 DF L /DF L(N) #1/ 112 OR BETTER WEB. (1)11 GAUGE (0.120'X1.3751 NAILS REQUIREC FOR TRULOX PLATE ATTACHMENT. NAILS SPECIFIED IN CIRCLES NJST.BE APPLIED TD EACH FACE OF EACH TRUSS PLY. SEE DWG 160TL FOR NAILING AND TRULOX PLATE REQUIREMENTS. ALL ORIGINAL PLATES MUST REMAIN UNDISTURBED. 0 a 0 (A) (T) 3X6 at 10 0 ' (T)3X8 s UMW 1 R -2726 U-180 W-5.6 PIT TYP. Hi .h St „ en th Wave TPI -95 IT) 6X8 5 -1- (T) 6X8 an (S2) (T ) 3X8 i (T) 3X8 nN Desi•n Criteria: TP: STD UBC 19 **VARMINT** MOSSES $(ON1EE ES/SE11E CA111 :N FAORICATION. NASOLIN. SNIPPING. INSTAU1*0 AN BRACING. GEIER TO N11.1 (NANKIN INSTALLING AMO TRACING). POOLING, Of TPI MIST PLATE 1OS £p 1 N.. 10171 110. NA01S00. MI GSTI1). FON SAFETY PNACTICFI MIM TO PENt01M = /PEST 111071011. MOLEST STRUMS”! INMATES. TOP 01010 /MALL Mt PRO ATTACNEO STRICTGNAL PANELS. TOTTOO (MONO STALL SANE A P00PE*LT ATTAC*ET *1010 CEILING. **IMPORTANT* 10001IN A COPT OF TUTS 011100 TO ISE INSTALLATION T*ACTNN. ALPINE [MOURN PRODUCTS. 10C. *MALL NOT 01 NEf►OUOILE FON 1ST OEf1AtIoN F1ON VIII 1E51611 ANY FAILURE TO BOILS 108E MISSES 11 CONFOMAMCE OITA TP11 ON ►AMI:ATIN. MAULING SNIPP: *0. 1087ALLINI A00 NIACIN Of T1OSGES. TOTS 0[1101 CN'NIIS MITO /PPLICAILE /10811101 OF NS (NATIONAL OESIiS SPECIFICATION PUOLYSN0 OT 701 AMERICAN FOREST AIM; PAPEN ASSOCIATION A110 TPI. ALPINE CONNECTORS ARE NAM 01 EXA A1T4 *113 004a GALT. STEEL. EECEP: AS *O1E0. APPL1 COM1ECTNS TO EACH FACE 31 TOUMN. AMO MNLESS 3TOEIMISE LCCATE0 SO TM1S DEMO. POSITION 0011[07011 PI ONAMI1*S 110 *•l. TOE SEAL ON TN1S NAMING INICATEI ACCEPTANCE Of PROFESSIONAL EA111EE1110 IKSPOOSIIIL1TY SOLELY FOR THE T*OS CONNNEIT 0(S10N SO011M. 1ST GO1TA11LIT1 AM NSF Of 7011 COMPOSES? F0G ANT ►AOTICOLA0 /0/10111 IS TIE *ESPNIIOILITY OF TIE MIMING OEMISEES. PER A*S1/111 1.1291 SECTION F. 32 -4 -0 Over 2 Supports THIS ONO PRiPAREI INUN CWIIUIER INPUI (LOADS t DUNLNSIONS) MINIMS RI IRVSS10 R. NOTE: SEE DRAWING CAUSR5602 02036017 FOR LUMBER, PLATES, AND OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS. TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITS ALPINE DESIGNS AND SPECIFICATIONS. (S)ADD 2X6 116 -0 -0 OF-L#2 OR BETTER SCAB TO BE ATTACHED TO OlE FACE WITH 10d (0.148113.001 NAILS SPACED AT 4 (52)ADD 214 X10-0 -0 01-1 2100f -1.8E OR BETTER SCAN TO BE ATTACHED TO ONE FACE WITH 10c (0.148 NAILS SPACED AT 4`e.e. (A) 1X4 f3 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2)8d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. (T) 6X10 (T; 6X8 M= (T)3X6 ■ 1r 6-0 -12 1 R-2320 U -180 11 -6.5' UT -1 -- -F LL 40.0 PSF TC DL 10.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 60.0 PSF Scale - .1875` Ft. DATE 02/05/02 DRW uwsaswt 32036033 CA -ENG CR /GWH SEQN - 70969 11 :32am PIO- Surtfn Lumber Trues • WILTON a � S Fax IRE : TRUSS ENGINEERING 801 -873 -2734 PO BOX 27198 SLC, UTAH 84127 OFFICE: (801) 973 -2962 Fax: (801) 973 -2734 TO : SAM FROM : TERYL HAMMER FAX : 208- 496 -2982 DATE : 12 FEB. 2002 PHONE: PAGES: 2 BURTON LUMBER TRUSS DIVISION 0 URGENT ❑ FOR REVIEW 0 PLEASE COMMENT ❑ PLEASE REPLY •COMMENTS: SAM, HERE IS ENGINEERING FOR NOTCHED HIP JACK. NO REPAIR NECESSARY IF IT COMPLIES WITH ATTTACHED NOTE ON ENGINEERING. THANKS, TERYL "r-6 T -602 P.001 /002 F -653 REPORT GEOTECHNICAL INVESTIGATION PROPOSED BYU IDAHO "MULTI -USE FACILITY" LOCATED AT BYU IDAHO CAMPUS REXBURG, IDAHO Submitted To: The Church of Jesus Christ of Latter Day Saints % Jensen Haslem Architects 350 North Main Logan, Utah 84321 Submitted By: AMEC Earth & Environmental, Inc. Salt Lake City, Utah March 13, 2001 Job No. 1- 817 - 003369 ame0 March 13, 2001 Job No. 1- 817 - 003369 The Church of Jesus Christ of Latter Day Saints % Jensen Haslem Architects 350 North Main Logan, Utah 84321 Attention: Mr. Lanny Heron Gentlemen: Re: Report Geotechnical Investigation Proposed BYU Idaho "Multi -Use Facility" Located at BYU Idaho Campus Rexburg, Idaho 1. INTRODUCTION 1.1 GENERAL 1.2 OBJECTIVES AND SCOPE In general, the objectives of this investigation were to: AMEC Earth & Environmental, Inc. 4137 South 500 West Salt Lake City, Utah 84123 Tel +1 (801) 266 -0720 Fax +1 (801) 266 -0727 www.amec.com amei9 This report presents the results of our geotechnical investigation performed at the site of the proposed "Multi -Use Facility" located at the BYU Idaho campus in Rexburg, Idaho. The general location of the site with respect to major topographic features, adjacent roads, and other man -made facilities as of 1979 is presented on Figure 1, Vicinity Map. A more detailed layout of the site showing the proposed structure, adjacent roadways, and proposed roadway and parking areas is presented on Figure 2, Site Plan. The objectives and scope of this investigation were planned in discussions between Mr. Lanny Heron of Jensen Haslem Architects and Mr. Doug Beck of AMEC Earth & Environmental, Inc. (AMEC). 1. Probe the bedrock to aid in identifying the presence of voids, cavities, cinder pockets, etc. in the proposed foundation areas. The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 1.4 PROFESSIONAL STATEMENTS ame0 2. Provide appropriate earthwork, foundation, floor slab, and pavement recommendations to be utilized in the design and construction of the proposed facility. In accomplishing the above objectives, our scope has included the following: 1. A field program consisting of the drilling and logging of 50 bedrock probe holes extending to depths varying from 15 to 23 feet below the ground surface at the time of our field exploration. 2. A review of the elevation data of the bedrock surface which was obtained during our field exploration at the site. 3. An office program consisting of the correlation of available data, engineering analyses, and the preparation of this summary report. 1.3 AUTHORIZATION Authorization to proceed with this investigation was provided by returning a signed copy of our Professional Services Agreement dated February 5, 2001. Supporting data upon which our recommendations are based are presented in subsequent sections of this report. Recommendations presented herein are governed by the physical properties of the soils and bedrock encountered in the exploration probe holes, projected groundwater conditions, and the layout and design data discussed in Section 2., Proposed Construction, of this report. If subsurface conditions other than those described in this report are encountered and /or if design and layout changes are implemented, AMEC must be informed so that our recommendations can be reviewed and amended, if necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices at this time. 2. PROPOSED CONSTRUCTION 2.1 GENERAL Based upon the preliminary design information available, the proposed "Multi -Use Facility" will include a two to three -story slab -on -grade masonry and wood -frame structure. The maximum plan dimensions of the proposed structure will be on the order of 250 feet in a north -south direction and 160 feet in an east -west direction. The eastern two - thirds of the building area will be two levels in Page 2 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 overall height with the main finished floor elevation set at approximately 5004 feet. The western one -third of the building area will be three levels with the finished floor level set at approximately elevation 4992 feet. This design will aid in accommodating the gradual downward slope to the west across the site and will allow at -grade walk -out entrances on both the east and west sides of the proposed structure. Structural loads will be transmitted through spread and continuous wall foundations. Information provided for us by the structural engineer indicates that maximum continuous wall loads will be on the order of 5 to 15 kips per lineal foot. The heavier Toads are associated with the wall separating the two and three -story portions of the structure. Maximum column Toads will be on the order of 180 kips. Floor slab Toads are anticipated to be light to moderately light. Around the perimeter of the proposed structure will be landscaped areas utilizing low to moderate height retaining walls for grade transitions, concrete sidewalks, and courtyards. Located directly east of the proposed structure will be an asphalt -paved parking area with 316 parking stalls. Traffic across the pavements is anticipated to consist of a Tight to moderate volume of automobiles and Tight trucks with only occasional medium or heavy- weight trucks. 2.2 SITE DEVELOPMENT Site development will require a substantial amount of earthwork in the form of both cutting and filling. Maximum cuts are anticipated to be on the order of 8 to 10 feet and maximum fills on the order of 14 to 15 feet. Cuts into the bedrock of approximately 10 feet are anticipated. 3. INVESTIGATIONS 3.1 SUBSURFACE EXPLORATION ame0 Prior to our arrival at the site, the earthwork contractor had removed much of the surficial soils overlying the bedrock across the site of the proposed building. In the northern third of the proposed building area, bedrock was exposed while in the southern two- thirds, six inches to a couple of feet of soil still remained. Fifty probe holes were drilled in the footprint area of the proposed building to depths varying from 15 to 23 feet below the existing ground surface. The probe holes penetrated the basalt bedrock to depths varying from 14 to 21 feet. A total lineal footage of 887.5 feet was drilled, of which 804.25 feet was rock drilling. The probe holes were drilled with a track - mounted pneumatic percussion drilling rig. Voids, possible voids, or very easy drilling was encountered in 36 of the 50 probe holes. In several holes, multiple voids were encountered. The thickness of the voids, possible voids, or easy drilling conditions varies from approximately 3 inches to 5.5 feet, with the majority of these conditions being on the order of 6 to 18 inches in thickness. The 50 drill holes were located at or near the intersection of the gridlines, as shown on a preliminary copy of the foundation plan provided for us and is presented on Figure 3, Foundation Plan /Bedrock Probe Hole Locations. A summary of the locations, depths drilled, voids Page 3 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 4.2 SUBSURFACE SOILS AND BEDROCK CONDITIONS ame encountered, etc., are presented on Tables 1 and 2, Drilling Data. Elevations shown on the data sheets were provided for us by representatives of Jacobsen Construction, the general contractor, and Great Basin Engineering, the site surveyor. The field program was supervised by a member of our geotechnical staff who maintained a continuous log of the subsurface soil and bedrock conditions encountered in the probe holes. 4. SITE CONDITIONS 4.1 SURFACE The site of the proposed facility is roughly rectangular in shape having maximum plan dimensions in a north -south direction on the order of 760 feet and in an east -west direction of 590 feet. The site contains an overall area of approximately 10 acres. The northwest quarter of the overall site will be utilized for construction of the proposed building and the east half of the site will be developed for parking areas. The site of the proposed building area is on the order of 380 feet in a north -south direction and 280 feet in an east -west direction. The proposed building portion of the site contains an area of approximately 2.5 acres. The site is bounded on the east by 2' East Street with one to two -level apartment buildings and single - family houses on the east side of 2 "d East; on the south and west by open undeveloped areas with homes further beyond on the west; and on the north by a paved roadway with paved parking areas and grass landscaped areas further beyond the roadway. Several single -story wood -frame buildings are located in the area of the proposed parking facilities in the southeast and east - central portions of the larger overall site. A back -stop associated with an athletic playfield is located in the central portion of the overall site. It is our understanding these structures will be removed during preparation of the site. Because the stripping and earthwork operations had been initiated prior to our arrival at the site, surface vegetation had been removed along with most of the surficial soils in the proposed building area. Prior to our arrival at the site, the majority of the surficial soils had been stripped and removed from the area of the proposed building. In the northern portion of the proposed building area the bedrock was exposed. In the central and southern portions of the building area, six inches to approximately two and one -half feet of soils remained overlying the bedrock. The soils blanketing the bedrock typically consist of brown silt with some clay and some fine to coarse sand with a trace of fine gravel. Underlying the surficial soils, the basalt bedrock exhibits a moderately rough and irregular surface. Overall, the basalt bedrock exhibits relatively high strength characteristics and is typically difficult to excavate without the use of drilling and blasting and /or jack hammers. Table 2 of the drilling data indicates the depths at which voids, possible voids, soft rock or loose areas were encountered during the drilling of the 50 probe holes. Most generally, the voids varied from approximately 3 to 12 inches in thickness. Of the 36 probe hole locations which encountered voids, possible voids, or easy drilling, voids were encountered at depths Tess than approximately Page 4 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 4.3 GROUNDWATER CONDITIONS 5. DISCUSSIONS AND RECOMMENDATIONS 5.1 DISCUSSIONS OF FINDINGS ame0 10 feet below the bedrock surface in half of the holes. One of the main concerns with establishing foundations for the proposed structure directly on or overlying the basalt bedrock, is the potential for voids, cinder pockets, or other defects in the bedrock to be present at shallow depths below foundation bearing level. If the voids are located only a few feet below foundations supporting significant structural loads, and the overlying bedrock fractures or the voids collapse, excessive settlements could occur. Our experience in the area indicates that drilling probe holes beneath heavily - loaded foundations and then grouting any voids encountered is a commonly utilized procedure to reduce the potential for settlement of foundations established upon the basalt bedrock. Groundwater was not encountered in any of the 50 probe holes drilled to a maximum depth of 23 feet during our field exploration at the site. Considering the general location of the site, it is anticipated that groundwater would be encountered at a much greater depth than penetrated by the probe holes. Considering the shallow depth at which the basalt bedrock was encountered, it is anticipated that seasonal "perched" temporary groundwater conditions may occur at the site. These "perched" groundwater conditions would typically be associated with spring snow melt and runoff and/or agricultural irrigation in upgradient areas. Based upon the subsurface soil, bedrock, and groundwater conditions encountered at the site and our experience in the area, it is our opinion that the site is suitable for development of the proposed "Multi -Use Facility." The most significant aspects pertaining to development of the site, from a geotechnical standpoint are: 1. The bedrock encountered at relatively shallow depths below the original ground surface across the entire site. 2. The voids, possible voids, cinder pockets, soft rock, etc. encountered in 36 of the 50 probe holes drilled across the area of the proposed structure. 3. The proposed structure can be supported on conventional spread and continuous wall foundations established upon the basalt bedrock or upon granular structural fill extending to the basalt bedrock. It is essential that voids located within the basalt bedrock for a distance of 10 feet below the foundation bearing level, be grouted with a cement grout to reduce the potential for collapsing of Page 5 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 the voids and subsequent settlement of building foundations. Consideration may also be given to using a two part resin foam for filling the voids in the rock. Pavements and outside flatwork may be established beneath any existing organics, degradable materials, and non - engineered fill, and upon properly prepared suitable natural soils and /or upon structural fill extending to properly prepared suitable natural soils. The original design concepts included grouting the voids in the bedrock then placement of significant amounts of site grading fills over the proposed building area. The building foundations would then be constructed on the structural fill pad. During the process of our report preparation, the design concept was revised. Foundations would now be established directly upon the bedrock and the interior areas would be filled with structural fill up to the design floor slab level. Recommendations applicable to both design concepts are included herein. Detailed discussions pertaining to earthwork, foundations, floor slabs, pavements, and other related design criteria are presented in the following sections. 5.2 EARTHWORK 5.2.1 Site Preparation ame Preparation of the site for construction has been initiated with the removal of the majority of the surficial soils prior to drilling the 50 probe holes into the basalt bedrock. It is our understanding that the remaining soils overlying the bedrock in the southern and central portions of the proposed building area will also be removed. Based upon preliminary information provided for us, excavation and cutting of the bedrock will be required in the lower basement level of the western portion of the building area and also in the southeast area of the proposed structure in order to obtain design foundation grades. Maximum cuts into the bedrock on the order of eight to ten feet are anticipated. Following excavation of the bedrock, preparation of the site will include re- probing the bedrock with an air percussion drill and grouting any voids encountered in the column foundation areas. The probe holes should extend a minimum of 10 feet into the rock. Where voids are encountered in the proposed column areas, we recommend that a minimum of three to four grout holes be drilled at each column footing location. If the probe holes previously drilled in the footing areas have remained open, they could also be utilized during the grouting operations. Grouting the voids may be performed by pumping a moderately stiff and moderate slump grout into the three or four probe holes drilled at each of the column locations. Injection of the grout should continue at a pressure on the order of 50 pounds per square inch until no further grout "take" Page 6 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 ame0 occurs. If the voids encountered are relatively large and/or laterally continuous, a large volume of grout may be injected into the bedrock. As an alternative method "stage grouting" procedures may be implemented which utilize a stiff low slump grout. The grout is pumped into the void in "stages" or intervals, usually a day apart, to aid in building a continuing zone or series of thick grout columns within the void. This method typically utilizes less grout but requires more time to accomplish. If substantial amounts of grout are pumped at any of the column footing locations, additional probe holes should be drilled to either side of the column footing in the area of the continuous wall footing to continue the grouting operations. Based upon the data obtained during the previous drilling of the 50 probe holes, we anticipate that a greater amount of grouting will be required in the southwest and south - central portions of the proposed building area. In the proposed parking area, all surface vegetation, topsoil, and degradable organic material should be removed from all proposed pavement areas. Approximately three to four inches of stripping is anticipated to remove major roots and organics across the proposed parking area. The stripped materials will be unsuitable for use as structural fill, but may be stockpiled for subsequent landscaping purposes, if desired. Subsequent to stripping and removal of all organics and vegetation from all areas to be structurally loaded, preparation of the disturbed surficial soils should include proofrolling and compacting. Proofrolling and compaction may be accomplished by passing moderately - loaded, rubber tire- mounted, construction equipment over the surface at least twice. If excessively soft or loose areas are encountered during proofrolling, they should be removed to a maximum depth of two feet in the proposed pavement areas and be replaced with structural fill. The natural silty subgrade soils encountered at the site may exhibit some collapse characteristics. Following the above operations, pavements or structural site grading fill may be placed. If the natural subgrade soils are excessively soft, loose, or wet, an initial lift of structural fill consisting of coarse gravels and cobbles may be required for stabilization of the subgrade. 5.2.2 Excavations Excavation of the basalt bedrock is anticipated to be moderately difficult. The use of drilling and blasting and possibly also jack hammers in isolated, irregularly- shaped, or confined areas must be anticipated. Cuts in the bedrock of approximately ten feet in height may be constructed near - vertical. Bedrock units greater than ten feet are not anticipated. Care should be exercised during excavation to remove all loose, fractured or disturbed pieces of the bedrock along the near - vertical exposed face. If the horizontal surface of the bedrock slopes more than one foot in ten feet, the base of the footing excavation should be "stepped" or the surface of the bedrock flattened. Shallow temporary construction excavations within the surficial silt and sandy silt soils, not exceeding four feet in depth nor encountering groundwater, may be constructed with sideslopes no steeper than three - quarters horizontal to one vertical. Deeper excavations not exceeding eight Page 7 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 5.2.3 Permanent Cut and Fill Slopes amei9 feet in depth, nor encountering loose granular soils or groundwater, and within the silt and sandy silt soils, may be constructed with sidesiopes no steeper than one and one -half horizontal to one vertical. Excavations exceeding eight feet in depth in soil materials are not anticipated. Some sloughing of the silt and sand soils along the sidewalls of the excavation should be anticipated. If excessive sloughing occurs, the sidesiopes should be flattened. Groundwater is not anticipated within the excavations. If groundwater is encountered, flatter sidesiopes, and /or dewatering may be required. All excavations should be inspected periodically by qualified personnel. If any signs of instability or excessive sloughing are noted, immediate remedial action must be initiated. The slope of permanent cuts in sound basalt bedrock which are anticipated to be less than ten feet in height may be near - vertical. All loose or disturbed pieces of the basalt bedrock should be removed from the face of the permanent cut slope. From a geotechnical standpoint, we recommend that all final cut and fill slopes in the surficial soils be constructed no steeper than two horizontal to one vertical. However, if left unvegetated without other improvements, these slopes would be susceptible to erosion and shallow sloughing. Considering erosion control and maintenance, we recommend that final cut and fill slopes be no steeper than three horizontal to one vertical. If more rapid grade transitions are required, retaining structures should be considered. If rock fill slopes are utilized, final slopes should be no steeper than one and one -half horizontal to one vertical. The above recommendations for cut and fill slopes assume that the slopes are not located within drainage channels or in areas where excessive runoff can be anticipated. The erosion of the cut and fill slopes will be dependant upon re- vegetation plans, runoff channelization, freeze -thaw cycles, weather conditions influencing snow melt, spring runoff, and other factors. Minor erosion which may occur on the face of cut and fill slopes will in no way affect mass stability of the slopes. 5.2.4 Fill Material Structural fill is defined as all fill material which will ultimately be subjected to structural loadings, such as imposed by footings, floor slabs, pavements, etc. Structural fill will be required as backfill over footings and utilities, as site grading fill, and possibly as replacement fill below footings. It is recommended that all structural fill be free of sod, rubbish, topsoil, frozen soil, and any other deleterious materials. For structural site grading fill, the maximum particle size should generally not exceed four inches. However, it should be noted that occasional larger particles not exceeding eight inches in diameter may be incorporated provided that they do not result in "honeycombing" or preclude the obtainment Page 8 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817- 003369 Geotechnical Investigation March 13, 2001 5.2.5 Fill Placement and Compaction 2 American Association of State Highway and Transportation Officials American Society for Testing and Materials ame0 of the desired degree of compaction. The maximum particle size within structural fill placed within confined areas should generally be restricted to two inches. All structural fill to be utilized beneath pavements, floor slabs, and if utilized below footings must consist of a well - graded granular soil with a maximum fines content (material passing the No. 200 sieve) of 15 percent. Non - structural site grading fill is defined as all fill material not designated as structural fill and may consist of any cohesive or granular soil not containing excessive amounts of degradable material. Coarse gravel and cobble mixtures, if utilized for subgrade stabilization in proposed roadway and parking areas, should be end - dumped, spread to a maximum loose lift thickness of 15 inches, and compacted by dropping a backhoe bucket over the surface continuously at least twice. As an alternative, the fill may be compacted by passing moderately -heavy construction equipment, or self - propelled compaction equipment, over the surface at least twice. When placing finer - grained soils and /or finer gravels over the coarse gravels and cobbles, several options may be considered to reduce the potential for future settlement due to subsequent infiltration of the finer - grained materials into the voids in the underlying coarser gravels and cobbles. These options include: 1. Adequately compacting the initial layer of fill soils so that the "fines" are "worked into" the voids in the underlying coarser gravels and cobbles. This is often difficult to achieve and very difficult to verify. 2. Placing a six to eight -inch thick layer of one and one -half to two -inch minus gravel over the stabilization material and working it into the voids in the underlying coarser gravels and cobbles. Subsequent fill materials may then be placed and compacted over the finer gravels. 3. Placing a layer of geotextile directly over the stabilization rock before placement of any additional fill material. Roadbase, granular bankrun soils, or other suitable granular fill may then be placed directly over the geotextile. All structural fill should be placed in lifts not exceeding eight inches in loose thickness. Fills in excess of 5 feet in thickness and all fills beneath footings and floor slabs should be compacted to a minimum of 98 percent of the maximum dry density as determined by the AASHTO T -180 (ASTM D -1557) method of compaction. The moisture content of the fill material should be at optimum or within 2 percent above optimum moisture content as determined by the above referenced compaction criteria. To reduce the potential for long -term settlement of the proposed facility established upon structural fills, we recommend that in the building area all fills be granular. Page 9 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 Subsequent to stripping and prior to the placement of structural site grading fill, the subgrade and bedrock surface should be prepared as discussed in Section 5.2.1., Site Preparation, of this report. In confined areas, subgrade preparation should consist of the removal of all loose, unsuitable, and disturbed soils. Non - structural fill may be placed in lifts not exceeding 12 inches in loose thickness and compacted by passing construction, spreading, or hauling equipment over the surface at least twice. 5.2.6 Utility Trenches All utility trench backfill material below structurally loaded facilities (flatwork, floor slabs, roads, etc.) should be placed to the same density requirements established for structural fill. Also, prior to construction of any exterior flatwork over a backfilled trench, the subgrade should be proofrolled and /or properly prepared. Proofrolling may be performed by passing moderately - loaded rubber tire- mounted construction equipment uniformly over the surface at least twice. If excessively loose or soft areas are encountered during proofrolling, they should be removed to a maximum depth of two feet below design finished grade and be replaced with structural fill. 5.3 FOUNDATIONS 5.3.1 Design Criteria amed The results of our analyses indicate that the proposed facility may be supported upon conventional shallow spread and continuous wall foundations established upon the basalt bedrock or upon granular structural fill extending to the basalt bedrock. It is essential that the footings not be established overlying the existing surficial natural silt and sandy silt soils, upon loose or disturbed soils, or over improperly placed and compacted fill soils. All footings exposed to the full effects of frost and established upon soil should be established at a minimum depth of four feet below lowest adjacent final grade. Footings established upon the basalt bedrock or over no more than 12 inches of granular structural fill overlying the basalt bedrock would not be subject to the full effects of frost heave and could be established at lesser depths of embedment, if required. Interior footings, that is, footings in heated areas protected from the full effects of frost, may be established at higher elevations, although a minimum depth of embedment of 15 inches is recommended for confinement purposes for footings established upon soil. Floor slabs may be considered equivalent to soil in determining the depth of embedment. The minimum recommended footing width is 18 inches for continuous wall footings, and 24 inches for isolated column footings for footings established upon soil. Footings established upon granular structural fill extending to the basalt bedrock may be proportioned utilizing a net bearing pressure of 3,000 pounds per square foot for real loads for the minimum width footings. Footings with a minimum plan dimension of four feet or greater may be Page 10 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 5.3.2 Installation amec( proportioned utilizing a uniform net bearing pressure of 6,000 pounds per square foot for real load conditions. Intermediate -sized footings may be proportioned utilizing a bearing pressure interpolated on a "straight line" basis from the values presented above. Real loads are defined as the total of all frequently applied (reduced) live Toads. Total Toads include all dead and live loads including seismic and wind loads. For total Toad conditions, the bearing pressure may be increased by 50 percent. The edge bearing pressure which can be utilized under total Toad conditions should not exceed the recommended allowable uniform pressure under the real Toad conditions for footings established upon granular structural fill. For foundations established directly upon the properly prepared basalt bedrock, an allowable bearing pressure of 15,000 pounds per square foot may be utilized. The minimum recommended width for continuous wall footings and isolated column footings would be 12 inches and 18 inches, respectively. No specific minimum depth of embedment will be required for footings established upon massive bedrock; although, the footings must be appropriately "tied" to the underlying bedrock to provide appropriate lateral resistence. Foundations established in this manner must be doweled into the bedrock in order to provide lateral resistence. The size and spacing of the dowels should be determined by the structural engineer. Foundations installed upon the basalt bedrock would not be required to meet minimum frost cover depth requirements. A 100 percent bearing pressure increase may be applied for seismic design. If the granular structural fill upon which the footings are to be established becomes disturbed, it should be recompacted to the requirements for structural fill, or be removed and replaced with structural fill. Under no circumstances should the footings be installed overlying the existing natural silts and sandy silt soils, upon other loose or disturbed soils, construction debris, frozen soils, upon improperly placed and compacted fill soils, or within ponded water. The width of structural replacement granular fill, if required below footings, should be extended laterally at least six inches beyond the edges of the footings in all directions for each foot of fill thickness beneath the footings. For example, if the width of the footing is four feet, and the thickness of the structural fill beneath the footing is three feet, the width of the structural fill at the base of the footing excavation would be a total of seven feet. Considering that all the natural surficial soils overlying the bedrock will be removed and the structural fill placed throughout the majority of the building footprint area, the requirement for extended width of structural fill below footings should readily be accomplished. Page 11 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 5.3.3 Settlements amec( In areas where cutting the bedrock will be required in order to obtain design footing bearing level and foundations for the proposed structure will be established upon both bedrock and granular structural fill, we recommend that the bedrock be undercut approximately three to four inches to allow for a "cushion" layer of loose gravel fill to be placed over the bedrock prior to construction of the footings. This procedure will aid in reducing the potential for differential foundation settlements between footings established on the bedrock and footings established overlying a greater thickness of granular structural fill. Where all the footings will be established upon bedrock, a "leveling mud slab" or pouring concrete thicker for the footings will generally be adequate to provide a suitable base for the foundations. Maximum settlements of foundations designed and installed in accordance with the recommendations presented herein, and established overlying granular structural fills up to a maximum of 12 feet in thickness, settlements are anticipated to be on the order of one - quarter to one -half of an inch. Differential settlements between foundations established upon bedrock with a "cushion" layer of granular structural fill and adjacent footings underlain with up to six feet of granular structural fill should be on the order of one - quarter to three - eighths of an inch or less. Maximum settlements of foundations established upon suitable basalt bedrock and designed and installed in accordance with the recommendations presented herein, including a "cushion" layer of loose gravel fill and supporting the maximum anticipated Toads as discussed in Section 2., Proposed Construction, are anticipated to be Tess than one - quarter of an inch. Settlements should occur relatively rapidly with approximately 70 percent of the quoted settlements occurring during construction. 5.4 LATERAL RESISTANCE Lateral Toads imposed upon foundations due to wind or seismic forces may be resisted by the development of passive earth pressures and friction between the base of the footings and the supporting soils. In determining frictional resistance, a coefficient of friction of 0.45 may be utilized for foundations established upon granular structural fills or upon a leveling course of granular fill placed directly over the bedrock. Passive resistance provided by properly placed and compacted granular structural fill above the water table may be considered equivalent to a fluid with a density of 300 pounds per cubic foot. Below the water table, this granular soil should be considered equivalent to a fluid with a density of 150 pounds per cubic foot. A combination of passive earth resistance and friction may be utilized provided that the friction component of the total is divided by 1.5. Page 12 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 5.5 LATERAL PRESSURES ame0 A coefficient of friction of 0.55 may be utilized for foundations established directly upon the bedrock or upon a "leveling mud slab" placed directly upon the bedrock. The lateral pressure parameters, as presented within this section, assume that the backfill will consist of a drained granular soil placed and compacted in accordance with the recommendations presented herein. The lateral pressures imposed upon subgrade facilities will, therefore, be basically dependent upon the relative rigidity and movement of the backfilled structure. For active walls, such as retaining walls which can move outward (away from the backfill), granular backfill may be considered equivalent to a fluid with a density of 35 pounds per cubic foot in computing lateral pressures. For more rigid basement walls that are not more than 10 inches thick and 12 feet or less in height, granular backfill may be considered equivalent to a fluid with a density of 45 pounds per cubic foot. For very rigid non - yielding walls, granular backfill should be considered equivalent to a fluid with a density of at least 60 pounds per cubic foot. The above values assume that the surface of the soil slope behind the wall is horizontal, that the granular fill has been placed and lightly compacted, not placed as a structural fill. If the fill is placed as a structural fill, the values should be increased to 45 pounds per cubic foot, 60 pounds per cubic foot, and 120 pounds per cubic foot, respectively. If the slope behind the wall is two horizontal to one vertical, the values for purely active walls and basement walls should increase to 57 pounds per cubic foot and 67 pounds per cubic foot, respectively. The above equivalent fluid pressures are for static loading conditions. All of the equivalent fluid pressures should be increased by 18 pounds per cubic foot for dynamic lateral pressures which would be imposed during a moderately severe earthquake. It should be noted that the lateral pressures, as quoted, assume that the backfill materials will not become saturated. If the backfill becomes saturated, the above values may be decreased by one -half; however, full hydrostatic water pressures will have to be included. To reduce the potential for exerting excessive lateral pressures upon the walls, we recommend that self - propelled compactors not be used any closer than five feet to the concrete walls. In the zone immediately adjacent to the concrete walls, light, manually propelled compactors should be utilized. Where backfill will be placed on both sides of foundation walls, the level of the backfill should be kept within three to four feet of the same elevation on each side of the wall. 5.6 CONCRETE SLABS CAST -ON -GRADE Slabs may be established upon the basalt bedrock, a cushion layer of loose gravel for leveling, and /or upon structural fill extending to the basalt bedrock. To provide a moisture break, it is recommended that floor slabs be directly underlain by a minimum of four inches of "free- draining" Page 13 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 fill, such as "pea" gravel or three-quarter to one -inch minus clean, gap - graded gravel. Settlements of lightly to moderately - loaded floor slabs are anticipated to be minor. 5.7 SUBDRAINS Although groundwater was not encountered in the probe holes drilled at the site, "perched" groundwater conditions can develop. For this reason, it is recommended that a perimeter subdrain system be installed outside all subgrade walls and behind all retaining walls. The drains should consist of a perimeter perforated plastic pipe enclosed in clean gravel. The invert of the subdrain should be at least one foot below the top of the nearest adjacent floor slab. The drain should exit down slope of the structure or connect to the storm sewer. The gravel portion of the drain should extend four inches laterally and below the perforated pipe and at least one foot above the adjacent floor slab. Above the subdrain, a one foot wide zone of permeable gravel should be placed adjacent to below -grade walls and extend to within three feet of final outside grade. The upper three feet of soil should consist of a compacted clayey cap to reduce surface water infiltration into the drain. As an alternative to the one foot wide zone of permeable gravel adjacent to the perimeter wall, a prefabricated "drainage structure" faced with a geotextile may be placed adjacent to the below -grade wall. Prior to installation of the drains, the below -grade walls should be sealed with a damp - proofing agent. The slope of the subdrain should be at least 0.3 percent. The gravel placed around the drain pipes should be a clean, three - quarters to one inch minus gap - graded gravel and /or "pea" gravel. To reduce the possibility of plugging, the gravel should be wrapped with a geotextile. In addition, it is recommended that free- standing retaining walls, if utilized, be designed either with weep holes to prevent the build -up of hydrostatic pressures or with subdrains as discussed above. 5.8 GEOSEISMIC SETTING 5.8.1 General 5.8.2 Faulting ame0 The site is located within "Seismic Zone 3" as defined by the Seismic Zone Map of the United States in the Uniform Building Code (UBC) 1997 edition. Seismic Zone 3 is expected to experience moderately frequent, potentially damaging earthquakes. In terms of damage potential, Seismic Zone 3 is second only to Zone 4, which includes parts of California, Nevada, and Alaska. As a minimum, the criteria for lateral forces stated within the UBC for Seismic Zone 3 should be incorporated into the design of the proposed structure. Based upon our review of available literature and data obtained in conjunction with this investigation, no active faults are known to pass through or immediately adjacent to the site. Page 14 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 5.8.3 Liquefaction Liquefaction is defined as the condition when saturated, loose, fine sand -type soils lose their support capabilities because of excessive pore water pressure which develops during a seismic event. Considering that groundwater was not encountered in the probe holes and that the site is underlain by basalt bedrock, the liquefaction potential of the site is considered non - existent. 5.8.4 Soil Profile Type Based upon Table 16 -J, Soil Profile Type of the UBC (1997), the site would be classified as "S rock. 5.9 PAVEMENTS The natural silt and sandy silt soils will exhibit relatively low pavement support characteristics when saturated or nearly saturated. For the projected traffic and the natural silt and sandy silt soils, the following pavement sections are recommended: Flexible Pavements: (Asphalt Concrete) Parking Areas (Light to Moderate Volume of Automobiles and Light Trucks, Occasional Medium - Weight Trucks, No Heavy - Weight Trucks) 3.0 inches Asphalt concrete 10.0 inches Granular base amec° Over Properly prepared subgrade soils, and /or structural site grading fill extending to properly prepared subgrade soils Page 15 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 Roadway Areas (Moderate Volume of Automobiles and Light Trucks, Occasional Medium and Heavy - Weight Trucks) 3.5 inches Asphalt concrete 6.0 inches Granular base 10.0 inches Granular subbase amec Over Properly prepared subgrade soils, and /or structural site grading fill extending to properly prepared subgrade soils If shallow "perched" groundwater conditions are anticipated to occur, consideration should be given to installation of a geotextile over the natural subgrade soils. This will aid in providing more suitable subgrade support for the proposed pavement areas. Granular structural site grading fill, if sufficiently "clean" may satisfy the requirements for granular subbase. In areas associated with garbage dumpsters, we recommend that a minimum of seven inches of non - reinforced Portland cement concrete pavement over a two to three -inch layer of base course fill for leveling be utilized. The base course may be established upon properly prepared subgrade and /or structural site grading fill. Construction of the rigid pavement should be in sections 10 to 12 feet in width with construction or expansion joints or one - quarter depth saw -cuts on no more than 12 -foot centers. Saw -cuts must be completed within 24 hours of the "initial set" of the concrete and should be performed under the direction of the concrete paving contractor. The concrete should have a minimum 28 -day unconfined compressive strength of 4,000 pounds per square inch and contain 6 percent ±1 percent air - entrainment. Page 16 The Church of Jesus Christ of Latter Day Saints Job No. 1- 817 - 003369 Geotechnical Investigation March 13, 2001 We appreciate the opportunity of providing this service for you. If you have any questions or require additional information, please do not hesitate to contact us. Respectfully submitted, AMEC Earth & Environmental, Inc. Douglas G. Beck, State of Utah No. 160201 William J. Cordon, St -te of Idaho No. 2882 Professional Engineer Professional Engineer DGB /ka Reviewed by: Encl. Figure 1, Vicinity Map Figure 2, Site Plan Figure 3, Foundation Plan/ Bedrock Probe Hole Locations Tables 1 and 2, Drilling Data Addressee (3) c. Mr. Fan Xiao Reaveley Engineers 1515 South 1100 East Salt Lake City, Utah 84105 ame Page 17 BYU - Idaho Job No. 1- 817 - 003369 SCALE IN FEET 1000 0 1000 2000 M awl Reference - - USGS Quadrangle Map Titled 'Rexburg, Idaho" Dated 1949, Photorevised 1979 FIGURE 1 VICINITY MAP ame0 fflf ��. mmdaneriesemsrearr PROPOSED MULTI -USE FACILITY Reference - Adapted from drawing provided by client titled Site Plan, BYU Idaho, Multi -use Facility" dated 6 Feb. 2001. FIGURE 2 SITE PLAN ame I■■■■1 iiiiii NMI L iii i m . ;m■■■■ lab mita I■■ ■:11 �■ ■ ■11 i ii®■■■ BYU - Idaho Job No. 1- 817 - 003369 Key - Probe hole locations SEE Ala 0 WC5 - u 40"1 rONT DETAL AOO AMAT Cr 00 4' AT 113 O.C. EACR WAY. TER OA MOS SEE 1/5.3 FOR MOST WALL OCTAL M19 340x3 /S ©�•� -1"Q Cry C NSS SEE 1/5 -3 OR FROST WALL DETAIL SEE F/5.3 FOR FROST WALL OETAIL SEE F/5 -3 MR FROST WALL DETAS OAR TOP OF FR-5 SLAB 401.r SEE ARCH OROS SNT A36 FOR ROSTRUM 1MENSI0N5 a DETAIL C. PLENUM WITH 614640 DEEP CR -6 WALLS. a FR -5 FLOOR SLAW CLEW TOP FR -3 SLAB 100'-0• r --- r-s. - -- I I AO0 A MAT OF (q) eY x AT 10" O.C. EACH WAY. CENTER ON Qe0 LINE5 FR-5 TO ? FR - 5V8 100.0' — � 044/16 COL MSS 14.1/5 COL MS312.02,0 /le w /13 /418" RASE PLATE 6 4.3 /A• pA Sys ANCHOR 0OLTS TOP Or CONCRar -r Cp, 145510440 /1e TOP a CONC Wf•2' L — J @11 ii��� n5 sly i 1 _ I EII7 I •: Al RI I � FTC sRP I ca s0s6md 5W /" . I - pE 9. 5$' L�.r I I 9W E" IN PI WAL ( Sy0° TOP 1 \) 1 1 tar lu L — � — — — J I no SIP F- ?' — — J i l:. �� r-IS L � it t L n5 v° F• ` Y irrapt. ON4 WISm3 C PUMA 3-ON 2-0"6' -0" DEEP. WITH CR-6 WALLS. 5 FR -5 FLOOR SLAB PUMA! CONC. PUMA! jr-WW 2-0"4'-0' DEEP WRN CR -6 WALLS. a FR -5 FLOOR SLAB CORD PLENUM 2-0F 2-0".2.6" DEEP. I6 CR -6 WALLS. 6 FR -5 FLOOR SLAB 1 — e em.t /2 TUI DAV TOP OF FR - SLAB 100.40 T -- ^'r..,�_q� ...e._�.r- --. c.= ��� -��c� --sue. �„ e_ .�. � 41ft ' S — • — - ° 7�. 1 !�� �. �+rJf.._ _ "'iii - ..�.:. rviCe E�lL L — J ralc� @ � ® © IR ' ,N19 Reference - Adapted from drawing provided by client titled "West Jordan (SLCC) Institute" dated Jan. 26, 2001. Approximate scale - 1" = 25' FIGURE 3 FOUNDATION PLAN/ BEDROCK PROBE HOLE LOCATIONS amec N053997 Test Grid Hole Location No. 1 J1* 2 H1 3 GI 4 F1 5 E1 6 D1 7 C1 8 81* 9 B2 10 C2 11 D2 12 E2 13 F2 14 G2 15 H2 16 J2 17 J3 18 H3 19 G3 20 F3 21 E3 22 D3 23 C3 24 B3* 25 A4 26 B5 27 C5 28 D5 29 E5 30 F5 31 G5 32 H5 33 J5* 34 K4 35 J6 36 H6 37 G6 38 F6 39 E6 40 D6 41 C6 42 B6 43 B7* 44 C7 45 D7 46 E7 47 F7 48 G7 49 H7 50 J7* Originally Proposed Footing Elevation (feet) 4988.75 4987.00 4986.00 4988.50 4988.50 4986.00 4987.00 4988.75 4994.75 4987.00 4986.06 4988.00 4988.00 4986.00 4987.00 4994.75 4995.00 4989.17 4989.00 4988.00 4988.00 4989.00 4989.17 4999.75 5000.00 4999.75 4999.50 4999.50 4999.75 4999.75 5000.50 5000.50 5000.75 5001.00 5001.00 5001.25 5000.75 5000.75 5000.75 5000.50 5000.50 5000.75 5001.00 4999.50 4999.50 5000.25 5000.25 4999.50 5001.00 5001.00 Ground Surface ** Elevation (feet) 4983.42 4985.59 4986.05 4986.77 4989.62 4991.53 4993.33 4995.22 4996.03 4994.43 4992.53 4991.20 4988.46 4987.25 4986.00 4984.66 4985.55 4986.87 4988.90 4990.30 4992.00 4993.40 4995.20 4996.70 4998.80 4999.80 4998.50 4996.50 4995.60 4994.00 4991.30 4989.50 4987.40 4986.30 4989.00 4989.94 4993.24 4994.54 4997.42 4997.95 4998.52 5001.32 5002.27 5001.17 4999.82 4998.84 4997.11 4994.39 4991.00 4990.14 TABLE 1 - DRILLING DATA Drilled Elev. of Cuts and Depth Bottom of Hole Fills *** (feet) (feet) (feet) 15 4968.42 5.33 16 4969.59 1.41 16 4970.05 -0.05 16 4970.77 1.73 22 4967.62 -1.12 16 4975.53 -5.53 17 4976.33 -6.33 19 4976.22 -6.47 22 4974.03 -1.28 21 4973.43 -7.43 19 4973.53 -6.47 18 4973.20 -3.20 16 4972.46 -0.46 15 4972.25 -1.25 15 4971.00 1.00 15 4969.66 10.09 16 4969.55 9.45 16 4970.87 2.30 17 4971.90 0.10 18 4972.30 -2.30 21 4971.00 -4.00 20 4973.40 -4.40 22 4973.20 -6.03 23 4973.70 3.05 19 4979.80 1.20 17.5 4982.30 -0.05 18 4980.50 1.00 19 4977.50 3.00 18 4977.60 4.15 17 4977.00 5.75 16 4975.30 9.20 16 4973.50 11.00 18 4969.40 13.35 16 4970.30 14.70 16.5 4972.50 12.00 17 4972.94 11.31 17 4976.24 7.51 17 4977.54 6.21 18 4979.42 3.33 17 4980.95 2.55 18 4980.52 1.98 19 4982.32 -0.57 20 4982.27 -1.27 19 4982.17 -1.67 18 4981.82 -0.32 18.5 4980.34 1.41 17 4980.11 3.14 17 4977.39 5.11 16 4975.00 10.00 17 4973.14 10.86 887.5 Thickness of soil over bedrock (feet) 0 1 1 0.5 1 2 1.5 2.5 2.5 3 2.5 2 0.5 0 1 0.5 1 1.5 1 2 1.5 2 2 3.5 3 2.5 3 3 2.5 1.75 1 1 1.5 0.5 1 1.5 1 0 2.5 2.5 2 2 2 2.5 2 4.5 2.5 0.5 0.5 0.5 83.25 Rock drilling depth (feet) 15 15 15 15.5 21 14 15.5 16.5 19.5 18 16.5 16 15.5 15 14 14.5 15 14.5 16 16 19.5 18 20 19.5 16 15 15 16 15.5 15.25 15 15 16.5 15.5 15.5 15.5 16 17 15.5 14.5 16 17 18 16.5 16 14 14.5 16.5 15.5 16.5 804.25 * Test holes offset from grid location, see site plan. ** Ground surface elevation when drilled, we estimate approximately two to four feet of surficial soils had previously been removed from portions of the site. *** Cuts and fills based upon original footing design elevations and site grades at the time of drilling. Elev. Top of bedrock (feet) 4983.42 4984.59 4985.05 4986.27 4988.62 4989.53 4991.83 4992.72 4993.53 4991.43 4990.03 4989.20 4987.96 4987.25 4985.00 4984.16 4984.55 4985.37 4987.90 4988.30 4990.50 4991.40 4993.20 4993.20 4995.80 4997.30 4995.50 4993.50 4993.10 4992.25 4990.30 4988.50 4985.90 4985.80 4988.00 4988.44 4992.24 4994.54 4994.92 4995.45 4996.52 4999.32 5000.27 4998.67 4997.82 4994.34 4994.61 4993.89 4990.50 4989.64 Test Grid 1st Void 1st Void Elevation 2nd Void 2nd Void Elevation Comments Hole Location Depth Below Thickness of Void Depth Below Thickness of 2nd No. Ground Surface (feet) (feet) Ground Surface (feet) Void (feet) (feet) (feet) 1 J1* No Voids 2 H1 11.5 0.75 4974.09 3 GI 10.5 0.5 4975.55 Possible void 4 F1 10.5 1 4976.27 5 El 11 0.25 4978.62 6 D1 11 0.5 4980.53 Possible void 7 C1 10.5 1.5 4982.83 8 B1• 13.5 1.5 4981.72 9 B2 14 0.5 4982.03 10 C2 11 0.5 4983.43 Soft rock 9.5 to 10 11 D2 Loose but no voids 10.5to 11.5 12 E2 12 0.3 4979.20 13 F2 8.5 1.5 4979.96 14 G2 11 0.75 4976.25 15 H2 11.5 0.5 4974.50 16 J2 soft rock or cinders 10 to 15 17 J3 11.75 0.25 4973.80 18 H3 8 0.25 4978.87 12 1.5 4974.87 19 G3 No voids, Easy drilling 6.5 to 7 20 F3 No voids, Easy drilling 12 to 18 21 E3 12 1 4980.00 14.5 1 4977.50 3rd 6" void at 17.5 22 D3 12 0.25 4981.40 14 1 4979.40 23 C3 11 1 4984.20 16 0.25 4979.20 24 B3* 11 0.75 4985.70 25 A4 11.5 0.5 4987.30 17.5 0.5 4981.30 26 B5 13.5 0.75 4986.30 27 C5 15 0.75 4983.50 Soft Rock 3 to 10 28 D5 6.75 12 4989.75 15 0.75 4981.50 3rd 6" void at 18 29 E5 No voids 30 F5 15.5 0.75 4978.50 Easy drilling at 10 31 G5 9.75 0.75 4981.55 32 H5 13 0.25 4976.50 13.5 1 4976.00 33 J5* 17 0.5 4970.40 Very easy drilling 15 to 17 34 K4 8 0.75 4978.30 9 0.5 4977.30 35 J6 No voids 36 H6 No voids 37 G6 No voids 38 F6 7 2 4987.54 39 E6 No voids 40 D6 No voids 41 C6 15 1 4983.52 42 B6 9.5 5.5 4991.82 One large void or a Number of small voids 43 B7' 16 0.5 4986.27 Possible 3.5 void 16.5 to 19 ? 44 C7 15 0.5 4986.17 45 D7 14 1 4985.82 46 E7 16.5 1 4982.34 47 F7 No voids 48 G7 No voids 49 H7 No voids 50 J7* 16 0.5 4974.14 * Test holes offset from grid location, see site plan. TABLE 2 - DRILLING DATA NOTES • REPORT TO: PROJECT: Test Location (s) Selected by: Strata Personnel GO s a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Field Method (s) Performed (N) (SC) X (N) (SC) IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Multi Use Building, BYU, Rexburg, Idaho ASTM D2922/3017 ASTM D1556/2216 AASHTO T238/239 AASHTO T191 Date and Lab No. Location Elev 12/3/01 Steam Line Backfill; Top of SG P103034 100'S of Viking Drive 8/13/01 Steam Line Backfill; Top of SG P103035 150'S of Viking Drive FIELD DENSITY TEST REPORT 6.5 Applicable Lab Method ASTM D698 X ASTM D1557 AASHTO T99 AASHTO T180 Max Dens (PCF) 143.0 Field Dry Lab Density Maximum (PCF) Density (% Mois) (PCF) 135.8 143.0 95 6.2 95 137.2 143.0 96 DATE: 12/18/01 FILE NO: JENHAS PROJECT NO: P01064A Percent of Max Density Obtained (Required) 95 Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) Pit Run Meets Requirement 1 =Yes, 0=No RP = Retest OK IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA 1 1 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, ONo Lab No. Location Elev (% Mois) (PCF) (Required) RP = Retest OK 7/31/01 Exterior Backfill; 24 "ASG 127.7 134.0 95 1 P102268 5.0 © D.5 line 5.1 95 7/31/01 Exterior Backfill; 32 "ASG 128.9 134.0 96 1 P102269 5.0 @ D.5 line 5.3 95 7/31/01 Exterior Backfill; 40 "ASG 128.2 134.0 96 1 P102270 5.0 @ D.5 line 5.3 95 7/31/01 Exterior Backfill; FG 128.1 134.0 96 1 P102271 5.0 @ F.5 line 5.5 95 8/1/01 Catch Basin Backfill Top of SB 110.5 110.0 100 1 P102272 NE of building 9.5 95 8/1/01 Catch Basin Backfill Top of SB 109.5 110.0 100 1 P NE of building 10.1 95 8/1/01 Exterior Backfill; 36 "BFG 130.7 134.0 98 1 P102274 E.5, 6'W of W entrance 6.1 95 8/1/01 Interior Backfill; 36 "BFG 132.1 134.0 99 1 P102275 0.5 © E.5 6.4 95 8/1/01 Interior Backfill; 28 "BFG 130.3 134.0 97 1 P102276 0.5 © E.5 6.0 95 8/1/01 Interior Backfill; 20 "BFG 128.1 134.0 96 1 P102277 0.5 @ E.5 5.8 95 8/1/01 Interior Backfill; 12 "BFG 128.5 134.0 96 1 P102278 0.5 @ E.5 6.1 95 W1/01 Interior Backfill; FG 136.3 143.0 95 1 P102279 0.5 © E.5 6.3 95 8/3/01 Interior Backfill; FG 135.4 143.0 95 1 P102280 0.5 © E.5 5.5 95 8/3/01 Exterior Backfill; F.0 1'above 109.5 110.0 100 1 P102281 drain line W of bldg. pipe 10.1 95 8/3/01 Exterior Backfill; F.5 1'aisive 109.2 110.0 99 1 P102282 drain Tine W of bldg. 10.6 95 S T R a a GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page 2 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, O=No Lab No. Location Elev % Mois JPCF) (Required) RP = Retest OK 8/3/01 Storm Drain Backfill 2'above 132.7 134.0 99 1 P102283 E.0 W entrance drain 5.7 95 8/3/01 Storm Drain Backfill 2'above 130.3 134.0 97 1 P102284 E.0 W entrance drain 5.1 95 8/3/01 Storm Drain Backfill 1'above 136.1 143.0 95 1 P102285 C.0 W entrance drain 4.9 95 8/3/01 Storm Drain Backfill 2'above 128.0 134.0 96 1 P102286 D.0 W entrance drain 5.3 95 8/3/01 Storm Drain Backfill 2'above 131.3 134.0 98 1 P102287 F.0 W entrance drain 5.7 95 8/3/01 Storm Drain Backfill 3'above 130.2 134.0 97 1 P D.0 W entrance drain 5.5 95 8/3/01 Storm Drain Backfill 3'above 132.8 134.0 99 1 P102289 F.0 W entrance drain 5.8 95 S a T a 0 GEOTECHNICAL ENGINEERING A MATERIALS TESTING Page 3 :al. 9.5 Bulk Speanc ciravny (assumol: c.o Optimum Moisture Content, % (assume o O Optimum Point • Proctor Points 48 - 8 0 ,4ir Ir , QOtJ cv 126 124 122 20 116 116 114 112 10 • ..w 1'fS van 115 U 3 0 }- fx 0 MOISTURE - DENSITY RELATIONSHIP CURVE ASTM D 1557 Method C Project: Multi Use Bldg BYU Client: Jensen - Haslem Architects File Name: JENHAS- P01064A Date Tested: 5/30/01 Tested By: FF Sample Number: P101316 Sample Location: On site Sample Description: Silty gravel 15 1 1 1 Maximum Dry Density, pcf : 126.0 4 4 5 5.0 9, y 55 6 GRADING ANALYSIS SCREEN SEE % PASSING AS TESTED 1 inch 3/4 inch ale inch #4 screen Corrected Dry Density, pcf: Corrected Moisture Content, %: Coarse Aggregate Correction, %: 65 70 75 8 85 so as 1[1 i�a �.. MOISTURE % 100 1 4 s r R a T a GEOTECHNICAL ENGINEERING • MATERIALS TESTING Optimum Moisture Content % %. 10.1 Bulk speafic Gravity (assumed): z.65 0 O 0 O Optimum P Point 48. 0 48 N N T R wOky Project: MULTI USE BLDG BYU Client: Idaho Falls LDS Church - PMO CIO Jensen Haslem Architects File Name: JENHAS- P01064A Date Tested: 5/24/01 Tested By: FF Sample Number. P101200 Sample Location: On site Sample Description: Lava rock w /gravel 1 MOISTURE - DENSITY RELATIONSHIP CURVE AASHTO T 180 Method C 1 Maximum Dry Density, pcf : 127.2 Revie MOISTURE % GRADING ANALYSIS SCREEN SIZE % PASSING AS TESTED 1 inch 3/4 inch 3/8 inch #4 screen 66 Corrected Dry Density, pcf: 134.0 Corrected Moisture Content, %: 10.0 Coarse Aggregate Correction, %: 34 S T a T a GEOTECNNICAL ENGINEERING i MATERIALS TESTING Fax ,,: go.63-wiok EPORT TO: PROJECT: S T R a T GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Field Method (s) Performed (N) (SC) X (N) (SC) Test Location (s) Selected by: Strata Personnel GO Date and Lab No. Location 6/26/01 Interior Backfill; 1698 F-G @ 1.5 line 6/26/01 Interior Bach:filt; P101699 F-G @ 1.5 line 6/26/01 Interior Backfill; P101700 4.0 © F line 6/26101 Interior Backfill; P101701 4.0 @Dline 6/27/01 Interior Backfill; P101702 3-5 @ C line IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Multi Use Building, BYU, Rexburg, Idaho FIELD DENSITY TEST REPORT ASTM 02922/3017 ASTM 01556/2216 AASHTO T238/239 AASHTO T191 Elev 1'ASG 1'ASG 81' 81' 81.5' Applicable Lab Method ASTM D698 ASTM D1557 AASHTO T99 X AASHTO T180 Max Dens (PCF) 126.0 110.0 134.0 143.0 Field Dry Lab Density Maximum (PCF) Density (% Mois) (PCF) 129.4 134.0 3.4 128.2 134.0 4.0 127.3 134.0 4.4 128.7 134.0 3.7 129.1 134.0 3.7 DATE: 07/24/01 FILE NO: JENHAS PROJECT NO: P01064A Percent of Max Density Obtained (Reauired) 97 95 Elevation Codes 96 95 95 95 96 95 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) 96 95 Silt w/ gravel Silt Lava Rock / silt Pit Run Meets Requirement 1 =Yes, (No RP = Retest OK 1 1 1 1 1 Date and Lab No. Location 6/27/01 Interior Backfill; P101703 3-5 @ E line 6/27/01 Interior Backfill; P101704 3-5 @ G Tine 6/27/01 Drain Line Backfill; P101705 N side of bldg. 6/27/01 Drain Line Backfill; P101706 N side of bldg. 6/27/01 Drain Line Backfill; P101707 N side of bldg. 1/27/01 Interior Backfill; P101708 3-5 @ D line 6/27/01 Drain Line Backfill; P101709 N side of bldg. 6/28/01 Interior Backfill; P101710 4.0 © G line 6/28/01 Interior Backfill; P101711 4.0 @ D line 6/28/01 Interior Backfill; P101712 4.0 @ F line 6/28/01 Exterior Backfill; 01713 3.0 © 3'N of bldg. 6/28/01 Exterior Backfill; P101714 3.5 @ 30'N of bldg. 6/28/01 Interior Backfill; P101715 1.5 between G-H 6/28/01 Interior Backfill; P101716 1.5 between G-H 6/28/01 Interior Backfill; P101717 1.5 between G-H Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained Elev % Mois (PCF) (Required) 81.5' 128.9 134.0 96 3.6 95 81.5' 129.5 134.0 97 4.2 95 l'above 104.9 110.0 95 pipe 9.6 95 2'above 108.4 110.0 99 pipe 10.1 95 2'above 127.8 134.0 95 pipe 9.2 95 82° 127.6 134.0 95 4.4 95 l'above 107.8 110.0 98 pipe 9.1 95 82.5' 129.0 134.0 96 1.5 95 82.5' 128.6 134.0 96 1.8 95 82.5' 131.4 134.0 98 2.1 95 2'ASG 108.9 110.0 99 12.0 95 2'ASG 105.1 110.0 96 11.7 95 1.5'ASG 132.6 134.0 99 4.4 9 2'ASG 129.0 134.0 96 4.0 95 3'A C 127.8 134.0 95 4.6 95 S R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page 2 Meets Requirement 1 =Yes, O=No RP = Retest OK 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Date and Lab No. Location 6/28/01 Interior Backfill; P101718 1.5 between G-H 6/28/01 Elevator Shaft Backfill; P101719 F.5 @ 2.0 line 6/28/01 Elevator Shaft Backfill; P101720 F.5 @ 2.0 line Field Dry Lab Density Maximum (PCF) Density Elev % Mois (PCF) 4'ASG 129.3 134.0 4.0 6/28/01 Elevator Shaft Backfill; P101722 F.5 @ 2.0 line i8/01 Elevator Shaft Backfill; P101723 F.5 @ 2.0 line 6/28/01 Elevator Shaft Backfill; P101724 F.5 @ 2.0 line 6/28/01 Elevator Shaft Backfill; P101725 F.5 @ 2.0 line 6/28/01 Elevator Shaft Backfill; P101726 F.5 © 2.0 line 6/29/01 Fire Waterline Backfill; P101727 N side of bldg. A/29/01 Fire Waterline Backfill; . 1728 N side of bldg. 6/29/01 Storm Drain Backfill; P101729 N side of bldg. 6/29/01 Storm Drain Backfill; P101730 N side of bldg. 6/29/01 Interior Backfill; P101731 4.0 @ E Tine 6/29/01 Interior Backfill; P101732 4.0 @ D line 8 "ASG 129.3 134.0 4.6 16 "ASG 128.2 134.0 4.4 6/28/01 Elevator Shaft Backfill; 24 "ASG 128.9 134.0 P101721 F.5 © 2.0 line 4.6 32 "ASG 130.7 134.0 4.9 40 "ASG 134.1 134.0 5.1 48 "ASG 130.3 134.0 4.6 56 "ASG 132.6 134.0 5.0 64 "ASG 130.5 134.0 4.9 1'above 105.9 110.0 pipe 9.7 l'above 106.3 110.0 pipe 10.1 2'above 99.8 110.0 pipe 9.9 2'above 104.6 110.0 pipe 9.4 83' 127.7 134.0 4.2 128.7 134.0 4.7 5 T R a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING Percent of Max Density Obtained (Required) 96 95 96 95 96 95 96 95 98 95 100 95 97 95 99 95 97 95 96 95 97 95 91 85 95 85 95 95 96 95 Page 3 Meets Requirement 1 =Yes, @No RP = Retest OK 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Date and Lab No. Location 6/29/01 Fire Waterline Backfill; P101733 N side of bldg. 6/29/01 Fire Waterline Backfill; P101734 N side of bldg. 7/2/01 interior Backfill; P101735 F.5 @ 1.5 line 7/2/01 Interior Backfill; P101736 G.5 @ 1.5 line 7/2/01 Interior Backfill; P101737 2.5 @Dline 7/2/01 Interior Backfill; P101738 2.5 @ F line 7/2/01 Interior Backfill; P101739 2.5 @ E line 7 /2/01 Interior Backfill; P101740 2.5 @ D.5 line 7/2/01 Interior Backfill; P101741 2.5 @ E line 7/2/01 Fire Waterline Backfill; P101742 E side of bldg. 7/2/01 Fire Waterline Backfill; 31743 E side of bldg. 7/2/01 Fire Waterline Backfill; P101744 S side of bldg. 7/2/01 Concrete Slab Base P101745 E of bldg. for courtyard 7/2/01 Exterior Backfill; SW P101746 comer next to fnd 7/2/01 Exterior Backfill; SW P101747 comer next to fnd Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained Elev % Mois (PCF) (Recwired) 3'above 105.6 110.0 96 pipe 12.3 95 3'above 107.9 110.0 98 pipe 13.0 95 2'ASG 128.6 134.0 96 6.0 95 2'ASG 127.8 134.0 95 5.7 95 1'ASG 127.4 134.0 95 5.3 95 1'ASG 128.1 134.0 96 5.7 95 2'ASG 131.4 134.0 98 3.2 95 2'ASG 128.3 134.0 96 4.7 95 3'ASG 127.5 134.0 95 5.1 95 1.5'above 131.3 134.0 98 pipe 6.3 95 2.5'above 127.7 134.0 95 pipe 6.0 95 6'above 128.8 134.0 96 pipe 5.1 95 8 "ASG 131.3 134.0 98 5.6 95 8 "ASG 130.1 134.0 97 3.7 95 16" 128.1 134.0 96 4.2 95 7 1, s T R a T a GEOTECHNICAL ENGINEERING E MATERIALS TESTING Page4 Meets Requirement 1= Yes,O No RP = Retest OK 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Feld Dry Lab Percent of Meets Density Maximum Max Density Requirement e nd (PCF) Density Obtained 1 =Yes, O=No b No. Location Elev % Mois (PCF) (Required) RP = Retest OK 7/2/01 Exterior Backfill; SW 24 "ASG 127.6 134.0 95 1 95 P101748 comer next to fnd 4.6 1'ASG 128.1 134.0 96 1 7/2/01 Interior Backfill; 95 P101749 2.9 @ F line 4.1 l'above 108.6 110.0 99 1 7/2/01 Exterior Backfill; 95 P101750 waterline @ SW pipe 9.7 comer of bldg. 1'ASG 140.7 143.0 98 1 7/3/01 Interior Backfill; 95 P101751 2.9 @ D line 4.9 0 97 1 143 'ASG 138.6 . 7/3/01 Interior Backftll; 1 95 P101752 2.9 @ G line 4.7 0 95 1 143 'ASG 136.3 . 7/3/01 Interior Backfill; 1 95 P101753 2.9 @ F line 4.9 7/3/01 Interior Backfill; 1'ASG 136.2 143.0 95 1 P101754 2.9 © D line 4.5 7/3/01 Fire Waterline Backfill; 1'above 127.7 134.0 95 1 95 P101755 S side of bldg. Pile 4.2 96 1 7/3/01 Fire Waterline Backfill; 2'above 129.0 134.0 95 P101756 S side of bldg. pipe 4.4 7/3/01 Fire Waterline Backfill; 3 127.6 134.0 95 1 95 P101757 S side of bldg. PiPe 4.9 0 99 1 134. /3/01 Fire Waterline Backfill; 4'above 132.2 95 S side of bldg. pipe 5.7 7/3/01 Fire Waterline Backfill; 5'above 129.6 134.0 97 1 95 P101759 S side of bldg. PiPe 4.7 98 1 7/4/01 Interior Backfill; 1'ASG 131.5 134.0 95 2.5 @ G line 3.7 2'ASG 128.6 134.0 96 1 7/4/01 Interior Backfill; 95 4.2 P101761 2.5 @ H line s - r R. a 111011 T a GEOTECMNICAL ENGINEERING 6 MATERIALS TESTING Date and Lab No. Location 7/4/01 Interior Backfill; P101762 2.5 @Gline 7/4/01 Interior Backfill; P101763 2.5 @ G.5 line 7/9/01 Exterior Backfill; P101832 3.1 © F line 7/9/01 Exterior Backfill; P101833 3.1 @ D line 7/9/01 Exterior Backfill; P101834 1.5 @ B.5 Tine '/9/01 Exterior Backfill; P101835 1.5 @ B.5 line 7/9/01 Exterior Backfill; P101836 1.5 @ C.5 line 7/9/01 Exterior Backfill; P101837 2.0 @ D.5 line 7/9/01 Interior Backfill; P101839 1.5 @ B.5 line 7/9/01 Interior Backfill; )1840 1.5 © C.5 line 7/9/01 Fire Waterline Backfill; P101841 SE side of bldg. 7/10/01 Interior Backfill; P101842 F.5 @ 1.5 line 7/10/01 Interior Backfill; P101843 G.5 @ 1.5 line 7/10/01 Interior Backfill; P101844 H © 2.0 line Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained Elev % Mois (PCF) (Required) 3'ASG 3'ASG 4089.0 4089.0 1'ASG 2'ASG 2'ASG 2'ASG 7/9/01 Storm Drain Backfill; FG P101838 NE side of bldg. 3'ASG FG pipe FG FG 129.4 134.0 4.6 129.8 134.0 4.3 138.0 143.0 3.9 136.3 143.0 3.6 128.9 134.0 3.7 128.3 134.0 4.4 127.9 134.0 4.1 128.3 134.0 4.2 120.4 126.0 10.3 135.3 142.0 7.2 135.9 142.0 7.9 12 "above 128.5 134.0 3.2 128.2 134.0 3.7 127.7 134.0 3.4 TA5G 139.3 142.0 5.0 5 T R a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 97 95 97 95 97 95 95 95 96 95 96 95 95 95 96 95 96 95 95 95 96 95 96 95 96 95 95 95 98 95 Page 6 Meets Requirement 1= Yes,O No RP = Retest OK 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Date and Lab No. Location 7/10/01 Interior Backfill; P101845 G.5 © 2.2 line 7/10/01 Interior Backfill; P101846 H @ 2.0 Tine 7/11/01 Interior Backfill; P101847 4.0 @Eline 7/11/01 Exterior Backfill; P101848 S side of 2.5 7/11/01 Exterior Backfill; P101849 S side of 2.0 11/01 Exterior Backfill; P101850 1.5 S side over waterline 7/11/01 Interior Backfill; P101851 corridor 2.5 @ E 7/11/01 Exterior Backfill; P101852 2.1 S side of bldg. 7/11/01 Exterior Backfill; P101853 2.0 S side of bldg. 7/11/01 Exterior Backfill; P101854 S side of bldg. above waterline 7/11/01 Interior Backfill; P101855 C.5 ti 1.5 7/11/01 Interior Badcfill; P101856 D.5 ©1.5 7/11/01 Interior Backfill; P101857 C.5 ©1.5 7/12/01 Exterior Backfill; P101859 3.0 N side of bldg. Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained Eiev % Mois (PCF) (Required) 2'BFG 2'BFG 4089.0 3'ASG 2 °ASG ZASG 3'ASG 3'ASG 2'ASG FG FG 4'ASG 109.7 10.1 135.0 142.0 5.7 135.8 142.0 5.9 127.7 134.0 3.7 127.3 134.0 3.2 128.2 134.0 4.0 110.5 110.0 11.1 3.5'ASG 128.1 134.0 3.2 128.5 134.0 3.6 128.6 134.0 3.9 3.5'above 128.2 134.0 Pipe 2.9 127.7 134.0 95 3.3 95 128.7 134.0 96 3.9 95 135.1 142.0 95 4.5 95 110.0 100 95 S T i Oil a T a GEOTECNNICAL ENGINEERING & MATERIALS TESTING 95 95 96 95 95 95 95 95 96 95 100 95 96 95 96 95 96 95 96 95 Page T Meets Requirement 1 =Yes, (No RP = Retest OK 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Date and Lab No. Location 7/12/01 Interior Backfill; P101860 C.5 @ 1.5 line 7/12/01 Exterior Backfill; P101861 2.0 N side of bldg. 7/12/01 Interior Backfill; P101862 C.5 @ 1.5 line 7/12/01 Interior Backfill; P101863 G.5 © 4.0 line 7/12/01 Exterior Backfill; P101864 3.0 N side of bldg. '12/01 Exterior Backfill; r 101865 3.0 SW side of bldg. 7/12/01 Exterior Backfill; P101866 2.9 SW side of bldg. 7/12/01 Exterior Backfill; P101867 2.9 SW side of bldg. 7/12/01 Exterior Backfill; P101868 3.0 SW side of bldg. 7/12/01 Interior Backfill; P101869 4.0 © H.5 line 7/12/01 Interior Backfill; )1870 4.0 @ H.2 line 7/13/01 Interior Backfill; P101871 4.0 @ H.2 line 7/13/01 Exterior Backfill; P101872 4.0 N side of bldg. 7/13/01 Interior Backfill; P101873 5.0 @ C.5 line 7/13/01 Interior Backfill; P101874 1.5 @ D.5 line Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained El ev % Mois SPCF) (Required) 3'ASG 136.4 142.0 96 3.9 95 4'ASG 128.2 134.0 96 10.4 95 4'ASG 135.7 142.0 96 3.1 95 5'ASG 128.9 134.0 96 3.7 95 6'ASG 128.6 134.0 96 5.4 95 6'ASG 129.1 134.0 96 5.7 95 4'ASG 128.0 134.0 96 5.3 95 4'ASG 127.3 134.0 95 5.1 95 4.5'ASG 128.0 134.0 96 4.6 95 5000.5 128.2 134.0 96 4.4 95 4089.0 127.5 134.0 95 4.6 95 4089.5 128.6 134.0 96 4.5 95 TASG 121.9 126.0 97 10.7 95 7.5'ASG 128.2 134.0 96 4.7 95 7.5,A6G 129.0 134.0 96 4.4 95 S T R. a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING Meets Requirement 1 =Yes, O=No RP = Retest OK 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Date and Lab No. Location 7/13/01 Interior Backfill; P101875 2.5 @ C.5 line 7/13/01 Interior Backfill; P101876 2.2 @ D line 7/13/01 Interior Backfill; P101877 4.0 @ H.5 line 7/13/01 Interior Backfill; P101878 corridor S 7/13/01 Interior Backfill; P101879 corridor S 16/01 Waterline Backfill; r ,01880 SE side of bldg. 7/16/01 Exterior Backfill; P101881 4.0 N side of bldg. 7/16/01 Waterline Backfill; P101882 SW side of bldg. 7/16/01 Waterline Backfill; P101883 SW side of bldg. 7/16/01 Exterior Backfill; P101884 4.0 N side of bldg. 7/16/01 Exterior Backfill; r 1885 3.5 N side of bldg. 7/16/01 Exterior Backfill; P101886 5.0 N side of bldg. 7/17/01 Interior Backfill; P101887 4.0 @ H.5 line 7/17/01 Interior Backfill; P101888 4.0 @ H.5 line 7/17/01 Interior Backfill; P101889 4.0 @ H.5 line Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained Elev (% Moisl (PCFI jReouiredl 5'ASG 128.5 134.0 96 3.7 95 5'ASG 128.1 134.0 96 4.2 95 7.5'ASG 127.9 134.0 95 5.8 95 4'ASG 128.7 134.0 96 4.9 95 4'ASG 129.5 134.0 97 4.3 95 4'above 128.1 134.0 96 pipe 4.9 95 4'above 108.9 110.0 99 drain 10.7 95 3'above 127.6 134.0 95 pipe 4.3 95 3'above 127.8 134.0 95 pipe 4.6 95 6'ASG 108.3 110.0 98 9.6 95 6'ASG 110.5 110.0 100 10.0 95 6'ASG 127.2 134.0 95 9.9 95 4999.5 128.7 134.0 96 4.7 95 4999.5 130.0 134.0 97 4.9 95 49 129.0 134.0 96 4.7 95 IIIIII S T R a T & G EOTECHNICAL ENGINEERING & MATERIALS TESTING Page 9 Meets Requirement 1= Yes,O=No RP = Retest OK Date and Lab No. Location 7/17/01 Interior Backfill; P101890 4.0 @ H.5 line 7/17/01 Interior Backfill; P101891 4.0 @ H.5 line 7/18/01 Interior Backfill; P101892 1.5 @ E.5 line 7/18/01 Interior Backfill; P101893 2.0 @ B line 7/18/01 Interior Backfill; P101894 2.0 @ B line '/18/01 Interior Backfill; . 101895 2.8@ Bline 7/18/01 Interior Backfill; P101896 2.0 @ B line 7/18/01 Interior Backfill; P101897 2.8 @ B Tine 7/18/01 Exterior Backfill; P101898 2.0 waterline 7/18/01 Interior Backfill; P101899 3.2 @aline 7/19/01 Interior Backfill; '01900 3.2 @ D line 7/19/01 Interior Backfill; P101901 3.2 @ F line 7/19/01 Interior Backfill; P101902 3.2 @ E line 7/19/01 Interior Backfill; P101903 3.2 @ G line 7/19/01 Interior Backfill; P101904 4.5 @ G line Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained Elev (% Mois) (PCF) (Required) 4999.0 128.0 134.0 5.1 4999.0 128.2 134.0 4.8 1'BFG 130.2 134.0 3.1 96 95 96 95 97 95 2'BFG 135.3 142.0 95 4.5 95 1'BFG 136.8 142.0 96 4.0 95 2'BFG 135.0 142.0 95 3.7 95 FG 135.5 142.0 95 4.1 95 FG 135.0 142.0 95 3.9 95 FG 130.0 134.0 97 3.2 95 5001.0 130.3 134.0 97 4.0 95 5002.5 130.3 134.0 97 4.3 95 5002.5 131.1 134.0 98 5.5 95 5002.0 131.4 134.0 98 5.7 95 5002.0 130.8 134.0 98 5.3 95 54 135.7 142.0 96 6 95 s T R a a GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page 10 Meets Requirement 1 =Yes, 0=No RP = Retest OK 1 1 1 1 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0=No Lab No. Location Elev (% Mois) (PCF) (Required) RP = Retest OK 7/20/01 Interior Backfill; 5003.5 130.6 134.0 97 1 P101905 line 3.2 4.9 95 7/20/01 Interior Backfill; 5003.5 132.1 134.0 99 1 P101906 line 3.2 5.7 95 7/20/01 Interior Backfill; 5003.0 129.0 134.0 96 1 P101907 Tine 3.2 5.0 95 7/20/01 Interior Backfill; 5003.0 128.3 134.0 96 1 P101908 line 3.2 5.4 95 7/20/01 Exterior Backfill; 8 "ASG 128.5 134.0 96 1 P101909 line B SW of bldg. 4.7 95 "20/01 Exterior Backfill; 16 "ASG 127.7 134.0 95 1 1910 line B SW of bldg. 4.9 95 S ; R a T a ' GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING Page 11 Op timum Moisture Content Yo: 10.1 OAEN JF76t.71Ri V1 away �oaa.•••...,. •.•� o O • Optimum Proctor Point Points as 48 44 42 a0 38 36 134 / � O'cis 30 Cviye 128 4..6. 128 127.2 124 122 20 118 118 114 112 10 ∎ .... Own 4'1 fl .1a •• t•5 15.0 15.5 1 MOISTURE - DENSITY RELATIONSHIP CURVE AASHTO T 180 Method C Project: MULTI USE BLDG BYU Client: Idaho Falls LDS Church - PMO CIO Jensen Haslem Architects File Name: JENHAS- P01064A Date Tested: 5/24/01 Tested By: FF Sample Number. P101200 Sample Location: On site Sample Description: Lava rock w /gravel 15 1 1 1 1 1 Maximum Dry Density, pcf : 127.2 Revie 4 45 5.0 55 g 85 70 75 8 as so ss 10 ,as 11 11- MOISTURE % • GRADING ANALYSIS SCREEN SRE % PASSING AS TESTED inch 3/4 inch 66 3/8 inch #4 screen Corrected Dry Density, pcf: 134.0 Corrected Moisture Content, %: 10.0 Coarse Aggregate Correction, %: 34 _�. 6 S T R a T a 0 eeoroc ,c..L ENGINEERING • MATERIALS TESTING REPORT TO: PROJECT: (N) (SC) X (N) (SC) Date and La No.. Location S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Location (s) Selected by: Strata Personnel GO /FF 6/4/01 E Retention Pond P101406 6/4/01 E Retention Pond P101407 6/4/01 E Retention Pond P101408 6/6/01 E Retaining Basin P101409 IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Multi Use Building, BYU, Rexburg, Idaho FIELD DENSITY TEST REPORT Field Method (s) Performed ASTM 02922/3017 ASTM D1556/2216 AASHTO T238/239 AASHTO T191 Applicable Lab Method ASTM D698 ASTM D1557 AASHTO T99 X AASHTO T180 Max Dens (PCF) 134.0 Field Dry Lab Density Maximum (PCF) Density Eley (% Mois) (PCF) 4999 134.2 134.0 9.6 4999 134.9 134.0 9.9 4999 133.1 134.0 9.3 4998 132.4 134.0 4.5 Percent of Max Density Obtained jReouired) 100 95 101 95 99 95 99 95 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA DATE: 07/10/01 FILE NO: JENHAS PROJECT NO: P01064A Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) Lava Rock / silt Meets Requirement 1 =Yes, O=No RP = Retest OK 1 1 1 1 Page 2 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0 Lab No. Location Elev (% Mois) (PCF) (Required) RP = Retest OK 6/6/01 E Retaining Basin 4998 137.4 134.0 103 1 P101410 45'E of D Tine 6 95 6/7/01 E Retention Basin 4997 131.7 134.0 98 1 P101411 4.1 95 6/7/01 E Retention Basin 4997 128.1 134.0 96 1 P101412 3.9 95 6/7/01 E Retention Basin 4997 135.3 134.0 101 1 P101413 3.7 95 6 /7/01 E Retention Basin 4997 131.8 134.0 98 1 P101414 4.0 95 6/7/01 E Retention Basin 4997 132.9 134.0 99 1 P101415 4.2 95 3/7/01 E Retention Basin 4997 135.3 134.0 101 1 P101416 4.6 95 6/8/01 Exterior Fill 2'AFTG 131.2 134.0 98 1 P101417 3'E of bldg. @ D line 3.0 95 6/8/01 Exterior Fill 2'AFTG 127.0 134.0 95 1 P101418 3'E of bldg. © E line 3.2 95 6/8/01 Backfill center of 1'ASG 130.8 134.0 98 1 P101419 cell #3 6.1 95 6/12/01 Cell #1 5'BSG 130.7 134.0 98 1 P101420 10'W from 7.2 95 SE comer of cell ./12/01 Cell #1 4'BSG 130.8 134.0 98 1 P101421 10'N & 10'W of 4.8 95 SE corner of cell 6/12/01 Cell #2 513SG 130.3 134.0 97 1 P101422 70'N & 5W of 5.6 95 SE comer of cell S T R a T 0 a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING Feld Dry Lab Percent of Meets Density Maximum Max Density Requirement Date and (PCF) Density Obtained 1 =Yes, ("No Lab No Location Elev °/G Mois (PCF) (Reauiredi RP = Retest OK 4'BSG 132.7 134.0 99 1 6/12/01 Cell #2 95 P101423 60'N & 8'W of 4.2 SE comer of cell 3'BSG 136.0 134.0 101 1 6/12/01 Cell #1 � P101424 12'N & 15'W of 2.3 SE comer of cell 3'BSG 134.3 134.0 100 1 6/12/01 Cell #2 95 P101425 80'N & 15'W of 4.5 SE comer of cell 10'BSG 131.4 134.0 98 1 6/12/01 Outside Wall 95 P101426 10'N & 5'E of 3.0 SW comer of wall 6/12/01 Outside Wall 8'BSG 130.2 134.0 97 1 95 11427 60'N & 3'E of 3.8 SW comer of wall 2'BSG 133.2 134.0 99 1 6/12/01 Cell #1 95 P101428 21'N & 15'W of 4.1 SE comer of cell 2'BSG 131.4 134.0 98 1 6/12/01 Cell #2 95 P101429 80'N & 12'W of 4.3 SE comer of cell 6/12/01 Outside Wall TBSG 133.0 134.0 95 1 9 P101430 50'N & 20'E of 3.1 SW comer of wall 4'BSG 132.2 134.0 99 1 6/13/01 Cell #1 95 11434 40'N & 3'E of 4.3 SW comer of cell 1'BSG 132.2 134.0 99 1 6/13/01 Cell #1 � P101435 6'N & 15'W of 3.0 SE comer of cell 8'BSG 131.2 134.0 98 1 6/13/01 Cell #2 95 70'N &4'Eof 4.1 SW comer of cell A S 01 a T a GEOTECHNICAL ENGINEERING a MATERIALS TESTING Page 3 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0 Lab No. Location Elev % Mois (PCF) (Required) RP = Retest OK 6/13/01 CeII #1 3'BSG 131.9 134.0 98 1 P101437 30'N & 9'E of 4.3 95 SW comer of cell 6/13/01 Outside Wall 4'BSG 124.1 134.0 93 1 P101438 27'N & 1'E of 3.6 85 SE comer of wall 6/13/01 Outside Wall 4'BSG 134.4 134.0 100 1 P101439 75'N & 5'E of 3.8 95 SE comer of wall 6/13/01 Cell #3 8'BSG 131.9 134.0 98 1 P101440 100'N & 5'E of 3.3 95 SW corner of cell 6/13/01 CeII #3 TBSG 130.2 134.0 97 1 `1441 120'N & 3'E of 3.5 95 SW comer of cell 6/13/01 CeII #3 4'BSG 131.2 134.0 98 1 P101442 115N & 3'E of 4.7 95 SE comer of cell 6/13/01 Cell #3 3'BSG 132.9 134.0 99 1 P101443 125N & 5E of 3.0 95 SE comer of cell 6/13/01 Cell #3 6'BSG 130.7 134.0 98 1 P101444 100'N & WE of 3.4 95 SW comer of cell 6/13/01 Cell #1 5'BSG 130.3 134.0 97 1 11445 50'N & 12'E of 4.1 95 SW comer of cell 6/13/01 Cell #2 4'BSG 130.6 134.0 97 1 P101446 80'N & 12'E of 4.3 95 SW comer of cell 3'BSG 130.2 134.0 97 1 6/13/01 CeII #3 P101447 90'N & 2'W of 6.5 95 SE comer of cell S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page 4 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0 Lab No. ocation gift (% Mois) (PCF) (Required) RP = Retest OK 6/13/01 Cell #3 2'BSG 130.3 134.0 97 1 P101448 115'N & 2'W of 6 . 1 96 SE comer of cell 6/13/01 Cell #1 1'BSG 132.6 134.0 99 1 P101449 40'N & 10'E of ' 7.2 95 SW corner of cell 6/14/01 Cell #2 4'BSG 134.4 134.0 100 1 P101450 70' from SW comer 10.1 95 5'E of cell 6/14/01 Cell #2 4'BSG 133.0 134.0 99 1 P101451 60' from SW comer 3 . 6 95 21'W of cell 6/14/01 Cell #2 1013SG 134.5 134.0 100 1 11452 120' from SW corner 4.0 95 6'W of cell 6/14/01 Cell #1 SG 130.4 134.0 97 1 P101453 35'N & 12'E of 4.2 95 SW comer of cell 6/14/01 Cell #2 SG 130.2 134.0 97 1 P101454 50'N & 2W of 4.8 95 SE comer of cell 6/14/01 Outside Wall 5'BSG 130.7 134.0 98 1 P101455 40'N & 30W of 4.3 95 SW comer of wall 6/14/01 Outside Wall 813SG 130.6 134.0 97 1 11456 120'N & 30'W of 7.0 95 SW comer of wall 6/14/01 Cell #4 10'BSG 130.2 134.0 97 1 P101457 140' from SE comer 6.0 95 3W of cell 6/14/01 Cell #2 3'BSG 132.3 134.0 99 1 P101458 65' from SE comer 4 . 6 95 TEofcell A Oil a T a GEOTEGNNIGAL ENGINEERING & MATERIALS TESTING Page 5 ire Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0=No Lab No. Location Elev % Mois (PCF) (Required) RP = Retest OK 6/14/01 Cell #4 9'BSG 130.4 134.0 97 1 P101459 125'N & 1'W 5.2 95 SE comer of cell 6/14/01 Outside Wall 8'BSG 130.7 134.0 98 1 P101460 130'N & 15'W of 5.3 95 SW comer of wall 6/14/01 Outside Wall 4'BSG 131.5 134.0 98 1 P101461 65'N & 6'W of 3.8 95 SW comer of wall 6/14/01 Cell #2 2'BSG 130.8 134.0 98 1 P101462 60'N & 9'E 4.0 95 SE comer of cell 6/14/01 Outside Wall 8'BSG 132.3 134.0 99 1 1 1463 220'N & 5'E of 4.9 95 SE comer of wall 6/14/01 Cell #3 4'BSG 130.8 134.0 98 1 P101464 90'N & 8'E 7.2 95 SW corner of cell 6/14/01 Cell #4 9'BSG 131.6 134.0 98 1 P101465 125'N & 12'E 4.4 95 SW comer of cell 6/14/01 Cell #3 3'BSG 132.7 134.0 99 1 P101466 100'N & 6'E 3.3 95 SW comer of cell 6/14/01 Cell #4 TBSG 131.1 134.0 98 1 )1467 158'N & 5W 4.0 95 SE comer of cell 6/14/01 Cell #3 2'BSG 130.7 134.0 98 1 P101468 110'N & i'W 4.5 95 SE comer of cell 6/14/01 Cell #5 12'BSG 131.8 134.0 98 1 P101469 25'S & 9'E 4.3 9 NW comer of cell s a T a 1 0 GEOTECHNICAL ENGINEERING A MATERIALS TESTING Page 8 of Page 7 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0=No Lab No. Location Elev %a Mois (PCF) (Reauiredt RP = Retest OK 6/14/01 Outside Wall 4'BSG 131.2 134.0 98 1 P101470 30'N & 10'W of 4.1 95 SW comer of wall 6/14/01 Outside Wall 4'BSG 130.6 134.0 97 1 P101471 40'N & 30'W of 3.8 95 SW comer of wall 6/14/01 Cell #3 3'BSG 131.0 134.0 98 1 P101472 85'N & 5'E 5.8 95 SW comer of cell 6/14/01 Outside WaII 3'BSG 130.1 134.0 97 1 P101473 60'N & 21'W of 3.8 95 SW comer of wail 6/14/01 Cell #4 8'BSG 132.5 134.0 99 1 1 1474 80'S & 15'E 4.3 95 NW comer of cell 6/14/01 Cell #5 11'BSG 131.0 134.0 98 1 P101475 30'S & 5'E 4.8 95 NW comer of ceII 6/14/01 Outside Wall TBSG 130.6 134.0 97 1 P101476 30'N & 8'E of 5.5 95 NE comer of wall 6/15/01 Outside Wall 10'BSG 131.6 134.0 98 1 P101477 50'N & 25'W of 4.4 95 NW comer of wall 6/15/01 CeII #2 1'BSG 130.9 134.0 98 11478 65'N & 14E 4.8 95 SW comer of cell 6/15/01 Outside Wall 10'BSG 131.2 134.0 98 P101479 40'S & 10'W of 4.7 95 NW comer of wall 6/15/01 Outside Wall 6'BSG 132.6 134.0 99 P101480 95'N & 12'W of 4.3 95 NW comer of wall S T 21T a O GEOTECHNICAI. ENGINEERING 1 MATERIALS TESTING 1 1 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, ONo Lab No. Location Elev % Mois (PCF') (Required) RP = Retest OK 6/15/01 CeII #4 5 °BSG 132.7 134.0 99 1 P101481 40'N & 2'W 5.6 95 SE comer of cell 6/15/01 Waterline 2'BSG 132.2 134.0 99 1 P101482 12'E of 16 7.9 95 4'S of CL 6/15/01 Waterline 2'BSG 131.8 134.0 98 1 P101483 2'E of 16 7.0 95 4'S of CL 6/15/01 Outside Wall 5'BSG 132.1 134.0 99 1 P101484 40'S & 14'E of 4.0 95 NE comer of wall 6/15/01 CeII #4 14'BSG 134.8 134.0 101 1 101485 36'S & 11'W 5.2 95 NE comer of cell 6/15/01 Cell #2 SG 132.8 134.0 99 1 P101486 80'N & 121E 4.3 95 SW comer of cell 6/15/01 Cell #4 4'BSG 131.8 134.0 98 1 P101487 105'N & TE 3.4 95 SW comer of cell 6/15/01 Cell #5 12'BSG 131.0 134.0 98 1 P101488 40'S & 20'W 4.7 95 NE comer of cell 6/15/01 Outside Wall 3'BSG 131.8 134.0 98 1 101489 30'N & 15'W of 5.0 95 SW comer of wall 6/15/01 Outside Wall TBSG 130.6 134.0 97 1 P101490 60'S & 2'W of 4.8 95 NW comer of wall 6/15/01 CeII #5 131BSG 130.2 134.0 97 1 P101491 15'S & 4'W 6.0 95 NE comer of cell 5T R a r a 1 0 GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page S ilee Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, @No Lab No. Location Elev (% Mois) (PCF) (Required) RP = Retest OK 6/15/01 CeII #4 4'BSG 131.5 134.0 98 1 P101492 130'N & 8'W 4.4 95 SE comer of cell 6/15/01 Outside Wall 2'BSG 132.2 134.0 99 1 P101493 45'N &12'Wof 4.8 95 SW comer of wall 6/15/01 Outside Wall 5'BSG 131.1 134.0 98 1 P101494 70'S & 16'W of 3.9 95 NW comer of wall 6/15/01 CeII #2 SG 131.2 134.0 98 1 P101495 60'N & 10'E 6.2 95 SW comer of cell 6/15/01 Cell #3 SG 132.6 134.0 99 1 1496 81'N & 15'W 4.0 95 SE comer of cell 6/15/01 Cell #5 11'BSG 131.2 134.0 98 1 P101497 39'S & 19W 5.6 95 NE comer of cell 6/15/01 Cell #5 6'BSG 130.6 134.0 97 1 P101498 15'S & 5W 5.6 95 NE comer of cell 6/15/01 CeII #4 5'BSG 131.1 134.0 98 1 P101499 135'N & 11'W 5.8 95 SE comer of cell 6/15/01 Outside Wall 2'BSG 134.0 134.0 100 1 1500 40'S & 15'E of 3.6 95 NW corner of wall 6/15/01 CeII #5 10'BSG 130.2 134.0 97 1 P101501 60'S & 18W 3.7 95 NW comer of cell 6/15/01 CeII #5 101BSG 131.0 134.0 98 1 P101502 25'S & 16'E 3.9 95 NW comer of cell ■ 5 T R i 0 1 a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page9 6/18/01 Outside Wall P101513 10'N of NE wall s R a T a i 0 1 GEOTECHNICAL ENGINEERING A MATERIALS TESTING Page 10 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0=No Lab No. Location Elev (% Moisl fPCF) fReauired) RP = Retest OK 6/16/01 Cell #4 3'BSG 130.4 134.0 97 1 P101503 120'N & 6'W 3.6 96 SE comer of cell 6/16/01 Cell #5 9'111S0 132.1 134.0 99 1 P101504 35'S & 8'E 3.6 95 NW comer of cell 6/16/01 Celt #5 9'BSG 131.4 134.0 98 1 P101505 36'S & 11'W 4.6 95 NE comer of cell 6/16/01 Outside Wall ZBSG 131.7 134.0 98 1 P101506 60'N & 5'W 4.0 95 SW comer of wall 6/18/01 Cell #5 4BSG 131.6 134.0 98 1 11507 50'S & 4'E 3.6 95 SW comer of cell 6/18/01 Outside Wall TBSG 134.4 134.0 100 1 P101508 2'N of SE 3.3 95 comer along wall 6/18/01 Cell #5 3'BSG 130.2 134.0 97 1 P101509 60'S & 5'E 4.7 95 NW comer of cell 6/18/01 Cell #5 3'BSG 131.9 134.0 98 1 P101510 15'S &20'E 3.8 95 NW comer of cell 6/18/01 Outside Wall 3'BSG 130.2 134.0 97 1 11511 50'S & 21'W 3.8 95 NE comer of wall 6/18/01 Outside Wall 3'BSG 132.5 134.0 99 1 P101512 8'N &5'W 5.0 95 SW comer of wall 6'BSG 133.0 134.0 99 1 11.0 95 Field Dry Lab Percent of Meets Density Maximum Max Density Requirement and d e Da (PCF) Density Obtained 1 =Yes, O=No (Required) RP = Retest OK Lab No. Location Elev °� Mois PCF 6/18/01 Outside Wall 6'BSG 130.6 134.0 1 95 P101514 5'S & 1'W 11.5 NE comer of wall 3'680 132.5 134.0 99 1 6/18/01 Cell #5 95 P101515 70'S & 7'E 3.5 NW comer of cell 3'BSG 131.8 134.0 98 1 6/18/01 Cell #4 95 P101516 130'N & 14'E 3.5 SW comer of cell 6'BSG 132.3 134.0 99 1 6/18/01 Cell #5 95 P101517 21'S & 10'E 3.0 NW comer of cell 6/18/01 CeII #5 6'BSG 131.6 134.0 98 1 '01518 30'S & 21W 2.8 95 NE comer of cell 6/18/01 Outside Wall 3'BSG 131.0 134.0 98 1 P101519 60'S & 8'W 3.2 95 NW comer of wall 6/18/01 Cell #4 SG 130.2 134.0 97 1 P101520 130'N & 6'W 4.0 95 SE comer of cell 6/18/01 Cell #5 5'BSG 131.5 134.0 98 1 P101521 12'S & 12'E 3.5 95 NW comer of cell 6/18/01 Cell #5 4'BSG 130.2 134.0 97 1 101522 60'S & 8W 2.8 95 NE comer of cell 6/18/01 Cell #5 4'BSG 131.0 134.0 98 1 P101523 50'S & 10'W 3.8 95 NE comer of cell 6/18/01 Cell #5 4'BSG 131.0 134.0 98 1 P101524 15S &15E 4.7 95 NW comer of cell s T R a T a G EOTECHNICAL ENGINEERING & MATERIALS TESTING A Page 11' Feld Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, O=No Lab No. Location Eby (% Mois) (PCF) JReauired) RP = Retest OK 6/19/01 CeII #5 2'BSG 131.5 134.0 98 1 P101525 46'S & 9'E 3.9 95 NW comer of cell 6/19/01 CeII #5 2'BSG 131.9 134.0 98 1 P101526 12'S & 20'E 3.6 95 NW comer of cell 6/19/01 Cell #5 2'BSG 131.2 134.0 98 1 P101527 6'S & 6'W 3.5 95 NE comer of cell 6/19/01 CeII #5 1'BSG 131.1 134.0 98 1 P101528 10'S & 5'W 4.3 95 NE comer of cell 6/19/01 CeII #5 1'BSG 130.6 134.0 97 1 r '1529 15'S & 10'W 3.5 95 NE comer of cell 6/19/01 CeII #5 4'BSG 133.7 134.0 100 1 P101530 2'N & 20'E 13.1 95 NE comer of cell 6/19/01 CeII #5 1'BSG 130.2 134.0 97 1 P101531 50'S & 3'E 3.5 95 NW comer of cell 6/19/01 Outside Wail 3'BSG 130.2 134.0 97 1 P101532 60'S & 1W 3.8 95 NW comer of wall 6/19/01 Outside Wall 3'BSG 132.5 134.0 99 F '1533 20'N & 1W 4.5 95 SW comer of wall 6/19/01 Outside Wall 1'BSG 134.1 134.0 100 P101534 30'N & 15'W 2.5 95 SW comer of wall 6/19/01 Outside Wall P101535 80'S & 8'W NW comer of wall 1'BSG 132.7 134.0 99 2.6 95 S T R a T a O GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page 12 1 1 1 g ate nd Lab No. Location Field Dry Lab Percent of Meets Density Maximum Max Density Requirement (PCF) Density Obtained 1 =Yes, O=No Elev % Mois (PCF) (Reauired2 RP = Retest OK 6/19/01 CeII #5 SG 131.2 134.0 98 1 P101536 40'S & 8'W 4.5 95 NE comer of cell 6/19/01 CeII #5 SG 131.4 134.0 98 1 P101537 15'S & 16'W 3.8 95 NW comer of cell 6/19/01 CeII #5 SG 132.2 134.0 99 1 P101538 55'S & 4'W 5 . 1 95 NW comer of cell 6/19/01 Outside Wall 1'BSG 131.5 134.0 98 1 P101539 80'N & 18'E 2.7 95 SE comer of wall 6/20/01 Retention Wall 2'BSG 121.8 134.0 91 1 '01540 13'E & 6'N 12.0 85 SW comer of wall 6/20/01 Retention Wall 2'BSG 127.8 134.0 95 1 P101541 2'E & 2'S 8.1 85 NW comer of wall 6/20/01 Outside Wall 1'BSG 130.4 134.0 97 1 P101542 65'N & 15'E 6.4 95 SE comer of wall 6/20/01 Outside Wall 1'BSG 130.6 134.0 97 1 P101543 50'S & 20'E 5.2 95 NE comer of wall 6/20/01 Outside Wall 1'BSG 131.1 134.0 98 1 101544 12'S & 35'E 5.7 95 NE comer of wall 6/20/01 Outside Wall 3'BSG 131.5 134.0 98 1 P101545 20'E © 11.0 95 NE comer of wall 6/21 /01 Retention Wall SG 130.4 134.0 97 1 P101546 8'E & 3'W 2.0 85 SW comer of wall 5 T R 11 a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING ve 6/21/01 Outside Wall 11'BSG 130.2 134.0 97 1 P101548 6'N @ 12.4 95 NE comer of wall 6/21/01 Outside Wall 9'BSG 128.4 134.0 96 1 P101549 11'E & 8'N 12.3 95 NE comer of wall Page 14 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0=No Lab No. Location Elev J% Mois) (PCF) (Required) RP = Retest OK 6/21/01 Retention Wall SG 131.8 134.0 98 1 P101547 between 2 -3 pipe 1.8 85 NE comer of wall 6/21/01 Outside Wall 10'BSG 127.3 134.0 95 1 P101550 20'E & 1'N 13.8 95 NW comer of wall 6/21/01 Outside Wall 2'BSG 130.3 134.0 97 1 -4 01551 20'W & 33'S 10.2 95 SE comer of wall 6/21/01 Outside Wall 10'BSG 133.2 134.0 99 1 P101552 1'E & 2'N 14.4 95 NW comer of wall 6/21/01 Outside Wall 9'BSG 130.2 134.0 97 1 P101553 8'S & 1'E 13.2 95 NE comer of wall 6/21/01 Outside Wall 4'BSG 132.3 134.0 99 1 P101554 40'S & 25'W 2.9 95 NW comer of wall 6/21/01 Outside Wall 9'BSG 134.0 134.0 100 1 ^ 10'S & 30'W 3.1 95 SW corner of wall 6/21/01 Outside Wall 10'BSG 132.5 134.0 99 1 P101556 TS & 12'W 12.4 95 NE comer of wall 6/21/01 Outside Wall 61BSG 130.4 134.0 97 1 P101557 20'N & 5'W 10.3 95 NE comer of wall s R a O T a GEOTECMNICAL ENGINEERING & MATERIALS TESTING ire 6/21/01 Outside Wall 5'BSG 130.4 134.0 97 1 P101558 3'S &5'E 11.6 95 NE comer of wall 6/21/01 Outside Wall 5'BSG 132.7 134.0 99 1 P101559 4'S & 1'W 12.3 95 NW comer of wall 6/21/01 Inside Wall 5'BSG 132.9 134.0 99 1 P101560 6'S & 8'W 3.1 95 NE comer of wall 6/21/01 Inside Wall 6'BSG 130.6 134.0 97 1 P101561 50'S & 20'W 3.7 95 NE comer of wall 6/21/01 Outside Walt 4'BSG 133.6 134.0 100 1 '01562 20'W & 8'N 9.5 95 NE comer of wall 6/21/01 Outside Wall 3'BSG 133.3 134.0 99 1 P101563 6'S & 4'E 10.4 95 NE comer of wall 6/21/01 Outside Wail 3'BSG 133.3 134.0 99 1 P101564 1'S & 4'W 10.4 95 NW comer of wail 6/21/01 Outside Wall 61BSG 130.6 134.0 97 1 P101565 10'S & 12'W 16.7 NW comer of wall 6/21/01 Outside Wall 01566 30W & 50'S NE comer of wall 6/21/01 Outside Wall 4'BSG 130.2 134.0 P101567 10'E & 12'N NW comer of wall Oil a T a ' GEOTECHNICAI ENGINEERING A MATERIALS TESTING 95 1'BSG 126.6 134.0 94 1 11.0 97 13.7 95 6/21/01 Inside Wall 4'BSG 132.1 134.0 99 1 P101568 40'W & 15'S 3.5 95 NE comer of wall Page 15 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, O=No Lab No. Location Iev % Mois (PCF) (Required) RP = Retest OK 1 Date and Lab No. ocation 6/23/01 Inside Wall P101569 20'S & 30'W NW comer of wall 6/23/01 P101570 6/23/01 P101571 Outside Wall 6N of NE comer of wall Outside Wall 25'S & 25W NE comer of wall 6/23/01 Outside Wall P101572 8'E&6'N NW comer of wail Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained Elev faltoig • SPCF) JReauired) 3'BSG 132.5 134.0 99 3.2 95 3'BSG 2'BSG 5'BSG 131.2 134.0 4.0 133.0 134.0 3.8 131.0 134.0 4.2 S T a7 a O ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING 98 95 99 95 98 95 Page 16 Meets Requirement 1 =Yes, O =No RP = Retest OK 1 1 1 1 .,, optimum Moisture L1ontent, yo: 1 1 .o [MIK iDecnic vra \a> IGG,. G. i u 0 Optimum Point • Proctor Points T $ ' I i -9ir kairy8 C►4n'E sn91 ?5 IZS 123.5 128 124 122 a0 118 118 114 1 112 10 1 1 c1� w 0 re 0 1 1 MOISTURE- DENSITY RELATIONSHIP CURVE AASHTO T 180 Method D Project: Multi Use Bldg BYU Client: Idaho Falls LDS Church PMO File Name: JENHAS Date Tested:5 /16/01 Tested By: WJN Sample Number: P100164 Sample Location: On site stockpile Sample Description: 3/4 -inch base Maximum Dry Density, pcf : 128.5 GRADING ANALYSIS SCREEN SIZE % PASSING AS TESTED 1 inch 3/4 inch 3/8 inch #4 screen 51 Corrected Dry Density, pcf: Corrected Moisture Content, %: Coarse Aggregate Correction. %: 6 8 5 70 75 8 85 90 95 10 10.5 11.0 11.5 12 12.5 13.0 13.5 14 14.5 15.0 15.5 16 MOISTURE % S T a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING REPORT TO: PROJECT: GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Field Method (s) Performed (N) (SC) X (N) (SC) Tes. _ocation (s) Selected by: Strata Personnel WJN Date and Lab No. Location 5/17/01 Structural Fill; P100167 grid 4C S T r- a i a IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building - BYU ASTM D2922/3017 ASTM D1556/2216 AASHTO T238/239 AASHTO T191 FIELD DENSITY TEST REPORT Applicable Lab Method ASTM D698 ASTM D1557 AASHTO T99 X AASHTO T180 Max Dens (PCF) 128.5 Field Dry Lab Density Maximum (PCF) Density Elev (% Mois) jPCF) 5/17/01 Structural Fill; 9302 127.5 128.5 P 1 65 grid 4H 7.0 5/17/01 Structural Fill; 9304 126.4 128.5 P100166 grid 4F 5.6 9306 128.5 128.5 8.7 Percent of Max Density Obtained (Required) DATE: 06/05/01 FILE NO: JENHAS INVOICE NO: P01064A 99 • 98 98 • 98 100 *98 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) 3/4inch -base * per AMEC Report Meets Requirement 1 =Yes, 0=No RP = Retest OK Optimum Moisture content, 70: .W PLUM „� �• °- y yaw..• �_ 0 O Optimum Point • Proctor Points _ x 148 I 146 144 , 142 i ii tO Lr it 1, 138 . %a `% Sp 136 -, 134 132 30 128 124 122 20 11 11e 118 114 112 10 -.444,14 I/ Pi I 'pr.. . ., ea qn 16 • 45 50 55 " 6 65 70 75 8 85 90 95 10 10.5 11.0 11.5 1 MOISTURE- DENSITY RELATIONSHIP CURVE ASTM D 1557 Method A Project: MULTI USE BLDG BYU Client: Idaho Falls LDS Church - PMO C/O Iensen - Haslem Architects File Name: JENHAS- P01064A Date Tested: 6/5/01 Tested By: FF Sample Number: P101325 Sample Location: On site Sample Description: Silt w /gravel 1 6 1 1 1 i_- Z uJ Cti 1 Maximum Dry Density, pcf : 129.7 GRADING ANALYSIS SCREEN SIZE % PASSING AS TESTED 1 inch 3/4 inch 81 3/8 inch #4 screen Corrected Dry Density, pcf: 134.5 Corrected Moisture Content, %: 6.5 Coarse Aggregate Correction, %: 19 .J \ f C S T a T GEOTECHNICAL ENGINEERING A MATERIALS TESTING Optimum Moisture Content To: - i u., o�� �� •••� - -- -� ---- __,. o • • Proctor Opt'mum Point Points ae 1 - t - -- t - r -- - a 0 S g N s eorye 4. 2 128 127.2 124 122 20 118 118 114 112 110 7 ••■,. / 70 75 8 8.5 90 95 10 10.5 11.0 11.5 12 12.5 13.0 13.5 14 14.5 15.0 15.5 d 45 5.0 5.5 6 85 MOISTURE - DENSITY RELATIONSHIP CURVE AASHTO T 180 Method C Project: MULTI USE BLDG BYU Client: Idaho Falls LDS Church - PMO C/O Jensen - Haslem Architects File Name: JENHAS- P01064A Date Tested: 5/24/01 Tested By: FF Sample Number: P101200 Sample Location: On site Sample Description: Lava rock w /gravel 15 1 4 1 Maximum Dry Density, pcf : 127.2 • Revie MOISTU GRADING ANALYSIS SCREEN SIZE % PASSING AS TESTED 1 inch 3/4 inch 66 318 inch #4 screen Corrected Dry Density, pcf: 134.0 Corrected Moisture Content, %: 10.0 Coarse Aggregate Correction, %: 34 S T R a T O GEOTECNNICAI ENGINEERING • MATERIALS TESTING Optimum Moisture content C Jpea Larvny ka waaI. G.r %: o.L DUI an a asun PO • Optimum Proctor Point Points 168 • 188 y - D 158 154 152 50 148 Va / 148 14a CZ/h re 2,.., 2 , 142 II 40 141.3 138 138 134 132 30 - 128 128 124 122 20 A 05 10 15 7 2.5 3.0 35 4 45 50 55 6 85 70 75 8 85 90 95 10 10.5 11.0 11.5 1 Project: MULTI USE BLDG BYU Client: Idaho Falls LDS Church - PMO C/O Jensen - Haslem Architects File Name: JENHAS- P01064A Date Tested: 6/5/01 Tested By: TH Sample Number: P101321 Sample Location: On site Sample Description: Silt w /gravel 1 1 z w 0 >- cri 1 MOISTURE - DENSITY RELATIONSHIP CURVE ASTM D 1557 Method A R Maximum Dry Density, pcf : 141.3 MOISTURE % GRADING ANALYSIS SCREEN SIZE % PASSING AS TESTED 1 inch 3/4 inch 91 3/8 inch #4 screen Corrected Dry Density, pcf: 143.0 Corrected Moisture Content, %: 5.5 Coarse Aggregate Correction, %: 9 5 T R a T a GEOTECMNICAL ENGINEERING 11 MATERIALS TESTING MOISTURE - DENSITY RELATIONSHIP CURVE ASTM D 698 Method A Project: MULTI USE BLDG BYU Client: Idaho Falls LDS Church - PMO C/O Jensen - Haslem Architects File Name: JENHAS- P01064A Date Tested: 6/16/01 Tested By: ff Sample Number: P101480 Sample Location: On site Sample Description: Silt Maximum Dry Density, pcf : 110 0 130 _Optimum Moisture Content %. 14.5 128 126 124 122 120 118 118 z W 114 >- 0 112 110 108 106 104 102 100 GRADING ANALYSIS SCREEN SRE % PASSING AS TESTED 1 inch 314 inch 3/S inch #4 screen 100 Corrected Dry Density, pcf: Corrected Moisture Content, %: Coarse Aggregate Correction, %: Bulk Specific Gravity (assumed): 2.6 . 111 prv EMI Well 1 O Optimum Point • Proctor Points 85 90 95 10 10.5 11.0 11.5 12 12.5 13.0 13.5 14 14.5 15.0 15.5 16 16.5 17.0 17.5 18 185 19.0 19.5 20 MOISTURE % S T R a T a OEOTECMNICAL ENGINEERING & MATERIALS TESTING • REPORT TO: PROJECT: Date and Lab No. Location S T R GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Field Method (s) Performed (N) (SC) X (N) (SC) Test Location (s) Selected by: Strata Personnel GO ASTM D2922/3017 ASTM D1556/2216 AASHTO T238/239 AASHTO T191 8/22/01 Parking Subbase P102478 E side of job site 20'N of E catch basin 8/22/01 Parking Subbase P102479 E side of job site 60'N of E catch basin 8/22/01 Parking Subbase P102480 E side of job site 80'N of E catch basin IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Multi Use Building, BYU, Rexburg, Idaho FIELD DENSITY TEST REPORT 8/23/01 Parking Area Backfill 40 "BFG P102481 66' SE of S catch basin Field Dry Density (PCF) Eiev (% Mois) Top of SB 132.8 4.9 Top of SB 129.5 5.2 Applicable Lab Method ASTM D698 X ASTM D1557 AASHTO T99 AASHTO T180 Max Dens (PCF) 134.0 116.5 128.5 Lab Maximum Density (PCF) 134.0 134.0 Top of SB 131.8 134.0 5.6 113.2 116.5 12.5 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA DATE: 09/10/01 FILE NO: JENHAS PROJECT NO: P01064A Percent of Max Density Obtained jRequired) Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) Lava Rock / silt Silt 3/4 -inch -base Meets Requirement 1= Yes,O =No RP = Retest OK 99 1 95 97 1 95 98 1 95 97 1 95 Page 2 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, O =No Lab No. Location Elev % Mois (PCF) (Required) RP = Retest OK 8/23/01 Parking Area Backfill 32"BFG 111.6 116.5 96 1 P102482 66' SE of S catch basin 12.7 95 8/23/01 Parking Area Backfill 24"BFG 111.3 116.5 96 1 P102483 66' SE of S catch basin 12.0 95 8/23/01 Parking Area Backfill 16 "BFG 111.8 116.5 96 1 P102484 66' SE of S catch basin 11.7 95 8/23/01 Parking Area Backfill 8 "BFG 112.6 116.5 97 1 P102485 66' SE of S catch basin 11.8 95 8/23/01 Parking Area Backfill FG 114.4 116.5 98 1 P102486 66' SE of S catch basin 11.2 95 8/23/01 Slope from road, E side FG 100.3 116.5 86 1 P102487 of job site E 2nd street 12.1 85 8/23/01 Slope from road, E side FG 102.2 116.5 88 1 P102488 of job site E 2nd street 11.6 85 8/23/01 Parking Area; E side of Top of SB 99.6 116.5 85 1 P102489 bldg., 40'N of S catch basin 11.3 85 8/24/01 Storm Drain; NW of 8 "above 128.3 134.0 96 1 P102490 multi use bldg. pipe 4.5 95 8/24/01 Storm Drain; NW of 16 "above 129.5 134.0 97 1 P102491 multi use bldg. pipe 5.2 95 8/24/01 Storm Drain; NW of 24 above 129.0 134.0 96 P102492 multi use bldg. pipe 5.0 95 8/24/01 Storm Drain; NW of 32 "above 131.4 134.0 98 1 P102493 multi use bldg. pipe 4.7 95 8/24/01 Storm Drain; NW of bldg. Top of 123.2 128.5 96 1 P102497 base 5.3 95 8/24/01 Road Base; 130'W Top of 119.0 123.0 97 1 P102499 of E 2nd street base 9.0 95 8/30/01 Side Walk; To• •f SB 122.7 128.5 95 1 P102500 120'E of building � 10.3 95 S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING • 8/30/01 P102502 Date and Lab No. Location 8/30/01 Side Walk; P102501 150'E of building Road Base N of multi use bldg. 50'W of S 2nd St. 8/30/01 Road Base N of P102503 multi use bldg. 120'W of S 2nd St. 8/30/01 Road Base N of P102504 multi use bldg. 180'W of S 2nd St. 8/30/01 Road Base N of P102505 multi use bldg. 240'W of S 2nd St. 8/30/01 Road Base N of P102506 multi use bldg. 260'W of S 2nd St. Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained Elev (% Mois) (PCF) (Required) Top of SB 123.4 128.5 96 10.7 95 Top of SB 121.8 128.5 95 9.3 95 Top of SB Top of SB Top of SB Top of SB 121.3 128.5 9.7 125.0 128.5 8.6 123.1 128.5 8.5 122.9 128.5 8.8 S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 94 95 97 95 96 95 96 95 Page 3 Meets Requirement 1 =Yes, O =No RP = Retest OK 1 1 1 1 REPORT TO: PROJECT: Date and Lab No. 8/7/01 P102290 8/7/01 P102291 8/7/01 P102292 8/7/01 P102293 8/7/01 P102294 GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 (N) (SC) X (N) (SC) Test Location (s) Selected by: Strata Personnel GO IDAHO FALLS LDS CHURCH - PMO C/O JENSEN- HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Multi Use Building, BYU, Rexburg, Idaho Field Method (s) Performed ASTM D2922/3017 ASTM D1556/2216 AASHTO T238/239 AASHTO T191 Location Elev Sewerline Backfill; 3'BFG E.0 40'W of bldg. Sewerline Backfill; 2'BFG E.0 30W of bldg. Sewerline Backfill; 2'BFG E.0 70W of bldg. Sewerline Backfill; 1'BFG E.0 20'W of bldg. Sewerline Backfill; 1'BFG E.0 60W of bldg. FIELD DENSITY TEST REPORT IDAHO • WASHINGTON • OREGON Applicable Lab Method ASTM D698 X ASTM D1557 AASHTO T99 AASHTO T180 Max Dens (PCF) 134.0 143.0 Field Dry Lab Density Maximum (PCF) Density (% Mois) (PCF), 136.2 143.0 4.0 131.4 134.0 3.9 127.4 134.0 4.5 130.0 134.0 4.9 128.1 134.0 Percent of Max Density Obtained ( Required) • WYOMING MONTANA • UTAH DATE: 08/22/01 FILE NO: JENHAS PROJECT NO: P01064A 95 95 98 95 95 95 97 95 96 4.4 95 Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) Lava Rock / silt Pit Run • NEVADA Meets Requirement 1=Yes, O=No RP = Retest OK 1 1 1 1 1 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0=No Lab No. Location Elev % Mo (PCF) (Required) RP = Retest OK 8/7/01 Sewerline Backfill; FG 128.0 134.0 96 1 P102295 E.0 30'W of bldg. 5.1 95 8/7/01 Sewerline Backfill; FG 131.3 134.0 98 1 P102296 E.0 65'W of bldg. 5.3 95 8/8/01 Catch Basin Line; 1'BFG 128.7 134.0 96 1 P102318 30'S of N basin, 5.2 95 E side of bldg. 8/8/01 Catch Basin Line; 1'BFG 127.7 134.0 95 1 P102319 70'S of N basin, 5.6 95 E side of bldg. 8/8/01 Catch Basin Line; 1'BFG 127.4 134.0 95 1 P102320 90'S of N basin, 4.8 95 E side of bldg. 8/8/01 Catch Basin Line; FG 130.9 134.0 98 1 P102321 45'S of N basin, 3.9 95 E side of bldg. 8/8/01 Catch Basin Line; FG 129.3 134.0 96 1 P102322 100'S of N basin, 4.1 95 E side of bldg. 8/8/01 Catch Basin Line Bedding; 3'BFG 127.5 134.0 95 1 P102323 130'S of N basin 6.9 95 next to drain pipe 8/8/01 Catch Basin Line; 1'BFG 128.0 134.0 96 1 P102324 20'N of 2nd catch basin, 4.0 95 N side of bldg. 8/8/01 Catch Basin Line; 1'BFG 128.1 134.0 96 1 P102325 35'N of 2nd catch basin, 4.2 95 N side of bldg. 8/9/01 Parking Area Hot 6 "BFG 128.0 134.0 96 1 P102326 Water Snow Melt Line; 4.3 95 200'E of bldg. I S T R a T a O ' GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page 2 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0=No Lab No. Location Elev (% Mois) (PCF) (Required) RP = Retest OK 8/9/01 Parking Area Hot 6 "BFG 128.6 134.0 96 1 P102327 Water Snow Melt Line; 4.7 95 250'E of bldg. 8/9/01 Parking Area Hot 6 "BFG 127.7 134.0 95 1 P102328 Water Snow Melt Line; 4.1 95 130'E of bldg. 8/9/01 Parking Area Hot 6 "BFG 128.1 134.0 96 1 P102329 Water Snow Melt Line; 3.8 95 80'E of bldg. 8/9/01 Parking Area Hot FG 127.7 134.0 95 1 P102330 Water Snow Melt Line; 4.0 95 100'E of bldg. 8/8/01 Catch Basin; 3'BFG 128.6 134.0 96 1 P102331 100'E & 20'S of 4.5 95 multi use bldg. 8/8/01 Catch Basin; 2'BFG 128.1 134.0 96 1 P102332 100'E & 20'S of 3.9 95 multi use bldg. 8/10/01 Catch Basin; 8 "BFG 128.0 134.0 96 1 P102333 12'S of 3rd basin 4.7 95 S of N end 8/10/01 Catch Basin; 8 "BFG 128.3 134.0 96 1 P102334 20'S of 3rd basin 5.0 95 S of N end s T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page 3 Western Laboratories, Inc. 211 Highway 95 • P0. Box 1020 • Parma, ID 83660 800-658-3858 • FAX 208-722-8550 hup://www.westemlaboratories.com COMMERCIAL SOIL REPORT 0 ppm 0.6 2.4 ElICARB Potassium ' ppm 402 4570 Sodftm ppm 170 ppm ''''''''''' Texture Sandy Loam 13 Medium ? Base Saturation 220 Very High RASf: Calcium (Ca) Magnesium (Mg Patassium (K) Aluminum CAD Hydrogen (H) .IDE AL 65 - 80% YOURS . 176 10 - 20% 30 2 - 6% <5% <6 ppm < 15% 8 6 • ...ii)EAL•MICRONUTFItENT LEVEL Manganese r COPP:ex (Cu) iron (Fe) - p11 *7 80i0.11 (S) .1 .5 - 3.0 5 - 20 • 10- 55 1.0 - 2.5 5 - 35 15-135 8 - 1 5 . - .yoURS 2 7 6 10 5 nealer 0-00 Reported: 8/17/2001 Test #: 1 Grower: STRATA Field ID: BYU PROJECT cro Nttrottn .s.. Su GYPsu m Magnesium klangariese Boron P14.1r.toot:Soitgo... in Poiwds per Are - Lawn 1 64 10 6 Turf 1 0 114 4 237 11 1 afsk 17066 SVOL:77.7.:•; John P. Tabema Soil Scientist Pre Plant Ratio N:S C a:M g Ca:K pH ).7 Ca:K pH 47 Ca:P p11 .7 Ca:P pH -47 P:Zn P:Mn P :Cu Zn:Cu Mn:Zn Mn:Cu K:B Mg:K 1 0 :1 6-20:1 15:1 1 0 :1 150:1 40:1 15:1 4:1 25:1 2:1 3:1 5:1 200:1 2.1 • 1:1 1 0 : 1 1 1 : 1 . 1 1691 : 1 12:1 4 : 1 45:1 OK OK OK Add Phosphorus High OK OK High ft- ;PM Action Add Copper 4:1 0 : 1 High OK 12: High 804 :1 1 : 1 High Low Add Copper Add Copper Add Boron Add Magnesium Nitrates - ppm Ammonium - ppm 24 PROJECT: REPORT TO: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Multi Use Building, BYU, Rexburg, Idaho Field Method (s) Performed (N) (SC) X (N) (SC) Test Location (s) Selected by: Strata Personnel GO ASTM D2922/3017 ASTM D1556/2216 AASHTO T238/239 AASHTO T191 Date and Lab No. Location Elev 8/13/01 Water Box Backfill P102379 120'S of SE comer of bldg. 8/13/01 Water Box Backfill P102380 120'S of SE comer of bldg. 8/13/01 Water Box Backfill P102381 120'S of SE comer of bldg. FIELD DENSITY TEST REPORT 40 "BFG 24 "BFG Applicable Lab Method ASTM D698 X ASTM D1557 AASHTO T99 AASHTO T180 Max Dens (PCF) 134.0 143.0 DATE: 08/30/01 FILE NO: JENHAS PROJECT NO: P01064A Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) Lava Rock / silt Pit Run Field Dry Lab Percent of Meets Density Maximum Max Density Requirement (PCF) Density Obtained 1 =Yes, 0 (% Mois) (PCF) (Required) RP = Retest OK 128.8 134.0 96 1 4.5 95 32 "BFG 127.7 134.0 95 1 4.3 95 128.2 134.0 96 1 5.7 95 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, O =No Lab No. Location Elev (% Mois) (PCF) (Required) RP = Retest OK 8/13/01 Water Box Backfill 16 "BFG 127.8 134.0 95 1 P102382 120'S of SE 5.4 95 comer of bldg. 8/13/01 Water Box Backfill 8 "BFG 128.4 134.0 96 1 P102383 120'S of SE 6.0 95 comer of bldg. 8/13/01 Water Box Backfill FG 128.5 134.0 96 1 P102384 120'S of SE 5.8 95 corner of bldg. 8/13/01 Catch Basin Backfill; 16 "BFG 129.6 134.0 97 1 P102385 100'E & 10'S of SE 6.6 95 comer of bldg. 8/13/01 Catch Basin Backfill; 8 "BFG 127.5 134.0 95 1 P102386 100'E & 10'S of SE 5.7 95 comer of bldg. 8/13/01 Catch Basin Backfill; FG 128.6 134.0 96 1 P102387 100'E & 10'S of SE 6.1 95 comer of bldg. 8/14/01 Storm Drain Backfill; 8 "above 136.4 143.0 95 P102788 300'E & 40'N of bldg. drain 5.1 95 8/14/01 Storm Drain Backfill; 16 "above 128.2 134.0 96 P102789 300'E & 40'N of bldg. drain 4.5 95 8/14/01 Storm Drain Backfill; 24 "above 127.3 134.0 95 P102790 300'E & 40'N of bldg. drain 4.7 95 8/15/01 Catch Basin Backfill; FG 127.7 134.0 95 P102791 300'E & 100'N of bldg. 5.5 S of Basin 8/15/01 Catch Basin Backfill; P102792 300'E & 100'N of bldg. W of Basin FG 128.5 134.0 6.1 S T R a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 95 96 95 1 1 1 1 1 REPORT TO: PROJECT: S T R a T GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Field Method (s) Performed (N) (SC) X (N) (SC) Test Location (s) Selected by: Strata Personnel GO ASTM D2922/3017 ASTM D1556/2216 AASHTO T238/239 AASHTO T191 Date and Lab No. Location Elev 8/14/01 Structural Fill; P102367 20'E & 20'N of SE comer of excavation 8/14/01 Structural Fill; P102368 50'E & 20'N of SE comer of excavation 8/14/01 Structural Fill; P102369 30'E & 40'N of SE comer of excavation IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Spori Building, BYU, Rexburg, Idaho FIELD DENSITY TEST REPORT 2'ASG 2'ASG 2'ASG Applicable Lab Method ASTM D698 X ASTM D1557 AASHTO T99 AASHTO T180 Max Dens (PCF) 133.4 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA DATE: 08 /30/01 FILE NO: JENHAS PROJECT NO: P01064A Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) Pit Run MD Curve by: Forsgren & Associates Field Dry Lab Percent of Meets Density Maximum Max Density Requirement (PCF) Density Obtained 1 =Yes, O=No (% Mois) (PCF) (Required) RP = Retest OK 134.7 133.4 101 1 7.4 95 135.9 133.4 102 1 5.8 95 131.0 133.4 98 1 6.2 95 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, O =No Lab No. Location Elev (% Mois) (PCF1 (Required) RP = Retest OK 8/14/01 Structural Fill; 2'ASG 128.7 133.4 96 1 P102370 30'E & 80'N of SE 9.2 95 corner of excavation 8/14/01 Structural Fill; 2'ASG 132.2 133.4 99 1 P102371 65'E & 90'N of SE 4.4 95 comer of excavation 8/14/01 Structural Fill; 2'ASG 134.7 133.4 101 1 P102372 100'E & 30'N of SE 6.3 95 comer of excavation 8/14/01 Structural Fill; 2'ASG 127.8 133.4 96 1 P102373 90'E & 60'N of SE 7.9 95 comer of excavation 8/14/01 Structural Fill; 2'ASG 132.0 133.4 99 1 P102374 120'E & 80'N of SE 5.0 95 comer of excavation 8/15/01 Structural Fill; 2.5"%61SG 128.1 133.4 96 1 P102375 80'W and 75'N of SE -4.2 95 comer of excavation 8/15/01 Structural Fill; 2.5'ASG 132.8 133.4 100 1 P102a76 60'W and 50'N of SE 5.7 95 comer of excavation 8/15/01 Structural Fill; 2.5'ASG 127.1 133.4 95 1 P10i177 45'W and 75'N of SE 4.4 comer of excavation 95 8/15101 Structul Fill; 2.5'ASG 131.9 133.4 99 1 P102378 40'W and 30'11 of SE 6.6 comer 6f excavation S T R a T a 11 ' GEOTECHNICAL ENGINEERING A MATERIALS TESTING REPORT TO: PROJECT: (N) (SC) X (N) (SC) Date and Lab No. Location S T R a i GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Test Location (s) Selected by: Strata Personnel GO IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Multi Use Building, BYU, Rexburg, Idaho Field Method (s) Performed ASTM D2922/3017 ASTM D1556/2216 AASHTO T238/239 AASHTO T191 Elev 8/24/01 Road Subbase 4 "above P102494 50'S of E 2nd street fabric 8/24/01 Road Subbase 4 "above P102495 100'S of E 2nd street fabric 8/24/01 Road Subbase 4 "above P102496 150'S of E 2nd street fabric 8/24/01 Road Base; 100'W Top of P102498 of E 2nd street base FIELD DENSITY TEST REPORT Applicable Lab Method ASTM D698 X ASTM D1557 AASHTO T99 AASHTO T180 6.1 5.5 5.7 Max Dens (PCF) * 133.5 * Forsgren & Associates * 123 * Harper - Leavitt Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained (% Mois2 (PCF) (Required) 128.9 133.4 97 127.5 133.4 96 128.4 133.4 96 124.6 123.0 95 95 95 101 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA DATE: 09/10/01 FILE NO: JENHAS PROJECT NO: P01064A Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) 3/4 -inch -base 3/4 -inch gravel Meets Requirement 1 =Yes, 0 =No RP = Retest OK 1 1 1 1 REPORT TO: PROJECT: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Multi Use Building, BYU, Rexburg, Idaho Field Method (s) Performed (N) ASTM D2922/3017 (SC) ASTM D1556/2216 X (N) AASHTO T238/239 (SC) AASHTO T191 Test Location (s) Selected by: Strata Personnel GO Date and Lab No. Location 9/4/01 E Parking Area; backfill P102595 50'S of NE Tight pole 9/4/01 E Parking Area; backfill P102596 120'S of NE light pole FIELD DENSITY TEST REPORT Applicable Lab Method ASTM D698 X ASTM D1557 AASHTO T99 AASHTO T180 Max Dens (PCF) 134.0 128.5 143.0 Field Dry Lab Density Maximum (PCF) Density Elev (% Mois) (PCF) 9/4/01 E Parking Area; backfill FG 127.7 134.0 P102593 for Tight pole conduit 4.3 9/4/01 E Parking Area; backfill FG 131.5 134.0 P102594 for light pole conduit 5.2 130'S of SE comer FG 130.0 134.0 5.0 6 "BFG 122.5 128.5 5.3 DATE: 09/17/01 FILE NO: JENHAS PROJECT NO: P01064A Percent of Max Density Obtained (Required) 95 95 98 95 97 95 95 95 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) Lava Rock / silt 3/4 -inch -base Pit Run Meets Requirement 1 =Yes, O =No RP = Retest OK 1 1 1 1 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, (:No Lab No. Location Elev % Mois (PCF) JReauired) RP = Retest OK 9/4/01 E Parking Area; backfill 6 "BFG 123.6 128.5 96 1 P102597 150'S of NE light pole 5.2 95 9/4/01 Catch Basin Backfill 16 "BFG 127.6 134.0 95 1 P102598 30'W & 30'N of SW 5.6 95 corner of building 9/4/01 Catch Basin Backfill 8 "BFG 131.6 134.0 98 1 P102599 30'W & 30'N of SW 5.2 95 comer of building 9/5/01 Interior Backfill; 4.5'BFG 140.2 143.0 98 1 P102600 G/L 3.1 @ D line 4.7 95 9/5/01 Interior Backfill; 4.5'BFG 137.7 143.0 96 1 P102601 G/L 3.1 @ G line 4.9 95 9/5/01 Backfill for E Parking; FG 122.4 128.5 95 1 P102602 area sidewalk heat line 9.3 95 E end 9/5/01 Backfill for E Parking; FG 124.8 128.5 97 1 P102603 area sidewalk heat line 9.7 95 W end 9/5/01 Interior Backfill; 3.5 "BFG 136.3 143.0 95 1 P102604 G/L 3.1 @ C.5 line 5.2 95 9/5/01 Interior Backfill; 3.5 "BFG 140.2 143.0 98 1 P102605 G/L 3.1 @ F line 5.6 95 9/5/01 Interior Backfill; 3.5 "BFG 137.1 143.0 96 1 P102606 G/L 3.1 @ F.5 line 4.8 95 next to wall 9/5/01 Interior Backfill; 3'BFG 138.7 143.0 97 1 P102607 G/L 3.1 @ C.5 line 4.1 95 9/5/01 Interior Backfill; 3'BFG 137.7 143.0 96 1 P102608 G/L 3.1 @ F line 4.7 95 9/5/01 Interior Backfill; 2.5'BFG 136.7 143.0 96 1 P102609 G/L 3.1 @ D.5 line 4.3 95 S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page 2 Date and Lab No. Location 9/5/01 Interior Backfill; P102610 G/L 3.1 @ G Tine 9/5/01 Sleeve Backfill; P102611 E parking area 9/5/01 Sleeve Backfill; P102612 E parking area 9/6/01 Sleeve Backfill; NE P102613 side of E parking area 9/6/01 Interior Backfill; P102614 G/L 3.1 @ F.5 line 9/6/01 Sleeve Backfill; NE P102615 side of parking area 9/6/01 Interior Backfill; P102616 sewerline G/L 4 @ D.5 9/6/01 Interior Backfill; P102617 sewerline G/L 4 @ D.5 9/7/01 Interior Backfill; P102618 G/L 3.1 @ D line 9/7/01 Interior Backfill; P102619 G/L 4 @ F line 9/7/01 Interior Backfill; P102620 G/L 4 @ E line 9/7/01 Interior Backfill; P102621 G/L 3.1 @ D.5 line 9/7/01 Interior Backfill; P102622 G/L 4 @ D line 9/7/01 Interior Backfill; P102623 G/L 3.2 @ G line 9/7/01 Interior Backfill; P102624 G/L 3.1 @ H line Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained Elev % Mois (PCF) (Required), 2.5'BFG 137.1 143.0 96 4.7 95 1.5'BFG 122.4 128.5 95 9.7 95 1.5'BFG 122.2 128.5 95 9.9 95 12 "BFG 123.6 128.5 96 10.7 95 24 "BFG 136.6 143.0 96 6.5 95 12 "BFG 122.4 128.5 95 10.0 95 2'BFG 128.2 134.0 96 4.5 95 1.5'BFG 127.7 134.0 95 4.9 95 1'BFG 136.8 143.0 96 6.0 95 1'BFG 136.3 143.0 95 6.7 95 1'BFG 138.1 143.0 97 7.1 95 6 "BFG 137.8 143.0 96 5.3 95 6 "BFG 136.1 143.0 95 5.2 95 6 "BFG 136.8 143.0 96 5.9 95 6" G 136.4 143.0 95 5.1 95 S R B T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page 3 Meets Requirement 1 =Yes, 0=No RP = Retest OK 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0 =No Lab No. Location Elev (% Mois) JPCF) (Required) RP = Retest OK 9/7/01 Interior Backfill; 6 "BFG 137.1 143.0 96 1 P102625 G/L 3.2 @ H line 5.7 95 9/7/01 Interior Backfill; FG 137.7 143.0 96 1 P102626 G/L 4 @ H Tine 5.5 95 9/7/01 Interior Backfill; FG 136.7 143.0 96 1 P102627 G/L H @ 3.1 5.2 95 9/7/01 Interior Backfill; FG 137.4 143.0 96 1 P102628 G/L G @ 4 5.2 95 9/7/01 Interior Backfill; FG 137.6 143.0 96 1 P102629 G/L F.5 @ 4 5.7 95 9/7/01 Interior Backfill; FG 136.1 143.0 95 1 P102630 G/L E @ 4 4.8 95 9/7/01 Interior Backfill; 1.5'BFG 137.0 143.0 96 1 P102631 G/L E @ 4 4.9 95 9/7/01 Interior Backfill; 1'BFG 135.8 143.0 95 1 P102632 G/L E @ 4 4.6 95 9/7/01 Interior Backfill; FG 137.0 143.0 96 1 P102633 G/L E @ 4 5.2 95 S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page 4 • REPORT TO: PROJECT: Date and Lab No. Location S T R B T B GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Field Method (s) Performed (N) (SC) X (N) (SC) Test Location (s) Selected by: Strata Personnel GO 9/13/01 Interior Backfill P102935 4.5 © F.5 line 9/13/01 Interior Backfill P102936 4.5 @ E line 9/13/01 Interior Backfill P102937 4.2 @ H Tine 9/13/01 Interior Backfill P102938 4.2 @ F Tine 9/14/01 Interior Backfill P102939 4.0 @ E line IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Multi Use Building, BYU, Rexburg, Idaho FIELD DENSITY TEST REPORT ASTM D2922/3017 ASTM D1556/2216 AASHTO T238/239 AASHTO T191 Elev FG FG FG FG FG 4.9 Applicable Lab Method ASTM D698 X ASTM D1557 AASHTO T99 AASHTO T180 Max Dens (PCF) 134.0 110.0 143.0 Field Dry Lab Density Maximum (PCF) Density (% Mois) (PCF) 136.3 143.0 5.3 137.1 143.0 5.8 137.0 143.0 5.4 137.6 143.0 6.1 128.1 134.0 DATE: 10/15/01 FILE NO: JENHAS PROJECT NO: P01064A Percent of Max Density Obtained (Required) 95 95 96 95 96 95 96 95 96 95 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) Lava Rock / silt Silt Pit Run Meets Requirement 1 =Yes, 0 =No RP = Retest OK 1 1 1 1 1 Page 2 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0 =No Lab No. Location Elev % Mois (PCF) (Required) RP = Retest OK 0 96 1 9 134. 9/14/01 Interior Backfill FG 128.9 95 P102940 3.2 @ D.5 line 5.7 0 96 1 5 134. 9/14/01 Interior Backfill FG 128.5 95 P102941 3.8 @ D line 5.6 0 95 1 7 134. 9/14/01 Interior Backfill FG 127.7 95 P102942 4.0 @ B line 5.3 _ 0 96 1 8 134. 9/14/01 Interior Backfill FG 128.8 95 P102943 4.2 @ C line 5.9 9/17/01 Exterior Backfill FG 136.4 143.0 95 1 P102944 D.5 @ 4.0 5.3 95 9/18/01 Parking Area Backfill; Top of SG 129.5 134.0 97 1 P102945 100'E & 40'S of NE 5.2 95 comer of building 9/18/01 Parking Area Backfill; Top of SG 129.0 134.0 96 1 P102946 180'E & 100'S of NE 5.0 95 comer of building 9/18/01 Parking Area Backfill; Top of SG 130.9 134.0 98 1 P102947 220'E & 100'S of NE 5.6 95 comer of building 9/18/01 Parking Area Backfill; Top of SG 130.1 134.0 97 1 P102948 240'E & 140'S of NE 5.6 95 comer of budding 9/18/01 Parking Area Backfill; Top of SG 129.7 134.0 97 1 P102949 300E & 140'S of NE 5.3 95 comer of building 9/18/01 Parking Area Backfill; Top of SG 131.3 134.0 98 P102950 300'E & 170'S of NE 5.9 95 comer of building 9/18/01 Parking Area Backfill; Top of SG 130.1 134.0 97 1 P102951 400'E & 250'S of NE 5.7 95 comer of building S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING Date and Lab No. Location 9/19/01 Green Area; NE of P102952 bldg., 100'S & 30'W of NE comer of building 9/19/01 P102953 9/19/01 P102954 9/20/01 P102955 9/20/01 P102956 9/26/01 P102957 9/27/01 P102958 9/27/01 P102959 9/27/01 P102960 9/28/01 P102961 9/28/01 P102962 Green Area; NE of bldg., 30'S & 30'W of NE comer of building Green Area; NE of bldg., 60'S & 20E of NE corner of building Exterior Backfill between S second & E parking area Exterior Backfill between S second & E parking area Drain Line Backfill 38'S of SE comer of multi use bldg. Drain Line Backfill 66'S & 24'E of SE comer of bldg. Drain Line Backfill 66'S & 24'E of SE comer of bldg. Drain Line Backfill 66'S & 24E of SE comer of bldg. Interior Backfill A.1 @ 4 line Interior Backfill A.1 @ 3.1 line 9/28/01 Interior Backfill P102963 A.1 @ 4.9 line Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained Elev (% Mois) (PCF) (Required) FG 104.4 110.0 95 13.7 95 FG 105.0 110.0 95 14.1 95 FG 104.0 110.0 95 13.8 95 FG 101.3 110.0 92 10.1 95 FG 105.2 110.0 96 11.6 95 3'BFG 128.2 134.0 96 5.2 95 24 "BFG 128.1 134.0 96 5.4 95 16"BFG 128.2 134.0 96 5.8 95 8 "BFG 129.0 134.0 96 5.8 95 8 "ASB 137.0 143.0 96 3.5 95 8 "ASB 140.0 143.0 98 3.9 95 138.1 143.0 2.9 S T R a T a GEOTECHNICAL ENGINEERING S MATERIALS TESTING 97 95 Page 3 Meets Requirement 1 =Yes, O =No RP = Retest OK 1 1 1 1 1 1 1 1 A Page 4 Field Dry Lab Percent of . Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0 =No Lab No. Location Elev (% Mois) (PCF) (Required) RP = Retest OK 9/28/01 Interior Backfill 16 "ASB 136.7 143.0 96 1 P102964 A.1 @ 3.1 line 3.9 95 9/28/01 Interior Backfill 16 "ASB 140.2 143.0 98 1 P102965 A.1 @ 4.0 line 4.1 95 9/28/01 Interior Backfill 16 "ASB 137.7 143.0 96 1 P102966 A.1 @ 4.9 Tine 4.6 _ 95 9/28/01 Interior Backfill 42 "ASB 137.4 143.0 96 1 P102967 A.1 @ 4.0 Tine 5.1 95 9/28/01 Interior Backfill 42 "ASB 136.4 143.0 95 1 P102968 A.1 @ 4.9 line 5.7 95 9/28/01 Interior Backfill 42 "ASB 137.0 143.0 96 1 P102969 A.1 @ 3.1 line 5.3 95 10/1/01 Parking Area FSB 129.6 143.0 91 RP P102981 2nd tier E, 50'N & 3.6 95 25'W of SE comer 10/1/01 Parking Area FSB 137.3 143.0 96 1 P102982 2nd tier E, 100'N & 4.3 95 35W of SE comer 10/1/01 Parking Area FSB 131.3 143.0 92 RP P102983 2nd tier E, 200'N & 4.6 95 15W of SE comer 10/1/01 Parking Area FSB 138.1 143.0 97 1 P102984 2nd tier E, 275'N & 5.0 95 30W of SE corner 10/1/01 Parking Area FSB 135.7 143.0 95 1 P102985 2nd tier E, 50'N & 5.0 95 25W of SE comer Re -test P102981 FSB 10/1/01 Parking Area P102986 2nd tier E, 200'N & 5.1 95 15'W of SE comer Re -test P102983 137.9 143.0 96 S T R a I a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0=No Lab No. Location Elev (% Mois) (PCF) (Required) RP = Retest OK 10/1/01 Parking Area FSB 136.4 143.0 95 1 P102987 4th tier E, 75'N & 4.8 95 25'E of SE comer 10/1/01 Parking Area FSB 136.5 143.0 95 1 P102988 4th tier E, 150'N & 4.9 95 10'E of SE comer _ 10/1/01 Parking Area FSB 139.1 143.0 97 1 P102989 4th tier E, 225'N & 5.3 95 40'E of SE comer 10/1/01 Parking Area FSB 139.9 143.0 98 1 P102990 4th tier E, 295'N & 5.6 95 30'E of SE comer 10/1/01 Parking Area FSB 139.1 143.0 97 1 P102991 5th lot E, 50'N 5.2 95 35'E of SE comer 10/1/01 Parking Area FSB 137.9 143.0 96 1 P102992 5th lot E, 100'N 5.3 95 10'E of SE comer 10/1/01 Parking Area FSB 137.7 143.0 96 1 P102993 5th lot E, 150'N 5.2 95 25'E of SE comer 10/1/01 Parking Area FSB 137.0 143.0 96 1 P102994 5th lot E, 200'N 5.0 95 5'E of SE comer S T R a T 0 a GEOTECHNICAL ENGINEERING & MATERIALS TESTING REPORT TO: PROJECT: Date and Lab No. Location S T a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Field Method (s) Performed (N) (SC) X (N) (SC) Test Location (s) Selected by: Strata Personnel GO 10/7/01 NE Vault "M" P103041 S Side 10/7/01 NE Vault "M" P103042 S Side 10/7/01 NE Vault "M" P103043 S Side 10/7/01 NE Vault "M" P103044 S Side IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Multi Use Building, BYU, Rexburg, Idaho ASTM D2922/3017 ASTM D1556/2216 AASHTO T238/239 AASHTO T191 FIELD DENSITY TEST REPORT Applicable Lab Method ASTM D698 X ASTM D1557 AASHTO T99 AASHTO T180 Max Dens (PCF) 134.0 143.0 128.5 110.0 Field Dry Lab Density Maximum (PCF) Density Elev (% Mois) (PCF) 8 "ASG 137.4 143.0 4.4 16 "ASG 136.9 143.0 4.6 24 "ASG 136.1 143.0 4.8 32 "ASG 136.7 143.0 4.5 DATE: 11/15/01 FILE NO: JENHAS PROJECT NO: P01064A Percent of Max Density Obtained (Required) 96 95 96 95 95 95 96 95 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) Lava Rock / silt Pit Run 3/4 -inch minus Silt Meets Requirement 1 =Yes, O =No RP = Retest OK 1 1 1 1 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0 =No Lab No. Location Elev (% Mois) (PCF) (Required) RP = Retest OK 10/7/01 NW Vault "M" 16 "ASG 137.4 143.0 96 1 P103045 S Side 4.3 95 10/7/01 NW Vault "M" 24 "ASG 136.8 143.0 96 1 P103046 S Side 4.8 95 10 /7/01 NW Vault "M" 32 "ASG 137.1 143.0 96 1 P103047 S Side 8.1 95 10/7/01 NW Vault "M" 40 "ASG 137.2 143.0 96 P103048 S Side 4.4 95 10/11/01 E Parking Area FG 121.8 128.5 95 1 P103049 Backfill for steps 13.1 95 1st, 2nd tier, E side 10/11/01 E Parking Area FG 121.5 128.5 95 1 P103050 Backfill for steps 10.3 95 2nd, 3rd tier, E side 10/18/01 E Parking Area Top of 124.3 128.5 97 1 P103051 tier 3, W of 2nd St. base 10.2 95 N side 10/18/01 E Parking Area Top of 127.3 128.5 99 1 P103052 center of 2nd tier base 11.4 95 W of E 2nd St. 10/18/01 E Parking Area Top of 124.6 128.5 97 1 P103053 center of 3rd tier base 10.6 95 WofE2ndSt. 10/18/01 E Parking Area Top of 124.3 128.5 97 1 P103054 S side of 3rd tier base 11.1 95 W of E 2nd St. 10/18/01 E Parking Area Top of 122.9 128.5 96 1 P103055 S side of 4th tier base 9.9 95 from E 2nd St. 10/18/01 E Parking Area Top of 122.2 128.5 95 1 P103056 center of 4th tier base 9.6 95 S T a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING Page 2 Field Dry Lab Percent of Meets Date Density Maximum Max Density Requirement and (PCF) Density Obtained 1 =Yes, 0 =No Lab No. Location Elev (% Mois) (PCF) (Required) RP = Retest OK 10/18/01 E Parking Area Top of 123.2 128.5 96 1 P103057 N side of 4th tier base 10.0 95 S of E 2nd St. 10/19/01 Exterior Backfill FG 105.5 110.0 96 1 P103058 GL #3 @ A line 11.2 95 10/19/01 Exterior Backfill FG 105.9 110.0 96 1 P103059 GL 2.5, 6'S of bldg. 9.7 95 10/19/01 Exterior Backfill FG 106.6 110.0 97 1 P103060 GL 2.5, 1'S of bldg. 10.1 95 10/19/01 Exterior Backfill FG 105.6 110.0 96 1 P103061 GL 2.5, 8'S of bldg. 9.9 95 11/5/01 Electrical Trench Top of 122.8 128.5 96 1 P103038 40'S of Viking Drive SG 10.5 95 11/5/01 Electrical Trench Top of 122.4 128.5 95 1 P103039 100'S of Viking Drive SG 10.3 95 11/5/01 Electrical Trench Top of 123.2 128.5 96 1 P103040 130'S of Viking Drive SG 10.6 95 11/9/01 Sidewalk; NE of E 8 "ASG 104.8 110.0 95 1 P103049 court yard CL of steps 12.0 95 11/9/01 Sidewalk; NE of E 16 "ASG 105.6 110.0 96 1 P103050 court yard CL of steps 12.6 95 11/9/01 Sidewalk; NE of E 24 "ASG 105.2 110.0 96 1 P103051 court yard CL of steps 12.7 95 11/9/01 Sidewalk; NE of E 36 "ASG 104.8 110.0 95 1 P103052 court yard CL of steps 12.5 95 11/9/01 Sidewalk; NE of E 8 "ASG 105.5 110.0 96 1 P103053 court yard, NE side 12.1 95 of sidewalk S T F a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING Page 3 Date and Lab No. Location 11/9/01 Sidewalk; NE of E P103054 court yard, NE side of sidewalk 11/9/01 Sidewalk; NE of E P103055 court yard, SE side of sidewalk Field Dry Lab Percent of Density Maximum Max Density (PCF) Density Obtained Elev % Mois (PCF) (Required) 16 "ASG 105.8 110.0 96 1 12.5 95 16 "ASG 104.8 110.0 95 1 12.1 95 S T R a T a GEOTECRNICAL ENGINEERING & MATERIALS TESTING Page 4 Meets Requirement 1 =Yes, O =No RP = Retest OK eu�. C. ec tZravny tasburn w optimum Moisture Vontent, 70: V.t5 DUIK apcln p O Optimum Point • Proctor Points 18 • ktki s , L ' 14 1- ■ 22 123.2 4...,. :0 • 18 16 14 12 0 15 MOISTURE- DENSITY RELATIONSHIP CURVE ASTM D 1557 Method C Project: Multi Use Building Client: LDS Church C/O Jensen Haslem File Name: JENHAS- P01064A Date Tested: 9/21/01 Tested By: FF Sample Number: P102777 Sample Location: Site Sample Description: Gravel w /silt 14 2 CI 1 2 11 Maximum Dry Density, pcf : 123.2 Corrected Dry Density, pcf: 130.0 Corrected Moisture Content, %: 7.5 Coarse Aggregate Correction, %: 23 4 45 50 55 6 6 5 70 75 8 85 90 95 10 10.5 11.0 11.5 12 12.5 13.0 13.5 14 MOISTURE % GRADING ANALYSIS SCREEN SIZE % PASSING AS TESTED 1 inch 3/4 inch 77 3/8 inch #4 screen S T R a T a 01 OEOTECHNICAL ENGINEERING 8 MATERIALS TESTING MOISTURE- DENSITY RELATIONSHIP ASTM D 1557 Method C Project: Multi Use Building Client: LDS Church C/O Jensen Haslem File Name: JENHAS- P01064A Date Tested: 9/21/01 Tested By: FF Sample Number: P102353 Sample Location: Site Sample Description: Silt w /gravel Corrected Density, pcf : 124.5 Corrected Maximum Dry Y Coarse Optimum Moisture Content %: 7.0 Bulk Specific CURVE GRADING ANALYSIS SCREEN SIZE % PASSING AS TESTED a 1 i 3/4 inch 100 3/8 inch #4 screen Dry Density, pcf: Moisture Content, %: Aggregate Correction, %: Gravity (assumed): 2.6 160 o O Optimum Point • Proctor Points 1 0 156 154 152 150 148 146 144 20,. 142 !r vodJ 140 c vfri, e 138 cs 3 0 136 2 6 134 132 l 30 W 128 0 >- 126 fY 124 121 .5 122 120 118 116 114 112 110 108 106 104 102 100 Reviewed 2 25 30 35 By 4 45 50 55 6 65 MOISTURE 70 75 % 8 85 90 S GEOTECHNICAL 95 10 10.5 T R ENGINEERING 11.0 a 8 MATERIALS 11.5 T 12 TESTING PROJECT: J REPORT TO: • ST R a T a GEOTECHNICAL ENGINEERING it MATERIALS TESTING 4460 Kings Way 13. Chuhbuck.Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Field Method (s) Performed (N) ASTM D2922/3017 (SC) ASTM 01556/2216 X (N) AASHTO T238/239 (SC) AASHTO T191 Test Location (s) Selected by: Strata Personnel GO Date and Lab No. ovation Elev 11/13/01 Electrical Line 8 "ASG 128.6 134.0 P103100 Backfill, W of bldg. 10.2 11/13/01 Electrical Line 8 "ASG 129.1 134.0 P103101 Backfill, W of bldg. 10.7 11/13/01 Electrical Line 8 "ASG 129.3 13 P103102 Backfill, W of bldg. 10.3 11/13/01 Electrical Line 8 "ASG 128.7 134.0 P103103 Backfill, W of bldg. 9.9 11/14/01 Storm Drain Backfill 1'ASG 127.5 134.0 P103104 100'N of catch basin 10.1 NW of bldg. IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Multi Use Building, BYU, Rexburg, Idaho FIELD DENSITY TEST REPORT Applicable Lab Method ASTM D698 X ASTM D1557 AASHTO T99 AASHTO T180 Max Dens (PCF) 134.0 Field Dry Lab Density Maximum (PCF) Density Mois IPCF) DATE: 12/04/01 FILE NO: JENHAS PROJECT NO: P01064A Percent of Max Density Obtained JReouired) IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) Lava Rock / silt 96 1 95 96 1 95 96 1 95 96 95 95 1 95 Meets Requirement 1 =Yes, (No RP = Retest OK 1 Date and Lab No. Location NW of bldg. 128.2 134.0 96 above 11/13/01 Electrical Line 8 10.5 95 P103105 Backfilt, 35'N & 110'E ban of bank admin bldg. 8" above 128.5 134.0 96 11/13/01 Electrical lane 10 7 95 P103106 Backfill, 35'N & 45'E duct of admin bldg. bank 127.6 134.0 95 11/15/01 Electrical Line 8 9.3 95 P103107 Backfill, G/L F W of bldg. 8 "ASG 128.5 134.0 96 11/15/01 Steam tine 9 9 95 P103108 Backfilt, NW of multi use bldg. 127.7 134.0 95 8 "ASG 11/15/01 Steam Line 9.7 95 P103109 Backfill, NW of multi use bldg. 128.1 134.0 96 11/16/01 Electrical Line 8 10.3 95 P103110 Backfilt, W of multi use bldg. 128.8 134.0 96 11/16/01 Electrical Line 8 10 2 95 P103111 Backfilt, W of multi use bldg. 128.5 134.0 96 11/16/01 Electrical Line 8 10 6 95 P103112 Backfilt, W of multi use bldg. S T R a 1 a GEOTECHNICAL ENGINEERING & MATERIALS TESTING Page 2 Field Dry Lab Percent of Meets Density Maximum Max Density Requirement (PCF) Density Obtained 1 =Yes, 0 N0 let % Mois cPCF) jReauired) RP = Retest OK 1 1 1 1 1 1 1 1 50 optimum Moisture Content, %: 11.5 Bulk Sp.dllo Gravity (a.nrnw): 2.75 "S • O Optimum Point 1441 ILA 112 10 131 _ , 138 . .. • _ _ _ _ _ _ _ , . . it I . 132 - t4i . , 10 � �� , ze 128.3 ize 124 . � _ _ . .. . . !0 le - - 1e 114 Sent by: STRATA; 208 237 3449;' Jun -18 -01 4:18PM; Page 2 1 1 1 MOISTURE- DENSITY RELATIONSHIP CURVE 5i - 1135 AASHTO T 180 Project: Multi Use Bldg BYU Client: Idaho Falls LDS Church PMO \J,4 File Name: JENHAS Date Tested: 5/ 16/01 Tested By: WIN Sample Number: P100164 Sample Location: On site stockpile Sample Description: 3/4 -inch base Maximum Dry Density, pcf : 128.5 Method DRAFT GRADING ANALYSIS SCREEN SIZE % PASSING AS TESTED lit IA 1 it 1/T c--)/e 1..g r 0 i irch 318 Inc1, me L t1 cAL (,. *4 screen 6 b� � /t- 1 51 Corrected Dry Density, pcf: Corrected Moisture Content, %: Coares Aogmgah correction, is: MOISTURE % O.OTeemonC L 8mO1NltNINO • MATERIALS TEBTINO JClll oy; OIMHIA; REPORT TO: 'ROJECT: 101 s ,— R a T a G fOTECNNICAL ONGWEERING • MAT$RIALS TESTINo vie 4460 Kings Way 13, ChubbudL Idaho 83202 208 237 - 3400 / Fax 208 237-3449 (N) (SC) X (N) (SC) 14_ _xation (s) Selected by: Strata Personnel WJN ate 1d b No. L 5/17/01 Structural Fill: " 1 85 grid 4H 5/17 /01 Structural Fill; '100168 grid 4F 5/17/01 Structural Fill; 1 100167 grid 4C IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Mufti Use Building - BYU Field Method (s) Performed ASTM 02922/3017 ASTM 01556/2218 AASI' f'O T238/239 AASHTO T191 9302 9304 9306 FIELD DENSITY TEST REPORT Field Dry Density (PCF) f% Mois) 208 237 3449; 127.5 128.5 99 7 .0 ` 98 128.4 5.6 128.5 8.7 Applicable Lab Method ASTM D898 ASTM D1557 AASHTO T99 X AASHTO T180 Max Dens (PCF) 128.5 Lab Maximum Density (PCF) 128.5 128,5 Percent of Max Density Obtained (SWUM 98 -9 100 - 98 10A010 • WASNINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Jun -18 -01 4:18PM; i DATE: 06!05/01 FILE NO: JENHAS INVOICE NO P01064A Elevation Codes FG = Finished grade EG = Existing grade S8 = Subbase SG = Subgrade FIG = Footing grade AC = Asphalt B + elev = BELOW that elev A + elev = ABOVE that elev Material Description (s) 3/4- inch -base * per AMEC Report Meets Requirement 1 =Yes, O No �P 2 Rated OK 1 1 1 Page 3 aeni. tsy: JIHAIA; l Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Si r'2 a 6EOTECMNICAI ENGINQ6fINO a UATERIALQ. TQ$TINC 4460 Kings Way /3, Chubbudc, Idaho 83202 208 237 -3400 / Fax 208 237.3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: 4.0 Air Content, 956: 2.7 Unit Weight, pcf: Conc. Temp. °F: 61 Air Temp, °F: 50 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast 05/21/01 Time: 8:10 AM By: G Olson Sample No: P01207 P01207A P012078 P01207C P012070 Cylinder ID IDAHO FALLS: LD$: CHURCH - PM.O CIO JENSEN r.HASLEM. ARCHITECTS 135 NORTH MAIN.. LOGAN UT 84321 Jambs ftg B line 11 Waiters Ready. Mix 851 Ashgrove I AEA 4 MULTI USE BLDG - BYU 3+/ -1 CONCRETE CYLINDER TEST REPORT MATERIALS AND MIX. DATA (ASTMC-143) (ASTM •C - 231) (ASTM C-138) (ASTM C1064) Cylinder Diameter Area (Inches WI In) 6.02 28.48 6.02 28.48 8.02 28.46 208 237 3449; FIELD TEST DATA (ASTM C-39) Total Fracture Load Type Sibs 82880 Conical 108100 Conical 108340 Conical Jun -18 -01 4 :18PM; Page 4 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Report No.: 1 Date: 06/18/01 File No.: JENHAS Project No.: P01084A Invoice No.: 063 -0003 Walters Ready Mix Transit Stockpile Well Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 57 . 293 7 :36 AM 11 0 06/27/01 Date Age Comp. Tested Tested Strength (days) (PIO 051281b1 • 7 2910 06/18/01 28 3800 06/18/01 28 3810 HOLD Reviewed By: IOAHO • WASHINGTON OREGON • WYOMING • MONTANA • UTAH • NEVADA sent by: SIHATA; c R a 7' . &. AEOTECHNICAL ENGINEERING a MATERIALS•TUTING 4480 Kings Way /3, Chubbuck, Idaho 83202 208 237-3400 / Fax 208 237 -3449 Report to: Project: Contractor Structure: Location: Repotted by: Mix No.: Sacks/CY: Cement Admixtures: Jacobs E line fa 6 line Ashgrove I AEA SPECIFICATIONS Slump. inches: 4 Air Content, %; 3 +/ -1 4.11.1•__■•■ • FIELD TEST DATA. 1 Slump, inches: Air Content, 96: Unit Weight, pd: Conc. Temp. °F: 62 Air Temp, °F: 54 3.0 MULTI USE BLDG - BYU CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PNIO C/O JENSEN - .HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Sample No.: Cylinder ID P01208A P012089 P01208C P012080 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 05/21/01 Time: 10:15 AM 8Y G Olson MATERIALS AND MIX DATA Walters Ready Mix Concrete Supplier: Wafters Ready Mix 851 Method of Mixing: Transit Aggregate Source: Stockpile Water Source: Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 4.0 P01208 (ASTM; C -143) (ASTM 0 -231) (ASTM C-138) (AS.TM C-1064) Cylinder X -See Diameter Area (inches) (sq Fn) 6.02 28.46 6.02 28.48 6.02 26.46 208 237 3449; (ASTM C-39) Total Load (Ibs) 129820 153120 156560 Jun -18 -01 4:18PM; Page 5 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gel: RA . T Report. No.: 2 . Date: 06/18/01 File No.: JENHAS Project No.: P01O84A Invoice No.: 053 -0003 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, 'F: Lab Cured from: Date Received: 23 306 9:48 AM 10 0 05/22/01 Fracture Date Age Comp. Type Tested Tested Strength Wars) SpeiZ Conical 05/28/01 7 4560 Conical 06/18/01 28 5380 Conical 08/18/01 28 5500 HOLD Reviewed By: IOAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA bent. by: 5 I HA I A; 208 237 3449; 4460 Kings Way 13. Chubbuck, Idaho 03202 209 237 -3400 / Fax 208 237 -3449 Report to: Project: Contracztor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: 4 Air Content, %: 3 +/ -1 Sump, inches: 2.0 Air Content, %: 2.2 Unit Weight, pcf: Conc. Temp. °F: 65 Air Temp, °F: 68 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 05/22/01 Time: 1:30 PM By: G Olson Sample No.: Cylinder ID P01209A P01209B P01209C P01209D S a T 1 0 GEOTEOHNIOAI ENGINEERING 6 MATERIALS TESTING CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs ftg G line © 6 line MATERIALS AND MIX DATA Walters Ready Mix 851 Ashgrove 1 AEA P01209 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) Cylinder X-Sec Diameter Area inches in 6.02 28.46 0.00 0.00 FIELD TEST DATA (ASTM C-39) Total Load I bs 129340 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Fracture Type Conical Jun -18 -01 4:19PM; Page 6 DRAFT Tn,ck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Date Tested 05/29/01 06/19/01 06/19/01 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 3 Date: 05/28/01 File No.: JENHAS Project No.: P01064A Invoice No.: 053 -0003 Walters Ready Mix Transit Stockpile Well Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 0523101 Age gyp. Tested Strength 7 28 28 23 368 12:5 PM 11 0 4540 0 0 Reviewed By: _ cent ay: SIHAIA; 208 237 3449; f 5 R a T GEOTECHNICAL ENGINEERING A MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237.3400 / Fax 208 237 -3449 Report to Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: Air Content, %: CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs ftg 5 line between H & E lines MATERIALS AND MIX DATA J Walters Ready Mix 851 Asharove I AEA 4 3 + / -1 FIELD TEST DATA Slump, inches: 3.0 (ASTM C -143) Air Content, %: 4.5 (ASTM C -231) Unit Weight, pcf: (ASTM C -138) Conc. Temp. °F: 65 (ASTM C -1064) Air Temp, °F: 71 Concrete Sampled (ASTM C- 172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 05/23/01 Time: 1:00 PM By: G Olson Sample No.: Cylinder ID P01222A P01222B P01222C P01222D P01222 Cylinder X Sec Diameter Area (inches) (s q in) 6.02 28.48 0.00 0.00 (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Total Fracture Load 'type (Ibs) 122780 Conical Jun -18 -01 4:19PM; Page 7 REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO - WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA T Report No.: 4 Date: 05/30/01 File No.: JENHAS Project No.: P01064A Invoice No.: 053 -0003 Walters Ready Mix Transit Stockpile Well 58 421 12:39 PM 8 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 05124/01 Date Age Comp. Tested Tested Strength (days) (1 0) 05/30/01 7 4310 06/20/01 28 0 06/20/01 28 0 HOLD Reviewed By: 1 Sent By: STRATA; 10 gee OFOTECNNICAL ENGINEERING a MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Report to: Project: Contractor. Structure: Location: S CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Well 5 line between B d, F lines MATERIAL.S AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Walters Ready Mix Aehgrove III AEA, plasisirer SPECIFICATIONS Slump. inches: 8 Air Content, %: 3.5 +/ -1.5 FIELD TEST DATA 1 Sample No.: Cylinder ID P01227A P01227B P01227C P012270 3.5 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: 68 Air Temp, 'F: 59 5.0 Concrete Sampled (ASTM C-172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 05/31/01 Time: 10:00 AM By: G Olson P01227 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) Cylinder X -Sec Diameter Area (Inches) (sq in) 8.02 28.46 0.00 0.00 208 237 3449; AASTM C-39) Total Load (tbs) 128880 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Jun - 18 - 01 4:19PM; Page 8/12 REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Report No.: 5 Date: 06/07/01 File No.: JENHAS Project No.: P01084A Invoice No.: P010061 Walters Ready Mix Transit Stockee Well 35 852 9:40 AM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, 'F: Lab Cured from: Date Received: 08/01/01 Fracture Date Age Comp. Type Tested Tested Strength (dim) (pel) Conical 08/07/01 7 4530 06/28/01 28 0 08/28/01 28 0 HOLD Reviewed By: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA sent By: STRATA; 208 237 3449; GEOTECNNICAL ENGINEERING L MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237.3400 / Fax 208 237 -3449 Report to: Project: Contractor: Structure: Location: 1 MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement Admixtures: s a T a Jacobs Wall Walters Ready Mix Ashgrove III AEA plasisizer SPECIFICATIONS Slump, inches: 8 Air Content, °r6: 3.5 +/- 1.5 MULTI USE BLDG - BYU 5 line between B & F Tines Slump, inches: 6.0 (ASTM C -143) Air Content, %: 4.8 (ASTM C -231) Unit Weight, pcf: (ASTM C-138) Conc. Temp. °F: 68 (ASTM C -1064) Air Temp, °F: 83 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 05/31/01 Time: 12:30 PM G Olson CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Sample No.: Cylinder ID P01228A P01228B P01228C P012280 P01228 Cylinder Diameter (ice) 6.02 X-Sec Area (sq in) 28.48 0.00 0.00 FIELD TEST DATA (ASTM C -39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Total Fracture Load Type (Ibe) 129320 Conical IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Jun -18 -01 4:19PM; Page 9/12 tu+stroi REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: Date Tested 06/07/01 06/28/01 06/28/01 HOLD Report No.: 6 Date: 06/07/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010061 Walters Ready Transit Stockpile Well Age Tested (days) 7 28 28 57 663 11:59 AM 10 0 06/01/01 Comp. Strength (I) 4540 0 0 Reviewed By: . Sent By: STRATA; Report to: Project Contractor Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: s a T a ' GEOTECNNICAL ENOINEERINO & MATERIALS TESTING 4460 Kings Way 03, Chubbuck, Idaho 83202 208 237-3400 / Fax 208 237 -3449 Slump, Inches: Alr Content, %: Unit Weight, pcf: Conc. Temp. °F: 70 Air Temp. °F: 68 MULTI USE BLDG - BYU Jacobs Walls NE side MATERIALS AND MIX DATA —J Walters Ready Mix 3 Ashgrove III AEA, plasisizer SPECIFICATIONS Slump, inches: 8 Air Content, %: 3.5 +/ -1.5 FIELD TEST DATA 6.0 3.5 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/08/01 Time: 12:59 PM By: G I�son Sample No.: Cylinder ID P01250A P01250B P01250C P012500 P01250 Cylinder Diameter (inches) 8.02 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1084) X-Sec Area (sq in) 28.46 0.00 0.00 208 237 3449; (ASTM C-39) Total Fracture Load Type jlbs) 145720 Conical Jun -18 -01 4:20PM; Page 10/12 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: DA FT REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Date Tested 06/13/01 07/04/01 07/04/01 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 7 Date: 06/13/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010061 Walters Ready Mix Transit Stockpile Well 20 838 11:30 AM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: - Lab Cured from: Date Received: 08/07/01 Age Comp. Tested Strength (dart (psO. 7 5120 28 0 28 0 Reviewed By: Sent by: SIHAIA; Report to: Project: Contactor: Structure: Location: S a 7 GEOTECNNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, mans 83202 208 237 -3400 / Fax 208 23T -3449 MULTI USE BLDG - BYU Jacobs Wall G/L G c 5 line Reported by: Walters Ready Mix Mix No.: 852 Sacks/CY: Cement: Aehgrove III Admixtures: AEA, plasisizer SPECIFICATIONS Slump, inches: Air Content, %: Slump, Inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: 68 Air Temp, °F: 75 8 3.5 +/- 1.5 FIELD TEST DATA 8.5 3.9 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 08/08/01 Time: 3:15 PM By: G Olson Sample No.: Cylinder ID P01251A P01251B P01251C P01251 D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MATERIALS AND MIX DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) P01251 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 0.00 0.00 208 237 3449; (ASTM C -39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Total Fracture Load Type (Ibe) 136980 Conical REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal: Date Age Tested Tested (days) 08113/01 7 07/04/01 28 07/04/01 28 HOLD Reviewed By: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Jun -18 -01 4:20PM; Page 11/12 SF Report No.: 8 Date: 06113/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010061 Walters Ready Mix Transit Stockpile Well 57 844 2:30 PM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp, Range, °F: Lab Cured from: Date Received: 06/07/01 Comp. Strength (psi) 4810 0 0 1 sent By: SIHATA; Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: P01252A P012528 P01252C P01252D S T R a T a GEOTECHNICAL ENOINEHRINO t MATERIALS TESTING 4460 Kings Way /3, Chubbuck. Idaho 83202 208 237.3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 8 Air Content %: 3.5 +/ -1.5 Slump, inches: 2.0 Air Content, %: 3.0 Unit Weight, pcf: Conc. Temp. °F: 69 Air Temp, °F: 76 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/06/01 Time: 6:00 PM By: G Olson Sample No.: Cylinder ID CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS. CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs ftg G line fa 5 line Wattera Reedy Mix Concrete Supplier: 852 Method of Mixing: Aggregate Source: Water Source: Ashgrove III AEA, plasisizer P01252 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1084) Cylinder X -Sec Diameter Area (inches) jeq in) 6.02 28.48 0.00 0.00 208 237 3449; MATERIALS AND MIX DATA FIELD TEST DATA (ASTM C-39) Total Fracture Load Type (Ibs) 134100 Conical Jun -18 -01 4 :20PM; O RA FT REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 9 Date: 08/13/01 File No.: JENHAS Project No.: P01064A Invoice No_: P010061 Walters Ready Mix Transit Stockpile Well Page 12/12 61 858 6:00 PM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/07/01 Date Age Comp. Tested Tested Strength (d!) (psi) 06/13/01 7 4710 07/04/01 28 0 07/04/01 28 0 HOLD Reviewed By: 1 REPORT TO: PROJECT: S T R a" a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Field Method (s) Performed Test Location (s) Selected by: Strata Personnel TR Date and Loc No. Location 11/5/01 Lower Tier 1 11/5/01 Middle Tier 2 11/5/01 East Access Road 3 JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 Multi Use Building BYU -1 ASPHALT FIELD DENSITY TEST REPORT ASTM D2922 ASTM 2226 AASHTO T238 AASHTO T166 Elev AC AC AC Applicable Lab Method ASTM 01561 (Hveem) X ASTM D1559 (Marshall) ASTM 02041 (Theo Max) AASHTO T247 ( Hveem) AASHTO T245 (Marshall) AASHTO T209 (Theo Max) Max Dens (PCF) 137.6 Core Density PCF JLab. PCF) (thick. in 137.6 131.3 2.9 137.6 132.6 2.9 137.6 133.2 3.6 DATE: 12/04/01 FILE NO: JENHAS INVOICE NO: P010788 Percent of Max Density Obtained (Required) 95 95 96 95 97 95 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Elevation Codes AC = Asphaltic Concrete Material Source/Type Zollinger Paving Meets Requirement 1 =Yes, O =No RP = Retest OK Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T a T at /A! y GEOTECMNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: FIELD TEST DATA Slump, inches: 4.0 Air Content, %: 2.7 Unit Weight, pcf: Conc. Temp. °F: 61 Air Temp, °F: 50 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 05/21/01 Time: 8:10 AM By: G Olson Sample No.: Cylinder ID P01207A P01207B P01207C P01207D CONCRET A L IDAHO FALLS LDS Ch._.._.. ....— C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs ftg B line @ 6 line Walters Ready Mix 851 Ashgrove I AEA 4 3 +/- 1 P01207 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 MATERIALS AND MIX DATA (ASTM C-39) Total Load (lbs) 82880 108100 108340 )RT Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Report No.: 1 Date: 06/18/01 File No.: JENHAS Project No.: P01064A Invoice No.: 053 -0003 Walters Ready Mix Transit Stockpile Well 57 293 7:36 AM 11 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 05/22/01 Fracture Date Age Comp. Type Tested Tested Strength (days) (Psi) Conical 05/28/01 7 2910 Conical 06/18/01 28 3800 Conical 06/18/01 28 3810 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA 1 Report to: Project: Contractor. Structure: Location: GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way i3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T a T a SPECIFICATIONS Slump, inches: Air Content, %: FIELD TEST DATA L Sample No.: Cylinder ID P01208A P01208B P01208C P01208D IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs ftg E line @ 6 line Walters Ready Mix 851 Ashgrove I AEA 4 3 + / -1 (ASTM C -143) (ASTM C -231) (ASTM C -138) 62 (ASTM C -1064) 3.0 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 54 4.0 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 05/21 /01 Time: 10:15 AM By: G Olson P01208 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 MATERIALS AND MIX DATA (ASTM C-39) Concrete Supplier. Walters Ready Mix Method of Mixing: Transit Aggregate Source: Stockpile Water Source: Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 05/22/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (Psi) 129820 Conical 05/28/01 7 4560 153120 Conical 06/18/01 28 5380 156560 Conical 06/18/01 28 5500 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 2 Date: 06/18/01 File No.: JENHAS Project No.: P01064A Invoice No.: 053-0003 23 306 9:48 AM 10 0 Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: Air Content, %: FIELD TEST DATA s R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 03, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Sample No.: Cylinder ID P01209A P01209B P01209C P01209D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs ftg G line @ 6 line Walters Ready Mix 851 Ashgrove I AEA 4 3 +/- 1 (ASTM C -143) 2.2 (ASTM C -231) (ASTM C -138) 65 (ASTM C -1064) 2.0 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 68 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 05/22/01 Time: 1:30 PM By: G Olson P01209 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 MATERIALS AND MIX DATA (ASTM C-39) Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 3 Date: 06 /19/01 File No.: JENHAS Project No.: P01064A Invoice No.: 053-0003 Walters Ready Mix Transit • Stockpile Well 23 368 12:58 PM 11 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 05 /23/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (P 129340 Conical 05/29/01 7 4540 152920 Conical 06/19/01 28 5370 156420 Conical 06/19/01 28 5500 HOLD 1 Report to: Project: Contractor. Structure: Location: GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a e a Slump, inches: 3.0 Air Content, %: 4.5 Unit Weight, pcf: Conc. Temp. °F: 65 Air Temp, °F: 71 MULTI USE BLDG - BYU Jacobs ftg 5 line between H & E lines Walters Ready Mix 851 Ashgrove I AEA SPECIFICATIONS Slump, inches: 4 Air Content, %: 3 +/- 1 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 05/23/01 Time: 1:00 PM By: G Olson Sample No.: Cylinder ID P01222A P01222B P01222C P01222D IDAHO FALLS LDS CHURCH - PMO 0/0 JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) P01222 Cylinder X -Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 FIELD TEST DATA (ASTM C-39) Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Total Fracture Date Age Comp. Load Type Tested Tested Strength (lbs) (days) (Psi) 122780 Conical 05/30/01 7 4310 147200 Conical 06/20/01 28 5170 150260 Conical. 06/20/01 28 5280 HOLD Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 4 Date: 06/20/01 File No.: JENHAS Project No.: P01064A Invoice No.: 053-0003 Walters Ready Mix Transit Stockpile Well 58 421 12:39 PM 8 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 05/24/01 Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S i R a T a GEOTECHNICAI ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Sample No.: Cylinder ID P01227A P012278 P01227C P01227D MULTI USE BLDG - BYU Jacobs Wall 5 line between B & F lines MATERIALS AND MIX DATA Walters Ready Mix Ashgrove III AEA, plasisizer SPECIFICATIONS Slump, inches: 8 Air Content, %: 3.5 +/- 1.5 FIELD TEST DATA Slump, inches: 3.5 Air Content, %: 5.0 Unit Weight, pcf: Conc. Temp. °F: 68 Air Temp, °F: 59 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 05/31/01 Time: 10:00 AM G Olson P01227 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) BY STM C-39) 1 Cylinder X-Sec Diameter Area S inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 DAHO • WASHINGTON • OREGON • WYOMI Total Load (Ibs) 128880 145200 136040 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: Fracture Date Age Comp. Type Tested Tested Strength (days) (Psi) Conical 06/07/01 7 4530 Conical 06 /28/01 28 5100 Conical 06/28/01 28 4780 HOLD MONTANA • UTAH • NEVADA Report No.: 5 Date: 06/28/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010061 Walters Ready Mix Transit Stockpile Well 35 652 9:40 AM 10 0 06/01/01 Report to: Project: Contractor. Structure: Location: GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way n, Chubbuck. Idaho 83202 208 237 -3400 / Fax 208 237 -3449 S T I a T a MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: Air Content, %: 6.0 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 63 Sample No.: Cylinder ID P01228A P01228B P01228C P01228D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Wall 5 line between B & F lines Walters Ready Mix Ashgrove 111 AEA, plasisizer 8 3.5 +/- 1.5 (ASTM C -143) (ASTM C -231) (ASTM C -138) 68 (ASTM C -1064) 4.8 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 05/31/01 Time: 12:30 PM G Olson BY P01228 FIELD TEST DATA (ASTM C-39) Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Cylinder X-Sec Total Fracture Date Age Comp. Diameter Area Load Type Tested Tested Strength (inches) (sq in) (lbs) (days) (Psi) 6.02 28.46 129320 Conical 06/07/01 7 4540 6.02 28.46 131040 Conical 06/28/01 28 4600 6.02 28.46 134360 Conical 06/28/01 28 HOLD Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: ;DAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVAOA Report No.: 6 Date: 06/28/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010061 Walters Ready Mix Transit Stockpile Well Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 57 663 11:59 AM 10 0 06/01/01 Report to: Project: Contractor. Structure: Location: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight. pcf: Conc. Temp. °F: Air Temp, °F: 68 Sample No.: Cylinder ID P01250A P01250B P01250C P01250D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO 0/0 JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Walls NE side MATERIALS AND MIX DATA Walters Ready Mix 3 Ashgrove III AEA, plasisizer 8 3.5 +/ -1.5 FIELD TEST DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) 70 (ASTM 0 -1064) 6.0 3.5 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/06/01 Time: 12:59 PM G Olson P01250 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) Total Load (Ibs) 145720 154880 155540 Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Report No.: 7 Date: 07/05/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010061 Wafters Ready Mix Transit Stockpile Weil Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 20 836 11:30 M 10 0 06/07/01 BY 1 Fracture Date Age Comp. Type Tested Tested Strength (days) (Psi) Conical 06 /13/01 7 5120 Conical 07/04/01 28 5440 Conical 07/04/01 28 5460 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report to: Project: Contractor. Structure: Location: MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: s T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3. Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 SPECIFICATIONS Slump, inches: 8 Air Content, %: 3.5 +/- 1.5 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 75 Sample No.: Cylinder ID P01251A P01251B P01251C P01251D MULTI USE BLDG - BYU Jacobs Wall G/L G @ 5 line Waiters Ready Mix 852 Ashgrove III AEA, plasisizer (ASTM C -143) (ASTM C -231) (ASTM C -138) 68 (ASTM C -1064) 6.5 3.9 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/06/01 Time: 3:15 PM G Olson FIELD TEST DATA (ASTM C-39) Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 y: P01251 Cylinder X-Sec Total Fracture Date Age Comp. Diameter Area Load Type Tested Tested Strength (inches) (sq in) (lbs) (Pays) ( 6.02 28.46 136980 Conical 06/13/01 7 4810 6.02 28.46 170140 Conical 07/04/01 28 5980 5980 6.02 28.46 170080 Conical 07/04/01 28 HOLD Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 10AHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 8 Date: 07/04/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010061 Walters Ready Mix Transit Stockpile Well 57 844 2:30 PM 10 0 06/07/01 Report to: Project: Contractor. Structure: Location: S T R a T B GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13. Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: 8 Air Content, °A°: 3.5 +/- 1.5 Slump, inches: 2.0 Air Content, %: 3.0 Unit Weight, pcf: Conc. Temp. °F: 69 Air Temp, °F: 76 MULTI USE BLDG - BYU Jacobs ftg G Tine @ 5 line Walters Ready Mix 852 Ashgrove III AEA, plasisizer Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/06/01 Time: 6:00 PM By: G Olson Sample No.: Cylinder ID P01252A P01252B P01252C P01252D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) P01252 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 FIELD TEST DATA (ASTM C-39) Total Load (Ibs) 134100 147960 148020 Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 9 Date: 07/04/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010061 Walters Ready Mix Transit Stockpile Weil REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 61 858 6:00 PM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/07/01 Fracture Date Age Comp. Type Tested Tested Strength (days) (Psi) Conical 06/13/01 7 4710 Conical 07/04/01 28 5200 Conical 07/04/01 28 5200 HOLD Report to: Project: Contractor. Structure: Location: MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T GEOTECHNICAL ENGINEERING S MATERIALS TESTING 4460 Kings Way 13. Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Slump, inches: 3.5 Air Content, %: 3.8 Unit Weight, pcf: Conc. Temp. °F: 68 Air Temp, °F: 74 Sample No.: Cylinder ID P01268A P01268B P01268C P012680 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs ftg D&G Tine between 1 &2lines Walters Ready Mix 852 Ashgrove III AEA, plasisizer SPECIFICATIONS Slump, inches: 4 Air Content, %: 3.5 +/- 1.5 FIELD TEST DATA Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/11/01 Time: 1:20 PM By: G Olson P01268 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) Cylinder X-Sec Diameter Area inches • in 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) Total Load Ibs 92880 129920 128840 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Fracture Type Conical Conical Conical Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal: Date Tested • 06/18/01 07/09/01 07/09/01 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 10 Date: 07/09/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010096 Walters Ready Mix Transit Stockpile Weil 57 977 12:45 PM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/12/01 Age Tested 7 28 28 Comp. Strength 3260 4560 4530 1 Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T air a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 3.5 +/- 1.5 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 76 MULTI USE BLDG - BYU Jacobs ftg D & G Tine between 1 & 2 lines MATERIALS AND MIX DATA Walters Ready Mix 852 Ashgrove III AEA, plasisizer FIELD TEST DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) 69 (ASTM C -1064) 2.5 3.5 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/11/01 Time: 2:30 PM By: G Olson Sample No.: Cylinder ID P01269A P012698 P01269C P012690 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 P01269 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Total Fracture Load Type (Ibs) 99240 Conical 133580 Conical 134590 Conical Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C -31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: Date Age Comp. Tested Tested Strength (days) (psi) 06/18/01 7 3490 07/09/01 28 4690 07/09/01 28 4730 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 11 Date: 07/09/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010096 Walters Ready Mix Transit Stockpile Well 57 986 2:10 PM 10 0 06/12/01 Report to: Project: Contractor. Structure: Location: MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: 4 Air Content, %: 3.5 +/- 1.5 FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: S s R a a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Sample No.: Cylinder ID P01273A P01273B P01273C P012730 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs ftg Walters Ready Mix 852 Ashgrove III AEA, plasisizer (ASTM C -143) 4.0 (ASTM C -231) (ASTM C -138) 60 (ASTM C -1064) 2.5 50 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/13/01 Time: 2:30 PM By: FF P01273 Cylinder X -Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) Total Load (Ibs) 98960 138020 137680 Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 12 Date: 07/11/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010096 Walters Ready Mix Transit Stockpile Well Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/14/01 62 1046 1:50 PM 10 0 Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical 06/20/01 7 3480 Conical 07/11/01 28 4850 Conical 07/11/01 28 4840 HOLD Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3. Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 MATERIALS AND MIX DATA MULTI USE BLDG - BYU Jacobs ftg Walters Ready Mix 852 Ashgrove III AEA, plasisizer SPECIFICATIONS Slump, inches: 4 Air Content, %: 3.5 +/ -1.5 FIELD TEST DATA Slump, inches: 4.5 Air Content, %: 5.0 Unit Weight, pcf: Conc. Temp. °F: 68 Air Temp, °F: 72 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast 06/18/01 Time: 2:30 PM By: FF Sample No.: Cylinder ID P01285A P01285B P01285C P01285D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C-1064) P01285 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (daYs) (psi) 96020 Conical 06/25/01 7 3370 128109 Conical 07/16/01 28 4500 128808 Conical 07/16/01 28 4530 HOLD Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 13 Date: 07/16/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010101 Walters Ready Mix Transit Stockpile Well 64 1170 1:10 PM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/19/01 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13. Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 MATERIALS AND MIX DATA SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: Sample No.: Cylinder ID P01286A P01286B P01286C P01286D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Walls Walters Ready Mix 852 Ashgrove III AEA, plasisizer 4 3.5 +/- 1.5 FIELD TEST DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) 68 (ASTM C -1064) 2.0 4.3 72 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/18/01 Time: 4:30 PM FF (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 14 Date: 06/25/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010101 Walters Ready Mix Transit Stockpile Well Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/19/01 BY: P01286 Cylinder X-Sec Total Fracture Date Age Comp. Diameter Area Load Type Tested Tested Strength (inches) (sq in) (Ibs) (days) (P8) 6.02 28.46 115820 Conical 06/25/01 7 4070 6.02 28.46 139169 Conical 07/16/01 28 4850 6.02 28.46 138070 Conical 07/16/01 28 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 92 s R a a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Sample No.: Cylinder ID P01305A P01305B P01305C P01305D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Walls MATERIALS AND MIX DATA Walters Ready Mix Ashgrove III AEA, plasisizer 8 3.5 +/- 1.5 FIELD TEST DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) 75 (ASTM C -1064) 4.0 3.2 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/22/01 Time: 2:30 PM By: FF P01305 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 15 Date: 07/20/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010101 Walters Ready Mix Transit Stockpile Well 20 1364 1:00 PM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/23/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (daYs) (Psi) 105280 Conical 06/29/01 7 3700 124400 Conical 07/20/01 28 4370 127240 Conical 07/20/01 28 4470 HOLD s 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Report to: Project: Contractor: Structure: Location: MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Oil GEOTECHNICAL ENGINEERING & MATERIALS TESTING SPECIFICATIONS Slump, inches: Air Content, %: FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 92 T R a T a MULTI USE BLDG - BYU Jacobs Walls Walters Ready Mix Ashgrove III AEA, plasisizer 4 +/- 1 5 +/- 1.5 (ASTM C -143) 7.5 (ASTM C -231) (ASTM C -138) 80 (ASTM C -1064) 4.5 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/22/01 Time: 1:20 PM By: FF Sample No.: Cylinder ID P01306A P01306B P01306C P01306D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 P01306 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 16 Date: 07/20/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010101 Walters Ready Mix Transit Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 38 1364 12:20 PM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/23/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (Psi) 115900 Conical 06 /29/01 7 4070 141520 Conical 07/20/01 28 4970 139200 Conical 07/20/01 28 4890 HOLD 1 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 3 +/- 1.5 FIELD TEST DATA Slump, inches: 6.5 Air Content, %: 3.0 Unit Weight, pcf: Conc. Temp. °F: 73 Air Temp, °F: 70 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/26/01 Time: 7:15 AM By: GO Sample No.: Cylinder ID P01315A P013158 P01315C P01315D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Floor slab G -H @ 6.5 MATERIALS AND MIX DATA Walters Ready Mix Concrete Supplier. X850 Method of Mixing: Aggregate Source: Water Source: Ashgrove III AEA, (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) P01315 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) Report No.: 17 Date: 07/24/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010562 Walters Ready Mix Transit Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 evi Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA 82 1417 6:30 AM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/27/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (Psi) 121720 Conical 07/03/01 7 4280 139040 Conical 07/24/01 28 4880 142880 Conical 07/24/01 28 5020 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Floor slab F-G CcD 6.5 Walters Ready Mix #21850 Ashgrove III AEA, RC 01 #30 4 3 +/ -1.5 4.5 3.7 68 72 FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast 06/26/01 Time: 11:10 AM By: GO Sample No.: Cylinder ID P01316A P01316B P01316C P01316D P01316 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 MATERIALS AND MIX DATA (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 18 Date: 07/24/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010562 Waiters Ready Mix Transit Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 57 1429 10:45 AM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/27/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (lbs) (days) (psi) 130960 Conical 07/03/01 7 4600 159540 Conical 07/24/01 28 5610 157370 Conical 07/24/01 28 5530 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T r� a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 48 Sample No.: Cylinder ID P01317A P01317B P01317C P01317D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Floor slab E -G@ 6.0 Walters Ready Mix 853 6 Ashgrove III AEA, 4 6 +/- 1.5 FIELD TEST DATA (ASTM C -143) 2.5 (ASTM C -231) (ASTM C -138) 70 (ASTM C -1064) 3.0 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/29/01 Time: 6:10 AM By: GO P01317 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 - 28.46 MATERIALS AND MIX DATA Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: (ASTM C-39) Total Load (Ibs) 135060 167000 158160 REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Report No.: 19 Date: 07/27/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010562 Walters Ready Mix Transit Stockpile Well 62 1524 5:15 AM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/30/01 Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical 07/06/01 7 4750 Conical 07/27/01 28 5870 Conical 07/27/01 28 5560 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a GEOTECHNICAI. ENGINEERING 8 MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 6 +1- 1.5 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Floor slab F@ 5.0 Walters Ready Mix 853 6 Ashgrove III AEA, MATERIALS AND MIX DATA Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Report No.: 20 Date: 07/27/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010562 Walters Ready Mix Transit Stockpile Well FIELD TEST DATA Slump, inches: 4.0 Air Content, %: 4.4 Unit Weight, pcf: Conc. Temp. °F: 70 Air Temp, °F: 49 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/29/01 ° Time: 7:15 AM By: GO Sample No.: Cylinder ID P01318A P01318B P01318C P01318D P01318 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (Psi) 132700 Conical 07/06/01 7 4660 160900 Conical 07/27/01 28 5650 165200 Conical 07/27/01 28 5800 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA 62 1530 6:25 AM 10 0 Cylinder Curing (ASTM C -31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/30/01 Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 6 +/- 1.5 FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: Sample No.: Cylinder ID P01319A P01319B P01319C P01319D S T R a T a CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Wall C @ 3.0 Walters Ready Mix Concrete Supplier. 853 Method of Mixing: 6 Aggregate Source: Water Source: Ashgrove III AEA, (ASTM C -143) 4.2 (ASTM C -231) (ASTM C -138) 75 (ASTM C -1064) 6.0 80 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/29/01 Time: 2:05 PM By: GO P01319 MATERIALS AND MIX DATA (ASTM C-39) REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 21 Date: 07/27/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010562 Walters Ready Mix Transit Stockpile Well 83 1566 1:05 PM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/30/01 Cylinder X -Sec Total Fracture Date Age Comp. Diameter Area Load Type Tested Tested Strength (inches) (sq in) (Ibs) (days) (ice) 6.02 28.46 92360 Conical 07/06/01 7 3240 6.02 28.46 117860 Conical 07/27/01 28 4140 6.02 28.46 123900 Conical 07/27/01 28 4350 HOLD Report to: Project: Contractor. Structure: Location: GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way 13. Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a SPECIFICATIONS Slump, inches: 4 Air Content, %: 6 +/- 1.5 5.0 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 81 L Sample No.: Cylinder ID P01320A P01320B P01320C P01320D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Wall C 2.0 Walters Ready Mix 853 6 Ashgrove III AEA, (ASTM C -143) (ASTM C -231) (ASTM C -138) 76 (ASTM C -1064) 6.0 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/29/01 Time: 3:20 PM By: GO P01320 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 MATERIALS AND MIX DATA FIELD TEST DATA (ASTM C-39) Total Load (Ibs) 90300 116680 117220 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 22 Date: 07/27/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010562 Walters Ready Mix Transit Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 83 1575 2:30 PM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/30/01 Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical 07/06/01 7 3170 Conical 07/27/01 28 4100 Conical 07/27/01 28 4120 HOLD Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 6 +/ -1.5 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 83 Sample No.: Cylinder ID P01321 A P01321B P01321C P01321 D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Wall A @ 2.0 Walters Ready Mix 853 6 Ashgrove III AEA, (ASTM C -143) 5.0 (ASTM C -231) (ASTM C -138) 79 (ASTM C -1064) 7.0 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 06/29/01 Time: 5:05 PM By: GO P01321 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 MATERIALS AND MIX DATA FIELD TEST DATA (ASTM C-39) Total Load (lbs) 109780 136280 127900 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical 07/06/01 7 3860 Conical 07/27/01 28 4790 Conical 07/27/01 28 4490 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 23 Date: 07/27/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010562 Walters Ready Mix Transit Stockpile Well 83 1587 4:23 PM 10 0 Cylinder Curing (ASTM C-31) Feld Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 06/30/01 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13. Chubbuck. ldaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 6 +/- 1.5 FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: Sample No.: Cylinder ID P01339A P01339B P01339C P01339D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Wall H -J ©1 -3 Waiters Ready Mix 853 6 Ashgrove III AEA, (ASTM C -143) 3.9 (ASTM C -231) (ASTM C -138) 78 (ASTM C -1064) 3.3 87 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 07/06/01 Time: 1:50 PM By: GO MATERIALS AND MIX DATA (ASTM C-39) P01339 Cylinder X-Sec Total Fracture Date Age Comp. Diameter Area Load Type Tested Tested Strength (inches) (sq in) (Ibs) (days) (Psi) 6.02 28.46 100748 Conical 07/13/01 7 3540 6.02 28.46 120780 Conical 08/03/01 28 4240 6.02 28.46 122190 Conical 08/03/01 28 4290 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 eviewed Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C -31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 07/07/01 ONTANA • UTAH • NEVADA Report No.: 24 Date: 08/03/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010562 Walters Ready Mix Transit Stockpile Well 83 1727 1:20 PM 10 0 Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: ST i a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 6 +/- 1.5 FIELD TEST DATA 3.3 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 89 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 07/06/01 Time: 2:55 PM By: GO Sample No.: Cylinder ID P01340A P01340B P01340C P013400 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Wall H-J @1 -3 Waiters Ready Mix 853 6 Ashgrove III AEA, (ASTM C -143) 4.0 (ASTM C -231) (ASTM C -138) 80 (ASTM C -1064) P01340 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 MATERIALS AND MIX DATA (ASTM C-39) Total Load (Ibs) 98187 140860 141090 Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Report No.: 25 Date: 08/03/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010562 Walters Ready Mix Transit Stockpile Well Truck No.: 83 Ticket No.: 1735 Time Batched: 2:25 PM No. CY represented: 10 Water Added, gal.: 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 07/07/01 Fracture Date Age Comp. Type Tested Tested Strength (days) (Psi) Conical 07/13/01 7 3450 Conical 08/03/01 28 4950 Conical 08/03/01 28 4960 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA 1 Report to: Project: Contractor. Structure: Location: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Multi Use Bldg. - BYU Jacobsen Wall G @ 7.0 Reported by: Walters Ready Mix Mix No.: 855 Cement Brand Type: Admixtures: SPECIFICATIONS Slump, inches: L Slump, inches: Grout Temp, °F: Air Temp, °F: 81 73.0 Grout Sampled, Tested, & Prisms Cast (ASTM C -1019) Using 4 Masonry Blocks Date Cast: 07/11/01 Time: 1:30 PM By: G O Sample No.: Prism ID P01538A P01538B P01538C P01538D GROUT PRISM TEST REPORT JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 P01358 MATERIALS AND MIX DATA FIELD TEST DATA (ASTM C -143) (ASTM C -1064) Avg. Strength, psi = 3660 (28 -day specimens only) Grout Supplier: Truck No.: Ticket No.: Time Batched: LABORATORY TEST DATA (ASTM C-39) Report No.: 1 Date: 08/10/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010591 REQUIRED STRENGTH, PSI 7 Day: 28 Day: 2000 Walters Ready Mix Transit 12:36 PM Prism Curing (ASTM C -1019) Field Cure Days: 2 at Temp. Range, °F: Lab Cured from: Date Received: 07/13/01 Prism Dimensions X-Sec Total Date Age Comp. Width 1 With 2 Area Load Tested Tested Strength (inches) (inches) (sq in) (Ibs) (da) (psi) 4.00 4.00 16.00 51480 07/18/01 7 3220 4.00 4.13 16.50 59780 08/08/01 28 3620 4.00 4.00 16.00 59201 08/08/01 28 3700 HOLD Revi By: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA REPORT TO: PROJECT: O GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Field Method (s) Performed (N) (SC) X (N) (SC) .xation (s) Selected by: Strata Personnel GO T R a T IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 133 NORTH MAIN LOGAN UT 84321 Multi Use Building, BYU, Rexburg, Idaho ASTM D2922/3017 ASTM D1556/2216 AASHTO T238/239 AASHTO T191 Date and Lab No., Location l2L/ 7/30/01 Interior Backfill; 8 "ASG P102263 1.0 © E.5 line 0/01 Interior Backfill; 16 "ASG P102264 1.0 © E.5 line 7/30/01 Interior Backfill; 24 "ASG P102265 1.0 at E.5 line 7/31/01 Exterior Backfill; 8 "ASG P102266 5.0 © D.5 line 7/31/01 Exterior Backfill; 16 "ASG P102267 5.0 © D.5 Tine FIELD DENSITY TEST REPORT ASTM 0698 X ASTM D1557 AASHTO T99 AASHTO T180 Field Dry Lab Density Maximum (PCF) Density % M ois PCF 129.0 134.0 5.1 128.6 134.0 4.9 129.4 134.0 5.3 128.1 134.0 5.0 129.7 134.0 5.3 Applicable Lab Method Max Dens (PCF) 126.0 110.0 134.0 143.0 DATE: 08/10/01 FILE NO: JENHAS PROJECT NO: P01064A Percent of Max Density Obtained (Required) 96 95 96 95 97 95 96 95 97 95 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Elevation Codes FG = Finished grade EG = Existing grade SB = Subbase SG = Subgrade FTG = Footing grade AC = Asphalt B + elev = BELOW that eiev A + elev = ABOVE that elev Material Description (s) Silt w/ gravel Silt Lava Rock / silt Pit Run Meets Requirement 1 =Yes, ONo RP = Retest OK 1 1 1 1 1 Report to: Project: Contractor. Structure: Location: S T R a a GEOTECHNICAL ENGINEERING S MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Slump, inches: Grout Temp, °F: Air Temp, °F: Sample No.: Prism ID P01539A P01539B P01539C P01539D GROUT PRISM TEST REPORT JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 Multi Use Bldg. - BYU Jacobsen Wall D © 6.5 Reported by: Walters Ready Mix Mix No.: 855 Cement Brand Type: Admixtures: 75.0 80 Grout Sampled, Tested, & Prisms Cast (ASTM C -1019) Using 4 Masonry Blocks Date Cast: 07/12/01 Time: 1:00 PM By: G O P01359 MATERIALS AND MIX DATA FIELD TEST DATA (ASTM C -143) (ASTM C -1064) Grout Supplier: Truck No.: Ticket No.: Time Batched: LABORATORY TEST DATA (ASTM C-39) 12:36 PM REQUIRED STRENGTH, PSI 7 Day: 28 Day: 2000 Lab Cured from: Date Received: Report No.: 2 Date: 08/10/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010591 Walters Ready Mix Transit Prism Curing (ASTM C -1019) Field Cure Days: 2 at Temp. Range, °F: 07/14/01 Prism Dimensions X-Sec Total Date Age Comp. Width 1 Width 2 Area Load Tested Tested Strength (inches) (inches) (sq in) (lbs) (days) (psi) 4.00 4.25 17.00 69400 07/19/01 7 4080 4.00 4.13 16.50 72300 08/09/01 28 4380 4.00 4.13 16.50 73720 08/09/01 28 4470 HOLD Avg. Strength, psi = 4425 (28 -day specimens only) R ewe IDAHO • WASHINGTON • OREGON • WYOMIN • MONTANA UTAH • NEVADA Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 82 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 07/18/01 Time: 2:05 PM By: GO CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Wall A -B @ 1 -2 lines MATERIALS Walters Ready Mix 825 6 Ashgrove AEA, 4 6 (ASTM C -143) (ASTM C -231) (ASTM C -138) 76 (ASTM C -1064) 4.5 6.0 Sample No.: P01386 Cylinder Cylinder X-Sec Total ID Diameter Area Load (inches) (sq in) (Ibs) P01386A 6.02 28.46 109880 P01386B 6.02 28.46 126900 P01386C 6.02 28.46 131050 P01386D AND MIX DATA (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 27 Date: 08/15/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010591 Walters Ready Mix Transit Stockpile Well FIELD TEST DATA 1 35 2109 1:30 AM 7.5 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 07/19/01 Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical 07/25/01 7 3860 Conical 08/15/01 28 4460 Conical 08/15/01 28 4600 HOLD Report to: Project: Contractor. Structure: Location: S T R a l a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 MATERIALS AND MIX DATA FIELD TEST DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: 4 Air Content, %: 3 +/- 1 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 50 Sample No.: Cylinder ID P01387A P01387B P01387C P01387D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Floor Slab 4.0 between J -K / 1 -2 between F -H line 5.0 Walters Ready Mix 853 6 Ashgrove AEA, (ASTM C -143) 4.8 (ASTM C -231) (ASTM C -138) 70 (ASTM C -1064) 4.5 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 07/20/01 Time: 6:55 AM By: GO P01387 (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 28 Date: 08/17/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010591 Walters Ready Mix Transit Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 61 2162 6:22 AM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 0 at Temp. Range, °F: Lab Cured from: Date Received: 07/20/01 Cylinder X -Sec Total Fracture Date Age Comp. Diameter Area Load Type Tested Tested Strength (inches) (sq in) (Ibs) (days) (psi) 6.02 28.46 130160 Conical 07/27/01 7 4570 6.02 28.46 153340 Conical 08/17/01 28 5390 6.02 28.46 154450 Conical 08/17/01 28 5430 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: L.� S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 78 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 07/20/01 Time: 2:35 PM By: GO Sample No.: Cylinder ID P01388A P01388B P01388C P01388D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Ftgs E -F entrance W of bldg MATERIALS Walters Ready Mix 851 6 Ashgrove AEA, 4 3 +/- 1 (ASTM C -143) 3.9 (ASTM C -231) (ASTM C -138) 79 (ASTM C -1064) 4.5 P01388 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA AND MIX DATA Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, 7 Day: 28 Day: Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Report No.: 29 Date: 08/17/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010591 Walters Ready Mix Transit Stockpile Well PSI 4000 FIELD TEST DATA 22 219 2:00 PM 8 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 07/21/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (Psi) 122060 Conical 07/27/01 7 4290 136620 Conical 08/17/01 28 4800 135910 Conical 08/17/01 28 4770 HOLD Report to: Project: Contractor: Structure: Location: MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: Air Content, %: FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 74 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 07/23/01 Time: 7:00 AM By: GO L S T R a T GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Sample No.: Cylinder ID P01393A P01393B P01393C P01393D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Floor slab F -G Walters Ready Mix 853 6 Ashgrove AEA, 4 3 +/- 1 (ASTM C -143) 4.4 (ASTM C -231) (ASTM C -138) 78 (ASTM C -1064) 5.0 P01393 (ASTM C -39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 30 Date: 08/20/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010591 Walters Ready Mix Transit Stockpile Well 83 853 6:35 AM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 07/24/01 Cylinder X Sec Total Fracture Date Age Comp. Diameter Area Load Type Tested Tested Strength (inches) (sq in) (lbs) (days) (psi) 6.02 28.46 108620 Conical 07/30/01 7 3820 6.02 28.46 140800 Conical 08/20/01 28 4950 6.02 28.46 141110 Conical 08/20/01 28 4960 HOLD 1 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 MATERIALS AND MIX DATA SPECIFICATIONS Slump, inches: Air Content, %: FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 84 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 07/25/01 Time: 2:00 PM B : GO Sample No.: Cylinder ID P01403A P01403B P01403C P01403D S T R a T a CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Ftg E.5 Walters Ready Mix 852 6 Ashgrove AEA, 4 6 +/- 1 (ASTM C -143) (ASTM C -231) (ASTM C -138) 72 (ASTM C -1064) 4.25 4.7 P01403 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C -39) Total Load (Ibs) 115600 134900 137460 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical 08/01/01 7 4.060 Conical 08/22/01 28 4740 Conical 08/22/01 28 4830 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 31 Date: 08/22/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010591 Walters Ready Mix Transit Stockpile Well 38 2340 1 :37 PM 9 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 07/26/01 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: L FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: Sample No.: Cylinder ID P01404A P01404B P01404C P01404D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Floor Slab C-E @ 1 -2 classrooms MATERIALS Walters Ready Mix 853 6 Ashgrove AEA, 4 3 +/- 1 (ASTM C -143) 4.5 (ASTM C -231) (ASTM C -138) 73 (ASTM C -1064) 4.0 61 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 07/24/01 Time: 6:35 AM By: GO P01404 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 Total Load (Ibs) 112340 144040 144560 AND MIX DATA (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Report No.: 32 Date: 08/22/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010591 Walters Ready Mix Transit Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: 61 2220 6:10 AM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 07/25/01 Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical 07/31/01 7 3950 Conical 08/21/01 28 5060 Conical 08/21/01 28 5080 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report to: Project: Contractor: Masonry: Structure: Location: S T R a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Multi Use Bldg. Jacobsens Sommers Wall G line MORTAR (ASTM C -780) Mix No.: On site mix Mortar Type: Chemstar Cement Brand Type Portland I & II Admixtures: Req. Strength, psi: 1800 BLOCK (ASTM C -140) Type: 1 Grade: N Manufacturer: Amcor Lot No.: Req. Strength, psi: 1900 Reported By: G Olson Test Method: X Bond Method: X Air Temp., °F: Mortar, °F: Grout, °F: 81 80 78 Sample No.: P01499 Prism ID P01499A P01499B P01499C JENSEN HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 MASONRY PRISM TEST REPORT (UBC 24-26) (ASTM E-447) Stack Running MATERIALS AND MIX DATA Prism Dimensions (inches) Length Height Width 7.60 15.70 7.60 7.60 15.70 7.60 7.60 15.70 7.60 Required Strength, psi - 28 day: 1500 Avg. Compressive Strength, psi - 28 day: 1600 FIELD TEST DATA Reported By: G Olson GROUT (ASTM C -1019) Mix No.: 855 Cement Type: Ashgrove Admixtures: Supplier: Truck No.: Ticket No.: Walters 38 2964 REQUIRED STRENGTH, PSI 28 Day: 2000 LABORATORY TEST DATA (UBC 24-26 OR ASTM E-447 AS IN FIELD DATA) Prisms Fabricated By: Date Jointed: Time Jointed: No. of Joints: Joint Thickness, inches: Date Grouted: Time Grouted: Date Received in Laboratory: X Sec Total Date Age Comp. Area Load Tested Tested Strength (sq in) (Ibs) (days) (psi) 57.76 97060 09/10/01 28 1680 57.76 88240 09/10/01 28 1530 57.76 92480 09/10/01 28 1600 Re d IDAHO • WASHINGTON • OREGON • WYOMING MONTANA • UTAH • NEVADA Report No.: 3 Date: 09/10/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010700 Sommers 08/13/01 1:30 AM 1 5/8 08/14/01 08/15/01 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a r a • GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 3 +/- 1.5 FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 78 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 09/04/01 Time: 1:00 PM By: GO Sample No.: P01498 P01498A P014988 P01498C P01498D Cylinder ID CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Light Pole Foundations NE comer of E parking area MATERIALS AND MIX DATA Walters Ready Mix 852 6 Ashgrove AEA (ASTM C -143) 4.2 (ASTM C -231) (ASTM C -138) 66 (ASTM C -1064) 4.0 (ASTM C-39) Cylinder X -Sec Total Diameter Area Load (inches) (sq in) (Ibs) 6.02 28.46 93500 0.00 0.00 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Report No.: 42 Date: 09/11/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010700 Walters Ready Mix Transit Walters Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 83 3601 12:28 PM 11 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/05/01 Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical 09/11/01 7 3280 10/02/01 28 0 10/02/01 28 0 HOLD Revi - • By: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA 1 Report to: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Project: MULTI USE BLDG - BYU Contractor: Jacobs Structure: Foundation Location: Heating bldg. N side MATERIALS AND MIX DATA Reported by: High Valley Concrete Mix No.: Sacks/CY: Cement: Ashgrove Admixtures: AEA SPECIFICATIONS Slump, inches: Air Content, %: FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 2.5 (ASTM C -143) (ASTM C -231) (ASTM C -138) 71 (ASTM C -1064) Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/02/01 Time: 2:45 PM By: GO Sample No.: Cylinder ID P01417A P01417B P01417C P01417D 84 P01417 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 0.00 0.00 (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Total Fracture Load Type (Ibs) 85900 Conical Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 33 Date: 08/09/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010627 High Valley Concrete Transit Walters Stockpile Well H-6 17780 2:00 PM 10.5 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/03/01 Date Age Comp. Tested Tested Strength (days) (psi) 08/09/01 7 3020 08/30/01 28 0 08/30/01 28 0 HOLD Project: Contractor: Structure: Location: Report to: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 74 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/06/01 Time: 6:30 AM By: GO Sample No.: Cylinder ID P01418A P01418B P01418C P01418D S . - R a T a CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Wall E.5 @ 1.0 Walters Ready Mix 853 6 Ashgrove Type 3 RC 10 class 40 4 6 +/- 1.5 (ASTM C -143) 5.9 (ASTM C -231) (ASTM C -138) 70 (ASTM C -1064) 4.0 P01418 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 0.00 0.00 MATERIALS AND MIX DATA (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Total Fracture Load Type (Ibs) 124080 Conical Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 34 Date: 08/13/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010627 Walters Ready Mix Transit Walters Stockpile Well 38 2651 5:50 AM 10 Cylinder Curing (ASTM C -31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/07/01 Date Age Comp. Tested Tested Strength (days) (psi) 08/13/01 7 4360 09/03/01 28 0 09/03/01 28 0 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a i a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 55 MULTI USE BLDG - BYU Jacobs Slab on metal deck E @ 6.0 Walters Ready Mix 853 6 Ashgrove AEA 4 6 +/- 1.5 (ASTM C -143) (ASTM C -231) (ASTM C -138) 72 (ASTM C -1064) 5.0 4.6 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/22/01 Time: 9:00 AM By: GO CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MATERIALS AND MIX DATA (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Sample No.: P01477 Cylinder Cylinder X-Sec Total ID Diameter Area Load (inches) (sq in) (Ibs) P01477A 6.02 28.46 114790 Conical P01477B 0.00 P01477C 0.00 P01477D P01477E Fracture Type Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 36 Date: 08/29/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010667 Walters Ready Mix Transit Walters Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 FIELD TEST DATA 23 3252 8:20 AM 10 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/23/01 Date Age Comp. Tested Tested Strength (days) (P) 08/29/01 7 4030 09/19/01 28 0 09/19/01 28 0 HOLD Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Ashgrove AEA SPECIFICATIONS Slump, inches: 4 Air Content, %: 6 +/- 1.5 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 52 MULTI USE BLDG - BYU Jacobs Slab on metal deck F @ 6.0 Walters Ready Mix 853 6 FIELD TEST DATA (ASTM C -143) 4.5 (ASTM C -231) (ASTM C -138) 71 (ASTM C -1064) 4.3 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 08/22/01 Time: 6:35 AM By: GO CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MATERIALS AND MIX DATA (ASTM C-39) Sample No.: P01476 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Fracture Type Cylinder Cylinder X-Sec Total ID Diameter Area Load (inches) (sq in) (Ibs) P01476A 6.02 28.46 111840 Conical P01476B 0.00 P01476C 0.00 P01476D REQUIRED STRENGTH, 7 Day: 28 Day: Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 35 Date: 08/29/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010667 Walters Ready Mix Transit Walters Stockpile Well PSI 4000 82 3240 6:10 AM 10 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/23/01 Date Age Comp. Tested Tested Strength (days) (psi) 08/29/01 7 3930 09/19/01 28 0 09/19/01 28 0 HOLD Project: Contractor: Structure: Location: Report to: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: High Valley Concrete FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 84 Ashgrove AEA 2.5 (ASTM C -143) (ASTM C -231) (ASTM C -138) 71 (ASTM C -1064) Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/02/01 Time: 2:45 PM By: GO Sample No.: Cylinder ID P01417A P01417B P01417C P01417D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Foundation Heating bldg. N side MATERIALS AND MIX DATA P01417 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 33 Date: 08/30/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010627 High Valley Concrete Transit Walters Stockpile Well H-6 17780 2:00 PM 10.5 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/03/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (psi) 85900 Conical 08/09/01 7 3020 114460 Conical 08/30/01 28 4020 117200 Conical 08/30/01 28 4120 HOLD Project: Contractor. Structure: Location: Report to: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Reported by: Mix No.: Cement Brand Type: Admixtures: SPECIFICATIONS Slump, inches: Slump, inches: Grout Temp, °F: Air Temp, °F: 81 Grout Sampled, Tested, & Prisms Cast (ASTM C -1019) Using 4 Masonry Blocks Date Cast: 08/14/01 Time: 11:15 AM By: G O Sample No.: Prism ID P01451A P01451B P01451C P01451 D Avg. Strength, psi = 0 GROUT PRISM TEST REPORT JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 Multi Use Bldg. - BYU Jacobsen Wall G @ 1 -2 lines Walters Ready Mix 855 Portland 42 7bm 01 grout P01541 MATERIALS AND MIX DATA (ASTM C -143) (ASTM C -1064) FIELD TEST DATA LABORATORY TEST DATA (ASTM C-39) Prism Dimensions X Sec Width 1 Width 2 Area (inches) (inches) (sq in) 4.00 4.00 16.00 4.00 4.00 16.00 4.00 4.00 16.00 (28 -day specimens only) Revi IDAHO • WASHINGTON • OREGON • WYOMING • Grout Supplier: Truck No.: Ticket No.: Time Batched: 12:36 PM REQUIRED STRENGTH, PSI 7 Day: 28 Day: 2000 Report No.: 3 Date: 08/21 /01 File No.: JENHAS Project No.: P01064A Invoice No.: P010635 Walters Ready Mix Transit Prism Curing (ASTM C -1019) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/15/01 Total Date Age Comp. Load Tested Tested Strength (Ibs) (days) (psi) 56920 08/21 /01 7 3560 09/11/01 28 0 09/11/01 28 0 HOLD MINTANA • UTAH • NEVADA Report to: Project: Contractor. Structure: Location: ST R a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Reported by: Mix No.: Mortar Type: Portland Cement Brand: Admixtures: Flow, inches: Air Content, %: Air Temp, °F: 79 Multi Use Building Jacobsen Wall G @ 1 -2 lines Mortar Samples, Tested, & Cylinders Cast (ASTM C -780) Date Cast: 08/13/01 Time: 9:00 AM By: GO Sample No.: Cylinder ID P01452A P01452B P01452C MORTAR CYLINDER TEST REPORT JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 P01452 MATERIALS AND MIX DATA Mortar Supplier. Method of Mixing: Aggregate Source: Water Source: (ASTM C -109) (ASTM C -231) FIELD TEST DATA LABORATORY TEST DATA (ASTM C -780) Cylinder Cylinder X-Sec Height Diameter Area (inches) (inches) (sq in) 4.00 2.00 3.14 4.00 2.00 3.14 4.00 2.00 3.14 Revi IDAHO • WASHINGTON • OREGON • WYOMING • NTANA • UTAH • NEVADA Report No.: 1 Date: 08/21/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010635 Sommers On site paddle mixer Well REQUIRED STRENGTH, PSI 28 Day: 1500 Time Batched: No. CF Represented: 8:45 AM Cylinder Curing (ASTM C -780) Field Cure, Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/14/01 Total Date Age Comp. Load Tested Tested Strength (Ibs) (days) (psi) 3220 08/20/01 7 1020 0 09/10/01 28 0 0 09/10/01 28 0 MATERIALS AND MIX DATA Report to: Project: Contractor: Structure: Location: • ST R a t a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Reported by: Mix No.: Cement Brand Type: Admixtures: SPECIFICATIONS Slump, inches: Slump, inches: Grout Temp, °F: Air Temp, °F: 62 Multi Use Building Jacobsen Wall line 3 Walters Ready Mix 855 Ashgrove 42 7BM 01 grout Grout Sampled, Tested, & Prisms Cast (ASTM C -1019) Using 4 Masonry Blocks Date Cast: 09/20/01 Time: 12:00 PM By: GO Sample No.: Prism ID P01523A P01523B P01523C Avg. Strength, psi = GROUT PRISM TEST REPORT P01523 JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 (ASTM C -143) (ASTM C -1064) Prism Dimensions Width 1 Width 2 (inches) (inches) 4.00 4.00 FIELD TEST DATA LABORATORY TEST DATA (ASTM C-39) X-Sec Area (sq in) 16.00 0.00 0.00 (28 -day specimens only) IDAHO • WASHINGTON • OREGON • WYOMI Grout Supplier: Truck No.: Ticket No.: Time Batched: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 2000 Total Load (Ibs) 36920 Prism Curing (ASTM C -1019) Field Cure Days: at Temp. Range, °F: Lab Cured from: Date Received: Date Tested 09/27/01 10/18/01 10/18/01 Report No.: 1 Date: 09/27/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010724 Sommers Transit Stockpile 11:13 AM Age Tested (days) 7 28 28 1 09/21/01 Comp. Strength (psi) 2310 0 0 • Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Mortar Type: Cement Brand: Admixtures: Flow, inches: Air Content, %: Air Temp, °F: Sample No.: Cylinder ID P01524A P01524B P01524C S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Ashgrove II III FIELD TEST DATA 70 Mortar Samples, Tested, & Cylinders Cast (ASTM C -780) Date Cast: 09/20/01 Time: 11:10 AM By: GO MORTAR CYLINDER TEST REPORT JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 Multi Use Building Jacobsen Wall 2 @ F line P01524 (ASTM C -109) (ASTM C -231) LABORATORY TEST DATA MATERIALS AND MIX DATA (ASTM C -780) Cylinder Cylinder X Sec Height Diameter Area (inches) (inches) (sq in) 4.00 2.00 3.14 0.00 0.00 • IDAHO • WASHINGTON • OREGON • WYOMI ' Vi M ti • Mortar Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 28 Day: 1800 Time Batched: Report No.: 2 Date: 09/27/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010724 Sommers On site paddle mixer Stockpile Well 11:00 AM No. CF Represented: 1 -Jan Cylinder Curing (ASTM C -780) Field Cure, Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/21 /01 Total Date Age Comp. Load Tested Tested Strength (Ibs) (days) (Psi) 11250 09/27/01 7 3580 0 10/18/01 28 0 0 10/18/01 28 0 Report to: S T Rai T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Project: MULTI USE BLDG - BYU Contractor: Jacobs Structure: Curb Location: N side of existing road N of bldg. I MATERIALS AND MIX DATA I Reported by: Walters Ready Mix Concrete Supplier: Walters Ready Mix Mix No.: Method of Mixing: Transit Sacks/CY: 10 Aggregate Source: Walters Stockpile Cement: Ashgrove Water Source: Well Admixtures: AEA SPECIFICATIONS Slump, inches: Air Content, %: FIELD TEST DATA Slump, inches: 2.0 Air Content, %: 4.2 Unit Weight, pcf: Conc. Temp. °F: 71 Air Temp, °F: 63 4 3 +/- 1.5 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/29/01 Time: 9:10 AM By: GO Sample No.: P01486 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO Report No.: 37 C/O JENSEN - HASLEM ARCHITECTS Date: 09/26/01 135 NORTH MAIN File No.: JENHAS LOGAN UT 84321 Project No.: P01064A Invoice No.: P010687 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) (ASTM C-39) REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYO NG • MONTANA • UTAH • NEVADA 81 3434 8 :25 AM 10 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/30/01 Cylinder Cylinder X Sec Total Fracture Date Age Comp. ID Diameter Area Load Type Tested Tested Strength (inches) (sq in) (Ibs) (days) (psi) P01486A 6.02 28.46 126360 Conical 09/05/01 7 4440 P01486B 6.02 28.46 148660 Conical 09/26/01 28 5220 P01486C 6.02 28.46 152040 Conical 09/26/01 28 5340 P01486D HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 62 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/30/01 Time: 7:00 AM By: GO Sample No.: Cylinder ID P01487A P01487B P01487C P01487D S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Slab on metal deck GL 1-2 C-E lines MATERIALS AND MIX DATA Walters Ready Mix Ashgrove AEA 4 3 +/- 1.5 4.3 4.0 69 P01487 Cylinder Diameter (inches) 6.02 6.02 6.02 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) X Sec Area (sq in) 28.46 28.46 28.46 (ASTM C-39) Total Load (Ibs) 93100 154200 150120 IDAHO WASHINGTON • OREGON • WYOMING Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Revi Fracture Date Type Tested Conical Cauca/ Conical Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: 09/06/01 09/27/01 09/27/01 HOLD MONTANA • UTAH • NEVADA Report No.: 38 Date: 09/27/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010687 Walters Ready Mix Transit Walters Stockpile Well FIELD TEST DATA 80 3482 6:25 AM 10 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/31/01 Age Tested (days) 7 28 28 Comp. Strength (psi) 3270 5420 5270 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: P01489A P01489B P01489C P01489D ST R a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING SPECIFICATIONS Slump, inches: 4 Air Content, %: 3 +/ -1.5 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 76 Sample No.: Cylinder ID 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/29/01 Time: 10:55 AM By: GO CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Spori Building Layton Footing E side GL 6.0 between B & E lines MATERIALS AND MIX DATA Walters Ready Mix Ashgrove AEA FIELD TEST DATA (ASTM C -143) 6.0 (ASTM C -231) (ASTM C -138) 71 (ASTM C -1064) 3.5 P01489 Cylinder Diameter (inches) 6.02 6.02 6.02 IDAHO • WASHINGTON X-Sec Area (sq in) 28.46 28.46 28.46 (ASTM C -39) Total Load (Ibs) 118020 146030 143420 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Fracture Date Type Tested Conical - Caaical Conical K /.... 2wed By: Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: 09/05/01 09/26/01 09/26/01 HOLD OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 40 Date: 09/26/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010687 Walters Ready Mix Transit Walters Stockpile Well 23 3446 10:35 AM 11 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/30/01 Age Tested (days) 7 28 28 Comp. Strength (Psi) 4150 5130 5040 Project: Contractor: Structure: Location: Report to: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: 0 GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 71 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/29/01 Time: 7:30 AM By: GO Sample No.: Cylinder ID P01490A P01490B P01490C P01490D S R a T a 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Heat Plant Amell Floor Slab N W side of bldg MATERIALS AND MIX DATA High Valley Concrete Ashgrove AEA 4 3 +/- 1.5 FIELD TEST DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) 69 (ASTM C -1064) 3.0 3.4 P01490 Cylinder Diameter (inches) 6.02 6.02 6.02 X-Sec Area (sq in) 28.46 28.46 28.46 (ASTM C-39) Total Load (Ibs) 122050 121060 121040 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Revi IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Fracture Date Type Tested Conical Conical Conical 09/05/01 09/26/01 09/26/01 HOLD Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: • UTAH • NEVADA Report No.: 41 Date: 09/26/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010687 High Valley Concrete Transit Walters Stockpile Well Age Tested (days) 7 28 28 H-6 17388 6:25 AM 8 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/30/01 Comp. Strength (psi) 4290 4250 4250 Report to: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Sample No.: Cylinder ID P01517A P01517B P01517C P01517D S T R • a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Slump, inches: 5.0 Air Content, %: 3.9 Unit Weight, pcf: Conc. Temp. °F: 60 Air Temp, °F: 40 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Project: Multi Use Building Contractor: Jacobson Structure: Slab on Grade Location: E -C @ 4 line MATERIALS AND MIX DATA SPECIFICATIONS Slump, inches: Air Content, %: Walters Ready Mix 853 6 Ashgrove AEA 4 3 +/- 1.5 FIELD TEST DATA Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 09/18/01 Time: 6:15 AM By: GO P01517 Cylinder Diameter (inches) 6.02 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) X -Sec Area (sq in) 28.46 0.00 0.00 IDAHO • WASHINGTON • OREGON (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Total Fracture Load Type (Ibs) 117820 Conical REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Revi Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Date Tested 09/25/01 10/16/01 10/16/01 HOLD • WYOMING • MONTANA • UTAH • NEVADA Report No.: 46 Date: 09/25/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010724 Walters Ready Mix Transit Walters Stockpile Well Cylinder Curing (ASTM C -31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: Age Tested (days) 7 28 28 61 53969 6:19 AM 10 09/19/01 Comp. Strength (psi) 4140 0 0 Project: Contractor: Structure: Location: Report to: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a i • GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way 43, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: 5.5 Air Content, %: 4.1 Unit Weight, pcf: Conc. Temp. °F: 60 Air Temp, °F: 42 Sample No.: Cylinder ID P01518A P01518B P01518C P01518D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Slab on Grade 4 C line Walters Ready Mix 853 6 Ashgrove AEA 4 3 +/- 1.5 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 09/18/01 Time: 8:00 AM By: GO P01518 Cylinder Diameter (inches) 6.02 MATERIALS AND MIX DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) X Sec Area (sq in) 28.46 0.00 0.00 (ASTM C-39) Total Load (Ibs) 110800 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 FIELD TEST DATA Fracture Date Type Tested Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/19/01 Conical 09/25/01 10/16/01 10/16/01 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 47 Date: 09/25/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010724 Walters Ready Mix Transit Walters Stockpile Well Age Tested (days) 7 28 28 80 3976 7:30 AM 10 Comp. Strength (psi) 3890 0 0 Report to: JENSEN HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 Project: Multi Use Bldg. Contractor. Jacobsens Masonry: Sommers Structure: Wall Location: F @ 6.0 line MORTAR (ASTM C -780) Mix No.: On site mix Mortar Type: Chemstar Cement Brand Type Portland 1 & II Admixtures: Req. Strength, psi: 2000 BLOCK (ASTM C -140) Type: 1 Grade: N Manufacturer: Amcor Lot No.: Req. Strength, psi: 1900 Reported By: Test Method: Air Temp., °F: Mortar, °F: Grout, °F: P01428A P01428B S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237-3400 / Fax 208 237-3449 MASONRY PRISM TEST REPORT Prism ID G Olson X Bond Method: X 83 77 78 Sample No.: P01428 (UBC 24-26) (ASTM E-447) Stack Running Prism Dimensions (inches) Length Height Width 7.63 1.50 7.63 7.63 1.50 7.63 Required Strength, psi - 28 day: 1500 Avg. Compressive Strength, psi - 28 day: 1600 MATERIALS AND MIX DATA Reported By: G Olson GROUT (ASTM C -1019) Mix No.: FIELD TEST DATA Revi IDAHO • WASHINGTON • OREGON • WYOMING Cement Type: Admixtures: Supplier: Truck No.: Ticket No.: LABORATORY TEST DATA (UBC 24-26 OR ASTM E-447 AS IN FIELD DATA) MONTANA • UTAH • NEVADA Report No.: 1 Date: 08/17/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010667 Portland I & II Walters REQUIRED STRENGTH, PSI 28 Day: 2000 Prisms Fabricated By: Sommers Date Jointed: 07/19/01 Time Jointed: 10:30 AM No. of Joints: 1 Joint Thickness, inches: 1/2 Date Grouted: 07/20/01 Time Grouted: 11:00 AM Date Received in Laboratory: 07/02/01 X-Sec Total Date Age Comp. Area Load Tested Tested Strength (sq in) (Ibs) (days) (psi) 58.14 92442 08/16/01 28 1590 58.14 93605 08/16/01 28 1610 MASONRY PRISM TEST REPORT Report to: JENSEN HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 Project: Contractor. Masonry: Structure: Location: L MORTAR (ASTM C -780) Mix No.: On site mix Mortar Type: Chemstar Cement Brand Type Portland I & II Admixtures: Req. Strength, psi: 2000 BLOCK (ASTM C -140) Type: 1 Grade: N Manufacturer: Amcor Lot No.: Req. Strength, psi: 1900 Reported By: Test Method: X Bond Method: X Air Temp., °F: Mortar, °F: Grout, °F: Sample No.: P01429 P01429A P01429B S T R a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Prism ID Multi Use Bldg. Jacobsens Sommers Wall E @ 5.0 line G Olson 85 74 76 (UBC 24-26) (ASTM E-447) Stack Running Prism Dimensions (inches) Length Height Width 11.63 15.50 7.63 11.38 15.50 7.63 Required Strength, psi - 28 day: 1500 Avg. Compressive Strength, psi - 28 day: 1960 MATERIALS AND MIX DATA Reported By: GROUT (ASTM C -1019) Mix No.: Cement Type: Admixtures: Supplier: Truck No.: Ticket No.: FIELD TEST DATA LABORATORY TEST DATA (UBC 24-26 OR ASTM E-447 AS IN FIELD DATA) R IDAHO • WASHINGTON • OREGON • WYOMING • TANA • UTAH • NEVADA Report No.: 2 Date: 08/17/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010667 G Olson Portland I & II Walters REQUIRED STRENGTH, PSI 28 Day: 2000 Prisms Fabricated By: Sommers Date Jointed: 07/26/01 Time Jointed: 10:30 AM No. of Joints: 1 Joint Thickness, inches: 1/2 Date Grouted: 07/27/01 Time Grouted: 8:30 AM Date Received in Laboratory: 07/28/01 X-Sec Total Date Age Comp. Area Load Tested Tested Strength (sq in) (Ibs) (days) (psi) 88.64 171040 08/23/01 28 1930 86.73 172060 08/23/01 28 1980 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Cement Brand Type: Admixtures: SPECIFICATIONS Slump, inches: Slump, inches: Grout Temp, °F: Air Temp, °F: 81 Grout Sampled, Tested, & Prisms Cast (ASTM C -1019) Using 4 Masonry Blocks Date Cast: 08/14/01 Time: 11:15 AM By: G O Sample No.: Prism ID P01451A P01451 B P01451 C P01451 D • ST R a a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 GROUT PRISM TEST REPORT JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 Multi Use Bldg. - BYU Jacobsen Wall G @ 1 -2 lines Walters Ready Mix 855 Portland 42 7bm 01 grout P01541 MATERIALS AND MIX DATA (ASTM C -143) (ASTM C -1064) Prism Dimensions Width 1 (inches) 4.00 4.00 4.00 FIELD TEST DATA LABORATORY TEST Width 2 (inches) 4.00 4.00 4.00 (ASTM 39) X Sec Area (sq in) 16.00 16.00 16.00 Avg. Strength, psi = 4000 (28 -day specimens only) IDAHO • WASHINGTON • OREGON • WYOMI Grout Supplier: Truck No.: Ticket No.: Time Batched: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 2000 Total Load (Ibs) 56920 64103 63805 Field Cure Days: at Temp. Range, °F: Lab Cured from: Date Received: Date Tested 08/21/01 09/11/01 09/11/01 HOLD Report No.: 3 Date: 09/11/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010635 Walters Ready Mix Transit 12:36 PM Prism Curing (ASTM C -1019) Age Tested (days) 7 28 28 08/15/01 Comp. Strength (psi) 3560 4010 3990 Report to: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S Rai as GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Project: Contractor. Structure: Location: MATERIALS AND MIX DATA SPECIFICATIONS Slump, inches: 4 Air Content, %: 6 +/- 1.5 FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: Sample No.: Cylinder ID P01418A P01418B P01418C P01418D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Wall E.5 @ 1.0 Walters Ready Mix 853 6 Ashgrove Type 3 RC 10 class 40 (ASTM C -143) 5.9 (ASTM C -231) (ASTM C -138) 70 (ASTM C -1064) 4.0 74 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/06/01 Time: 6:30 AM Bv: GO P01418 ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, 7 Day: 28 Day: PSI 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Report No.: 34 Date: 09/03/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010627 Walters Ready Mix Transit Walters Stockpile Well Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/07/01 Cylinder X Sec Total Fracture Date Age Comp. Diameter Area Load Type Tested Tested Strength (inches) (sq in) (Ibs) (days) (psi) 6.02 28.46 124080 Conical . 08/13/01 7 4360 6.02 28.46 152700 Conical 09/03/01 28 5360 6.02 28.46 152200 Conical 09/03/01 28 5350 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA 38 2651 5:50 AM 10 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Sample No.: Cylinder ID P01486A P01486B P01486C P01486D s a T el a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 3 +/- 1.5 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 63 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 08/29/01 Time: 9:10 AM By: GO CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Curb N side of existing road N of bldg. MATERIALS AND MIX DATA Walters Ready Mix 10 Ashgrove AEA (ASTM C -143) (ASTM C -231) (ASTM C -138) 71 (ASTM C -1064) 2.0 4.2 P01486 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 0.00 0.00 (ASTM C-39) Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 FIELD TEST DATA Total Fracture Load Type (Ibs) 126360 Conical Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 37 Date: 09/05/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010687 Walters Ready Mix Transit Walters Stockpile Well 81 3434 8:25 AM 10 Cylinder Curing (ASTM C -31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/30/01 Date Age Comp. Tested Tested Strength (days) (psi) 09/05/01 7 4440 09/26/01 28 0 09/26/01 28 0 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Sample No.: Cylinder ID P01487A P01487B P01487C P01487D •ST R a t a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way /3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 3 +/- 1.5 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 62 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 08/30/01 Time: 7:00 AM Bv: GO CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Slab on metal deck GL 1-2 @ C-E lines MATERIALS AND MIX DATA Walters Ready Mix Ashgrove AEA FIELD TEST DATA J 4.3 (ASTM C -143) (ASTM C -231) (ASTM C -138) 69 (ASTM C -1064) 4.0 P01487 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 0.00 0.00 (ASTM C-39) Total Load (Ibs) 93100 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical .09/06/01 7 3270 09/27/01 28 0 09/27/01 28 0 HOLD Reviewed IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 38 Date: 09/06/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010687 Walters Ready Mix Transit Walters Stockpile Well 80 3482 6:25 AM 10 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/31/01 1 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 3 +/- 1.5 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 56 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/31/01 Time: 7:00 AM By: GO Sample No.: Cylinder ID P01488A P01488B P01488C P01488D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Slab on metal deck GL E -H between 1 -2 lines MATERIALS AND MIX DATA Walters Ready Mix Ashgrove AEA FIELD TEST DATA (ASTM C -143) 4.2 (ASTM C -231) (ASTM C -138) 68 (ASTM C -1064) 4.0 P01488 Cylinder Diameter inches 6.02 X-Sec Area 28.46 0.00 0.00 (ASTM C-39) Total Load Ibs 122880 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Fracture Type In s Conical viewed Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/01/01 Date Tested 09/07/01 09/28/01 09/28/01 HOLD Report No.: 39 Date: 09/07/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010687 Walters Ready Mix Transit Walters Stockpile Well Age Tested d 7 28 28 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA 80 3526 6:38 AM 10 Comp. Strength • si 4320 0 0 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 76 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 08/29/01 Time: 10:55 AM By: GO CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Sport Building Layton Footing E side GL 6.0 between B & E lines MATERIALS AND MIX DATA Walters Ready Mix Ashgrove AEA 4 3 +/- 1.5 (ASTM C -143) (ASTM C -231) (ASTM C -138) 71 (ASTM C -1064) 3.5 6.0 (ASTM C-39) Sample No.: P01489 Cylinder Cylinder X -Sec Total ID Diameter Area Load (inches) (sq in) (Ibs) P01489A 6.02 28.46 118020 P01489B 0.00 P01489C 0.00 P01489D Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 40 Date: 09/05/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010687 Walters Ready Mix Transit Walters Stockpile Well FIELD TEST DATA 23 3446 10:35 AM 11 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/30/01 Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical 09/05/01 7 4150 09/26/01 28 0 09/26/01 28 0 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a • GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 71 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 08/29/01 Time: 7:30 AM By: GO CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Heat Plant Amell Floor Slab N W side of bldg High Valley Concrete Ashgrove AEA 4 3 +/- 1.5 3.0 (ASTM C -143) (ASTM 0 -231) (ASTM C -138) 69 (ASTM C -1064) 3.4 MATERIALS AND MIX DATA (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Sample No.: P01490 Cylinder Cylinder X -Sec Total ID Diameter Area Load (inches) (sq in) (Ibs) P01490A 6.02 28.46 122050 Conical P01490B 0.00 P01490C 0.00 P01490D Report No.: 41 Date: 09/05/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010687 High Valley Concrete Transit Walters Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 FIELD TEST DATA Fracture Type Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA H-6 17388 6:25 AM 8 Cylinder Curing (ASTM C -31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/30/01 Date Age Comp. Tested Tested Strength (days) (psi) 09/05/01 7 4290 09/26/01 28 0 09/26/01 28 0 HOLD • Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Report to: s R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 68 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 09/12/01 Time: 7:30 AM By: GO Sample No.: Cylinder ID P01509A P01509B P01509C P01509D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Slab on Medal Deck C-D lines @ 4line MATERIALS Walters Ready Mix 853 6 Ashgrove AEA 4 3 +/- 1.5 FIELD TEST DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) 60 (ASTM C -1064) 3.5 3.6 IDAHO P01509 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 AND MIX DATA (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: • WASHINGTON • OREGON • WYOMING • MONTANA Report No.: 43 Date: 10/10/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010702 Walters Ready Mix Transit Walters Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 36 7:10 AM 11 09/13/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (psi) 118360 Conical 09/19/01 7 4160 137820 Conical 10/10/01 28 4840 129880 Conical 10/10/01 28 4560 HOLD • UTAH • NEVADA Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Sample No.: Cylinder ID P01517A P01517B P01517C P01517D S T R a l a • GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content. %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: 60 Air Temp, °F: 40 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Slab on Grade E -C @ 4 line MATERIALS AND MIX DATA Walters Ready Mix Concrete Supplier: 853 Method of Mining: 6 Aggregate Source: Water Source: Ashgrove AEA 4 3 +/- 1.5 FIELD TEST DATA 5.0 3.49 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 09 /18/01 Time: 6:15 AM By: GO P01517 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) Cylinder X -Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) Report No.: 46 Date: 10/16/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010724 Walters Ready Mix Transit Walters Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 61 53969 6:19 AM 10 09/19/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (Psi) 117820 Conical 09/25/01 7 4140 146700 Conical 10/16/01 28 5150 147920 Conical 10/16/01 28 5200 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: • ST R a T a G EOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 42 Sample No.: Cylinder ID P01518A P01518B P01518C P01518D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Slab on Grade 4 C line Walters Ready Mix 853 6 Ashgrove AEA SPECIFICATIONS Slump, inches: 4 Air Content, %: 3 +/- 1.5 FIELD TEST DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) 60 (ASTM C -1064) 5.5 4.1 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 09/18/01 Time: 8:00 AM By: GO P01518 Cylinder Diameter (inches) 6.02 6.02 6.02 MATERIALS AND MIX DATA X Sec Area (sq in) 28.46 28.46 28.46 (ASTM C-39) Total Load (lbs) 110800 147600 147240 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Fracture Type Conical Conical Conical Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: Date Tested 09/25/01 10/16/01 10/16/01 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 47 Date: 10/16/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010724 Walters Ready Mix Transit Walters Stockpile Well Age Tested (days) 7 28 28 80 3976 7:30 AM 10 Comp. Strength (Psi) 3890 5190 5170 09/19/01 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Mortar Type: Cement Brand: Admixtures: Flow, inches: Air Content, %: Air Temp, °F: 0 GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING Sample No.: Cylinder ID P01557A P01557B P01557C S T R a T a 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 MORTAR CYLINDER TEST REPORT JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 Multi Use Building Jacobsen Wall 1 @ D line Ashgrove II III 66 57 Mortar Samples, Tested, & Cylinders Cast (ASTM C -780) Date Cast: 10/04/01 Time: 9:50 AM By: GO P01557 MATERIALS AND FIELD TEST DATA (ASTM C -109) (ASTM C -231) MIX DATA Mortar Supplier: Method of Mixing: Aggregate Source: Water Source: LABORATORY TEST DATA (ASTM C -780) Cylinder Cylinder X Sec Height Diameter Area (inches) (inches) (sq in) 4.00 2.00 3.14 0.00 0.00 Revi IDAHO • WASHINGTON • OREGON • WYOMING • REQUIRED STRENGTH, PSI 28 Day: 1800 Total Date Age Comp. Load Tested Tested Strength (Ibs) (days) (psi) 6940 10/11/01 7 2210 0 11/01/01 28 0 0 11/01/01 28 0 TANA Time Batched: 9:30 AM No. CF Represented: Cylinder Curing (ASTM C -780) Field Cure, Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 10/05/01 • UTAH • NEVADA Report No.: 3 Date: 10/117Cf1 File No.: JENHAS Project No.: P01064A Invoice No.: P010740 Sommers On site paddle mixer Stockpile Well Report to: Project: Contractor: Structure: Location: MATERIALS AND MIX DATA • ST R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Reported by: Mix No.: Cement Brand Type: Admixtures: SPECIFICATIONS Slump, inches: Sample No.: Prism ID P01555A P01555B P01555C Avg. Strength, psi = GROUT PRISM TEST REPORT JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 Multi Use Building Jacobsen Wall GLI @d Walters Ready Mix 855 Ashgrove 42 7BM 01 grout Slump, inches: Grout Temp, °F: 63 Air Temp, °F: 66 Grout Sampled, Tested, & Prisms Cast (ASTM C -1019) Using 4 Masonry Blocks Date Cast: 10/04/01 Time: 10:05 AM By: GO P01555 FIELD TEST DATA (ASTM C -143) (ASTM C -1064) LABORATORY TEST DATA (ASTM C-39) Prism Dimensions X Sec Width 1 Width 2 Area (inches) (inches) (sq in) 4.00 4.00 16.00 0.00 0.00 (28 -day specimens only) Grout Supplier: Truck No.: Ticket No.: Time Batched: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 2000 Prism Curing (ASTM C -1019) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: Revi IDAHO • WASHINGTON • OREGON • WYOMING • M TANA • UTAH • NEVADA Report No.: 5 Date: 10/11/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010740 Walters Ready Mix 36 521 9:18 AM 10/05/01 Total Date Age Comp. Load Tested Tested Strength (Ibs) (days) (Psi) 40940 10/11/01 7 2560 11/01/01 28 0 11/01/01 28 0 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a • GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 MATERIALS AND MIX DATA SPECIFICATIONS Slump, inches: Air Content, °A): FIELD TEST DATA Slump, inches: Air Content, 'Yo: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 52 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 09/13/01 Time: 7:10 AM By: GO Sample No.: Cylinder ID P01513A P01513B P01513C P01513D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Slab on Grade 3.5-4.5 between F & H lines Walters Ready Mix 853 6 Ashgrove AEA 4 3 +/- 1.5 (ASTM C -143) 4.2 (ASTM C -231) (ASTM C -138) 62 (ASTM C -1064) 5.3 P01513 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) IDAHO • WASHINGTON • OREGON • WYOMING • Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, 7 Day: 28 Day: PSI Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/14/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (psi) 106600 Conical 09 /20/01 7 3750 148000 Conical 10/11/01 28 5200 144720 Conical 10/11/01 28 5080 HOLD MONTANA • UTAH • NEVADA Report No.: 44 Date: 10/11/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010702 Walters Ready Mix Transit Walters Stockpile Well 4000 62 3835 6:26 AM 10 2 Report to: Project: Contractor: Structure: Location: S T R a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: 4 Air Content, %: 3 +/- 1.5 FIELD TEST DATA Slump, inches: 5.3 Air Content, %: 4.2 Unit Weight, pcf: Conc. Temp. °F: 62 Air Temp, °F: 55 Concrete Sampled (ASTM C- 172),,_ Tested & Cylinders Cast (ASTM C -31) Date Cast: 09/13/01 Time: 8:00 AM Bv: GO Sample No.: Cylinder ID P01514A P01514B P01514C P01514D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Slab on Grade 3.5 -4.5 between F & H lines Walters Ready Mix 853 6 Ashgrove AEA P01514 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) IDAHO • WASHINGTON • OREGON • WYOMING • Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 evi - B Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: ONTANA • UTAH • NEVADA Report No.: 45 Date: 10/11/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010702 Walters Ready Mix Transit Walters Stockpile Well 61 3841 7:42 AM 10 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/14/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (Psi) 111560 Conical 09/20/01 7 3920 155320 Conical 10/11/01 28 5460 160060 Conical 10/11/01 28 5620 HOLD • Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: 60 Air Temp, °F: 57 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 10/09/01 Time: 10:20 AM Bv: GO Sample No.: Cylinder ID P01570A P015706 P01570C P01570D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Curb E parking area Walters Ready Mix 251 6 Ashgrove AEA 3 6 +/- 1.5 FIELD TEST DATA 1.0 4..3 P01570 Cylinder Diameter (inches) 6.02 MATERIALS AND MIX DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) X-Sec Area (sq in) 28.46 0.00 0.00 (ASTM C-39) IDAHO • WASHINGTON • OREGON • WYOMI Total Fracture Load Type (Ibs) 107220 Conical Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Report No.: 52 Date: 10/15/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010755 Walters Ready Mix Transit Walters Stockpile Well 81 4642 9:50 AM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 10/10/01 • MONTANA • UTAH • NEVADA Date Age Comp. Tested Tested Strength (days) (Psi) 10/11/01 2 3770 11/01/01 23 0 11/01/01 23 0 HOLD • Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Sample No.: Cylinder ID P01569A P01569B P01569C P01569D S T R a T GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 51 SPECIFICATIONS Slump, inches: Air Content, %: CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Curb E parking area MATERIALS AND MIX DATA 1 Walters Ready Mix 521 6 Ashgrove AEA 3 4 +/- 1 FIELD TEST DATA (ASTM C -143) 4.6 (ASTM C -231) (ASTM C -138) 60 (ASTM C -1064) 2.0 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 10/08/01 Time: 9:30 AM By: GO P01569 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 0.00 0.00 (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Total Fracture Load Type (Ibs) 84880 Conical REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 51 Date: 10/15/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010755 Walters Ready Mix Transit Walters Stockpile Well 61 4599 8:53 AM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 10/09/01 Date Age Comp. Tested Tested Strength (days) (psi) 10/11/01 3 2980 11/01/01 24 0 11/01/01 24 0 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a 01 GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: 6 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 52 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 10/04/01 Time: 7:15 AM P01556A P01556B P01556C P01556D Cylinder ID B : GO CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Slab on grade A -C @ 3-5 lines Walters Ready Mix 853 6 Ashgrove AEA 4 5.5 (ASTM C -143) (ASTM C -231) (ASTM C -138) 64 (ASTM C -1064) MATERIALS AND MIX DATA Concrete Supplier: Method of Ming: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 FIELD TEST DATA (ASTM C-39) Sample No.: P01556 Cylinder X Sec Total Diameter Area Load (inches) (sq in) (lbs) 6.02 28.46 122520 0.00 0.00 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 50 Date: 10/11/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010755 Walters Ready Mix Transit Walters Stockpile Well 61 4560 6:38 AM 10 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 10/05/01 Fracture Date Age Comp. Type Tested Tested Strength (days) (Psi) Conical 10/11/01 7 4300 11/01/01 28 0 11/01/01 28 0 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Mortar Type: Cement Brand: Admixtures: Flow, inches: Air Content, %: Air Temp, °F: • ST R a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Multi Use Building Jacobsen Wall 2 @ F line Ashgrove II III 70 Mortar Samples, Tested, & Cylinders Cast (ASTM C -780) Date Cast: 09/20/01 Time: 11:10 AM By: GO Sample No.: Cylinder �ID P01524A P01524B P01524C P01524 IDAHO • WASHINGTON MORTAR CYLINDER TEST REPORT JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 MATERIALS AND MIX DATA (ASTM C -109) (ASTM C -231) FIELD TEST DATA Cylinder Cylinder X-Sec Height Diameter Area (inches) (inches) (sq in) 4.00 2.00 3.14 4.00 2.00 3.14 4.00 2.00 3.14 Mortar Supplier: Method of Mixing: Aggregate Source: Water Source: LABORATORY TEST DATA (ASTM C -780) • OREGON REQUIRED STRENGTH, PSI 28 Day: 1800 No. CF Represented: F evi • WYOMING • MON7°*RA • UTAH • NEVADA Report No.: 2 Date: 10/18/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010724 Sommers On site paddle mixer Stockpile Well Time Batched: 11:00 AM Cylinder Curing (ASTM C -780) Field Cure, Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/21/01 Total Date Age Comp. Load Tested Tested Strength (Ibs) (days) (Psi) 11250 09/27/01 7 3580 15120 10/18/01 28 4810 14850 10/18/01 28 4730 Report to: Project: Contractor: Structure: Location: Slump, inches: Grout Temp, °F: Air Temp, °F: Sample No.: Prism ID P01523A P015238 P01523C • s r R a 1 a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 MATERIALS AND MIX DATA Reported by: Mix No.: Cement Brand Type: Admixtures: SPECIFICATIONS Slump, inches: FIELD TEST DATA 62 Grout Sampled, Tested, & Prisms Cast (ASTM C -1019) Using 4 Masonry Blocks Date Cast: 09/20/01 Time: 12:00 PM By: GO P01523 Avg. Strength, psi = 3610 GROUT PRISM TEST REPORT JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 Multi Use Building Jacobsen Wall line 3 Walters Ready Mix 855 Ashgrove 42 7BM 01 grout IDAHO • WASHINGTON (ASTM C -143) (ASTM C -1064) Grout Supplier: Truck No.: Ticket No.: - Time Batched: LABORATORY TEST DATA (ASTM C-39) (28 -day specimens only) REQUIRED STRENGTH, PSI 7 Day: 28 Day: 2000 Report No.: 4 Date: 10/18/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010724 Walters Ready Mix 11:13 AM Prism Curing (ASTM C -1019) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/21/01 Prism Dimensions X-Sec Total Date Age Comp. Width 1 Width 2 Area Load Tested Tested Strength (inches) (inches) (sq in) (Ibs) (days) (psi) 4.00 4.00 16.00 36920 09/27/01 7 2310 4.00 4.00 16.00 60160 10/18/01 28 3760 4.00 4.00 16.00 55300 10/18/01 28 3460 • OREGON • WYOMING • MO ANA • UTAH • NEVADA Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 6 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 78 Sample No.: Cylinder ID P01535A P01535B P01535C P01535D S T R. a T a CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Wall A @ 4 Tine Walters Ready Mix 852 6 Ashgrove AEA (ASTM C -143) 4.8 (ASTM C -231) (ASTM C -138) 70 (ASTM C -1064) 3.5 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 09/26/01 Time: 4:25 PM By: GO P01535 Cylinder Diameter (inches) 6.02 6.02 6.02 MATERIALS AND MIX DATA X Sec Area (sq in) 28.46 28.46 28.46 (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Total Fracture Load Type (Ibs) 101120 Conical 134660 Conical 133990 Conical R Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Date Tested 10/03/01 10/24/01 10/24/01 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 49 Date: 10/24/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010729 Walters Ready Mix Transit Walters Stockpile Well FIELD TEST DATA Age Tested (days) 7 28 28 27 4274 4:00 PM 11 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/27/01 Comp. Strength (Psi) 3550 4730 4710 • Report to: Project: Contractor: Structure: Location: S T R a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Ftg A between 3-5 lines Report No.: 48 Date: 10/19/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010729 MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: 4 Air Content, °A°: 6 Sample No.: Cylinder ID P01534A P01534B P01534C P01534D Walters Ready Mix 851 6 Ashgrove AEA (ASTM C -143) 4.0 (ASTM C -231) (ASTM C -138) 70 (ASTM C -1064) 3.0 Slump, inches: Air Content, °A°: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 76 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 09/21/01 Time: 3:00 PM By: GO P01534 Cylinder Diameter (inches) 6.02 6.02 6.02 X Sec Area (sq in) 28.46 28.46 28.46 (ASTM C-39) Total Load (Ibs) 113050 123340 131020 Concrete Supplier: Method of Mtxing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 L FIELD TEST DATA Fracture Date Type Tested Conical Conical Conical Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C -31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/22/01 10/01/01 10/19/01 10/19/01 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Walters Ready Mix Transit Walters Stockpile Well Age Tested (days) 10 28 28 25 4144 2:41 PM 9.75 5 Comp. Strength (Psi) 3970 4330 4600 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Sample No.: Cylinder ID P01586A P01586B P01586C P01586D s T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 MATERIALS AND MIX DATA SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Wall Vault #2 High Valley Concrete 30 6 Ashgrove AEA 4 6 FIELD TEST DATA 2.5 (ASTM C -143) (ASTM C -231) (ASTM C -138) 57 (ASTM C -1064) 4.3 48 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 11/08/01 Time: 11:00 AM By: GO P01586 Cylinder X -Sec Diameter Area (inches) (sq in) 6.02 28.46 0.00 0.00 (ASTM C-39) Total Load (Ibs) 107060 Revi IDAHO • WASHINGTON • OREGON • WYOMING • Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Report No.: 56 Date: 11/15/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010779 High Valley Concrete Transit Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 Truck No.: Ticket No.: Time Batched: No. CY represented: 6.25 Water Added, gal.: 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: H -10 19817 11/09/01 Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical 11/15/01 7 3760 12/06/01 28 0 12/06/01 28 0 HOLD ONTANA • UTAH • NEVADA Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way #3. Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content. %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 45 Sample No.: Cylinder ID P01574A P01574B P01574C P01574D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Side Walk W tier N side, E parking area MATERIALS Walters Ready Mix 852 6 Ashgrove AEA 6 4.0 (ASTM C -143) (ASTM C -231) (ASTM C -138) 61 (ASTM C -1064) Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 10/18/01 Time: 7:45 AM By: GO P01574 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 AND MIX DATA (ASTM C-39) Wevi Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Report No.: 53 Date: 11/15/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010767 FIELD TEST DATA REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Walters Ready Mix Transit Walters Stockpile Well Cylinder Curing (ASTM C -31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 39 4946 7:19 AM 10 0 10/19/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (psi) 105560 Conical 10/25/01 7 3710 117280 Conical 11/15/01 28 4120 121020 Conical 11/15/01 28 4250 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: P01579A P01579B P01579C P01579D ST R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 6 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 50 Sample No.: Cylinder ID CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Buildin Jacobson Slab on metal deck C.5 @ 1.5 Walters Ready Mix 853 6 Ashgrove AEA (ASTM C -143) 3.9 (ASTM C -231) (ASTM C -138) 61 (ASTM C -1064) 2.5 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 10/25/01 Time: 10:00 AM By: GO P01579 Cylinder Diameter (inches) 6.02 MATERIALS AND MIX DATA X -Sec Area (sq in) 28.46 0.00 0.00 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: FIELD TEST DATA (ASTM C -39) Total Load (Ibs) 108060 REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Fracture Date Type Tested Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Report No.: 55 Date: 11/01/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010779 Walters Ready Mix Transit Walters Stockpile Well Cylinder Curing (ASTM C -31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: Conical 11/01/01 11/22/01 11/22/01 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Age Tested (days) 7 28 28 20 5171 9:20 AM 10 0 10/26/01 Comp. Strength (psi) 3800 0 0 Project: Contractor: Structure: Location: Report to: Reported by: Mix No.: Cement Brand Type: Admixtures: SPECIFICATIONS Slump, inches: 9 Slump, inches: (ASTM C -143) Grout Temp, °F: 63 (ASTM C -1064) Air Temp, °F: 66 Grout Sampled, Tested, & Prisms Cast (ASTM C -1019) Using 4 Masonry Blocks Date Cast: 10/04/01 Time: 10:05 AM By: GO Sample No.: Prism ID P01555A P01555B P01555C • ST R a t a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 Multi Use Building Jacobsen Wall GLI @d Walters Ready Mix 855 Ashgrove 42 7BM 01 grout P01555 GROUT PRISM TEST REPORT MATERIALS AND MIX DATA FIELD TEST DATA Grout Supplier: Truck No.: Ticket No.: — Time Batched: LABORATORY TEST DATA (ASTM C-39) Avg. Strength, psi = 4545 (28 -day specimens onl REQUIRED STRENGTH, PSI 7 Day: 28 Day: 2000 R . ewed Prism Curing (ASTM C -1019) Field Cure Days: at Temp. Range, °F: Lab Cured from: Date Received: Prism Dimensions X -Sec Total Date Age Comp. Width 1 Width 2 Area Load Tested Tested Strength (inches) (inches) (sq in) (Ibs) (days) (psi) 4.00 4.00 16.00 40940 10/11/01 7 2560 4.00 4.00 16.00 72780 11/01/01 28 4550 4.00 4.00 16.00 72640 11/01/01 28 4540 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 5 Date: 11/01/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010740 Walters Ready Mix 36 521 9:18 AM 1 10/05/01 • Report to: P01557A P01557B P01557C S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Project: Multi Use Building Contractor: Jacobsen Structure: Wall Location: 1 @ D line MATERIALS AND MIX DATA Reported by: Mix No.: Mortar Type: Cement Brand: Ashgrove II III Admixtures: MORTAR CYLINDER TEST REPORT JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 REQUIRED STRENGTH, PSI 28 Day: 1800 FIELD TEST DATA Flow, inches: Air Content, %: 66 Air Temp, °F: 57 Time Batched: 9:30 AM Mortar Samples, Tested, & Cylinders Cast (ASTM C -780) Date Cast: 10/04/01 Time: 9:50 AM By: GO Sample No.: Cylinder ID P01557 Cylinder Height (inches) 4.00 4.00 4.00 (ASTM C -109) (ASTM C -231) LABORATORY TEST DATA Cylinder Diameter (inches) 2.00 2.00 2.00 (ASTM C -780) X-Sec Area (sq in) 3.14 3.14 3.14 Revi IDAHO • WASHINGTON • OREGON • WYOMING Mortar Supplier: Method of Mixing: Aggregate Source: Water Source: Total Load (Ibs) 6940 11240 11460 No. CF Represented: Cylinder Curing (ASTM C -780) Field Cure, Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 10/05/01 Date Tested 10/11/01 11/01/01 11/01/01 MONTAN • UTAH • NEVAUA Report No.: 3 Date: 11/01/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010740 Sommers On site paddle mixer Stockpile Well Age Tested (days) 7 28 28 Comp. Strength (Psi) 2210 3580 3650 Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: P01556A P01556B P01556C P01556D S ? R a s a 01 GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: 4 Air Content, %: 6 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 52 Sample No.: Cylinder ID CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Slab on grade A -C @ 3-5 lines Walters Ready Mix 853 6 Ashgrove AEA FIELD TEST DATA 5.5 (ASTM C -143) (ASTM C -231) (ASTM C -138) 64 (ASTM C -1064) Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 10/04/01 Time: 7:15 AM By: GO P01556 Cylinder Diameter (inches) 6.02 6.02 6.02 MATERIALS AND MIX DATA X-Sec Area (sq in 28.46 28.46 28.46 (ASTM C-39) Total Load (Ibs) 122520 152900 151160 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Fracture Date Type Tested Conical Conical Conical Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: 10/11/01 11/01/01 11/01/01 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 50 Date: 11/01/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010755 Walters Ready Mix Transit Walters Stockpile Well Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 10/05/01 Age Tested (Pays) 7 28 28 61 4560 6:38 AM 10 0 Comp. Strength (Psi) 4300 5370 5310 • Report to: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Report No.: 51 Date: 11/05/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010755 Project: Multi Use Building Contractor: Jacobson Structure: Curb Location: E parking area MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 51 Sample No.: Cylinder ID P01569A P01569B P01569C P015690 Walters Ready Mix 521 6 Ashgrove AEA SPECIFICATIONS Slump, inches: 3 Air Content, %: 4 +/- 1 (ASTM C -143) (ASTM C -231) (ASTM C -138) 60 (ASTM C -1064) 2.0 4.6 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 10/08/01 Time: 9:30 AM By: GO P01569 Cylinder Diameter (inches) 6.02 6.02 6.02 X -Sec Area (sq in) 28.46 28.46 28.46 (ASTM C-39) Total Load (lbs) 84880 133460 135820 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 3000 FIELD TEST DATA Fracture Date Type Tested Conical Conical Conical Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 10/15/01 11/05/01 11/05/01 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Walters Ready Mix Transit Walters Stockpile Well Age Tested (days) 7 28 28 61 4599 8:53 AM 10 0 10/09/01 Comp. Strength (Psi) 2980 4690 4770 • Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: 1.0 Air Content, %: 4..3 Unit Weight, pcf: Conc. Temp. °F: 60 Air Temp, °F: 57 Multi Use Building Jacobson Curb E parking area Walters Ready Mix 251 6 Ashgrove AEA 3 6 +/- 1.5 FIELD TEST DATA Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 10/09/01 Time: 10:20 AM By: GO Sample No.: Cylinder ID P01570A P01570B P01570C P01570D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 P01570 Cylinder Diameter (inches) 6.02 6.02 6.02 MATERIALS AND MIX DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) X-Sec Area (sq in) 28.46 28.46 28.46 (ASTM C-39) Total Load (lbs) 107220 148880 149160 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Fracture Date Type Tested Conical Conical Conical Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 10/16/01 11/06/01 11/06/01 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 52 Date: 11/06/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010755 Walters Ready Mix Transit Walters Stockpile Well Age Tested (days) 7 28 28 81 4642 9:50 AM 10 0 1'0/10/01 Comp. Strength (Psi) 3770 5230 5240 Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: Air Content, %: FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 45 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 10/18/01 Time: 7:45 AM By: GO Sample No.: P01574 Cylinder ID P01574A P01574B P01574C P01574D S R a T a • GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Side Walk W tier N side, E parking area Walters Ready Mix 852 6 Ashgrove AEA 4 6 MATERIALS 4.0 (ASTM C -143) (ASTM C -231) (ASTM C -138) 61 (ASTM C -1064) AND MIX DATA (ASTM C-39) Cylinder X Sec Total Diameter Area Load (inches) (sq in) (Ibs) 6.02 28.46 105560 0.00 0.00 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Fracture Type Conical Report No.: Date: File No.: Project No.: Invoice No.: Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Walters Ready Mix Transit Walters Stockpile Well Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 10/19/01 Date Age Comp. Tested Tested Strength (days) (Psi) 10/25/01 7 3710 11/15/01 28 0 11/15/01 28 0 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA 53 10/25/01 JENHAS P01064A P010767 39 4946 7 :19 AM 10 0 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: • ST R a T a G EOTECHNICAL ENGINEERING A MATERIALS TESTING 4460 Kings Way N3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 MATERIALS AND MIX DATA SPECIFICATIONS Slump, inches: 4 Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 48 GO Sample No.: Cylinder ID P01578A P01578B P01578C P01578D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO CIO JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Stairs W entrance Walters Ready Mix 852 6 Ashgrove AEA 6 (ASTM C -143) (ASTM C -231) (ASTM C -138) 61 (ASTM C -1064) 3.5 4.1 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 10/25/01 Time: 7:50 AM P01578 Cylinder X -Sec Diameter Area (inches) (sq in) 6.02 28.46 0.00 0.00 (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Total Fracture Load Type (Ibs) 115100 Conical REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 54 Date: 11/01/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010767 Walters Ready Mix Transit Walters Stockpile Well FIELD TEST DATA Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 4946 7:19 AM 10 0 10/26/01 Date Age Comp. Tested Tested Strength (days) (Psi) 11/01/01 7 4040 11/22/01 28 0 11/22/01 28 0 HOLD MATERIALS AND MIX DATA FIELD TEST DATA Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: Air Content, %: P01534A P01534B P01534C P01534D s R a T a 0 GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Cylinder ID CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Ftg A between 3-5 lines Walters Ready Mix 851 6 Ashgrove AEA 4 6 (ASTM C -143) (ASTM C -231) (ASTM C -138) 70 (ASTM C -1064) 3.0 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 76 4.0 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 09/21/01 Time: 3:00 PM By: GO Sample No.: P01534 (ASTM C-39) Cylinder X Sec Total Diameter Area Load (inches) (sq in) (Ibs) 6.02 28.46 113050 0.00 0.00 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Report No.: 48 Date: 10/01/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010729 Walters Ready Mix Transit Walters Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: 25 4144 2:41 PM 9.75 5 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/22/01 Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical 10/01/01 10 3970 10/19/01 28 0 10/19/01 28 0 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a • GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Multi Use Building Jacobson Wall A@ 4line Walters Ready Mix 852 6 Ashgrove AEA 4 6 FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 78 (ASTM C -143) (ASTM C -231) (ASTM C -138) 70 (ASTM C -1064) 3.5 4.8 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 09/26/01 Time: 4:25 PM By: GO Sample No.: Cylinder ID P01535A P01535B P01535C P01535D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 P01535 Cylinder X -Sec Diameter Area (inches) (sq in) 6.02 28.46 0.00 0.00 MATERIALS AND MIX DATA (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Report No.: 49 Date: 10/03/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010729 Walters Ready Mix Transit Walters Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA 27 4274 4:00 PM 11 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/27/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (psi) 101120 Conical 10/03/01 7 3550 10/24/01 28 0 10/24/01 28 0 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Sample No.: Cylinder ID P01488A P01488B P01488C P01488D S T R a T a • GEOTECHNICAI ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: 4.0 Air Content, %: 4.2 Unit Weight, pcf: Conc. Temp. °F: 68 Air Temp, °F: 56 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Slab on metal deck GL E -H between 1 -2 lines Walters Ready Mix Ashgrove AEA 4 3 +/- 1.5 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 08/31/01 Time: 7:00 AM By: GO P01488 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 39 Date: 09/28/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010687 MATERIALS AND MIX DATA Walters Ready Mix Transit Walters Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 FIELD TEST DATA 80 3526 6:38 AM 10 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/01/01 Cylinder X Sec Total Fracture Date Age Comp. Diameter Area Load Type Tested Tested Strength (inches) (sq in) (Ibs) (days) (psi) 6.02 28.46 122880 Conical 09/07/01 7 4320 6.02 28.46 136020 Conical 09/28/01 28 4780 6.02 28.46 131050 Conical 09/28/01 28 4600 HOLD Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: •ST R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 78 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 09/04/01 Time: 1:00 PM By: GO Sample No.: Cylinder ID P01498A P01498B P01498C P01498D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Light Pole Foundations NE comer of E parking area MATERIALS AND MIX DATA Walters Ready Mix 852 6 Ashgrove AEA 4 3 +/- 1.5 FIELD TEST DATA 4.0 (ASTM C -143) 4.2 (ASTM C -231) (ASTM C -138) 66 (ASTM C -1064) P01498 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 IDAHO • WASHINGTON (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (psi) 93500 Conical 09/11/01 7 3280 128035 Conical 10/02/01 28 4500 131420 Conical 10/02/01 28 4620 HOLD OREGON • WYOMING Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Report No.: 42 Date: 10/02/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010700 Walters Ready Mix Transit Walters Stockpile Well Cylinder Curing (ASTM C -31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/05/01 • MONTANA • UTAH • NEVADA 83 3601 12:28 PM 11 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Mortar Type: Cement Brand: Admixtures: Sample No.: Cylinder ID P01524A P01524B P01524C ST R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 Flow, inches: Air Content, %: Air Temp, °F: 70 Mortar Samples, Tested, & Cylinders Cast (ASTM C -780) Date Cast: 09/20/01 Time: 11:10 AM By: GO MORTAR CYLINDER TEST REPORT JENSEN - HASLEM ARCHITECTS 135 N MAIN LOGAN UT 84321 Multi Use Building Jacobsen Wall 2 @ F line Ashgrove II 11I P01524 Cylinder Height (inches) 4.00 IDAHO • WASHINGTON MATERIALS AND MIX DATA (ASTM C -109) (ASTM C -231) LABORATORY TEST DATA Cylinder Diameter (inches) 2.00 FIELD TEST DATA • OREGON (ASTM C -780) X-Sec Area (sq in) 3.14 0.00 0.00 Mortar Supplier: Method of Mixing: Aggregate Source, Water Source: REQUIRED STRENGTH, PSI 28 Day: 1800 Total Load (Ibs) 11250 0 0 Date Tested 09/27/01 10/18/01 10/18/01 Report No.: 2 Date: 09/27/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010724 Sommers On site paddle mixer Stockpile Well Time Batched: 11:00 AM No. CF Represented: 1 -Jan Cylinder Curing (ASTM C -780) Field Cure, Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/21/01 Age Tested (days) 7 28 28 Comp. Strength (psi) 3580 0 0 Rev: By: • WYOMI • MONTANA • UTAH • NEVADA Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Sample No.: Cylinder ID P01476A P01476B P01476C P01476D •ST R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content. %: CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Slab on metal deck F @ 6.0 Walters Ready Mix 853 6 Ashgrove AEA 4 6 +/- 1.5 MATERIALS AND MIX DATA FIELD TEST DATA Slump, inches: 4.3 Air Content, %: 4.5 Unit Weight, pcf: Conc. Temp. °F: 71 Air Temp, °F: 52 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/22/01 Time: 6:35 AM By: GO P01476 Cylinder X Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 IDAHO WASHINGTON (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) • OREGON (ASTM C-39) Revi • WYOMING Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: Report No.: 35 Date: 09/19/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010667 Walters Ready Mix Transit Walters Stockpile Well REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/23/01 Total Fracture Date Age Comp. Load Type Tested Tested Strength (Ibs) (days) (psi) 111840 Conical 08/29/01 7 3930 149300 Conical 09/19/01 28 5250 141020 Conical 09/19/01 28 4950 HOLD MONTANA • UTAH • NEVADA 82 3240 6:10 AM 10 1 Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S R a T GEOTECHNICAI ENGINEERING S MATERIALS TESTING Sample No.: Cylinder ID P01477A P01477B P01477C P01477D P01477E 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: 5.0 Air Content, %: 4.6 Unit Weight, pcf: Conc. Temp. °F: 72 Air Temp, °F: 55 Walters Ready Mix 853 6 Ashgrove AEA 4 6 +/- 1.5 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 08/22/01 Time: 9:00 AM By: GO P01477 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 MULTI USE BLDG - BYU Jacobs Slab on metal deck E@6.0 Cylinder X-Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 MATERIALS AND MIX DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) (ASTM C-39) Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH 7 Day: 28 Day: IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 36 Date: 09/19/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010667 Walters Ready Mix Transit Walters Stockpile Well , PSI 4000 FIELD TEST DATA Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: 23 3252 8:20 AM 10 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 08/23/01 Total Fracture Date . Age Comp. Load Type Tested Tested Strength (Ibs) (days) (Psi) 114790 Conical 08/29/01 7 4030 131600 Conical 09/19/01 28 4620 128050 Conical 09/19/01 28 4500 HOLD • Report to: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Project: Multi Use Building Contractor: Jacobson Structure: Slab on Medal Deck Location: C -D lines @ 4 line MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: 3.5 Air Content, %: 3.6 Unit Weight, pcf: Conc. Temp. °F: 60 Air Temp, °F: 68 Sample No.: Cylinder ID P01509A P01509B P01509C P01509D Walters Ready Mix 853 6 Ashgrove AEA 4 3 +/- 1.5 FIELD TEST DATA Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 09/12/01 Time: 7:30 AM By: GO P01509 Cylinder Diameter (inches) 6.02 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) X -Sec Area (sq in) 28.46 0.00 0.00 (ASTM C -39) Total Load (lbs) 118360 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Fracture Date Type Tested Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Report No.: 43 Date: 09/11/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010702 Walters Ready Mix Transit Walters Stockpile Well Cylinder Curing (ASTM C -31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: Conical 09/19/01 10/10/01 10/10/01 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Age Tested (days) 7 28 28 36 7:10 AM 11 09/13/01 Comp. Strength (psi) 4160 0 0 Report to: Project: Contractor: Structure: Location: MATERIALS AND MIX DATA Reported by: Mix No.: Sacks/CY: Cement: Admixtures: 01 S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way d3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: FIELD TEST DATA Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: Sample No.: Cylinder ID P01513A P01513B P01513C P01513D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Slab on Grade 3.5-4.5 between F & H lines Walters Ready Mix 853 6 Ashgrove AEA 4 3 +/- 1.5 (ASTM C -143) 4.2 (ASTM C -231) (ASTM C -138) 62 (ASTM C -1064) 5.3 52 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 09/13/01 Time: 7:10 AM By: GO (ASTM C-39) P01513 Cylinder X -Sec Total Diameter Area Load (inches) (sq in) (Ibs) 6.02 28.46 106600 0.00 0.00 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Fracture Date Age Comp. Type Tested Tested Strength (days) (psi) Conical 09/20/01 7 3750 10/11/01 28 0 10/11/01 28 0 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 44 Date: 09/20/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010702 Walters Ready Mix Transit Walters Stockpile Well 62 3835 6:26 AM 10 2 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/14/01 Report to: Project: Contractor: Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: Sample No.: Cylinder ID P01514A P01514B P01514C P01514D S T R a T GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING 4460 Kings Way #3, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Slab on Grade 3.5 -4.5 between F & H lines MATERIALS AND MIX DATA SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 55 Walters Ready Mix 853 6 Ashgrove AEA 4 3 +/- 1.5 FIELD TEST DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) 62 (ASTM C -1064) 5.3 4.2 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 09/13/01 Time: 8:00 AM By: GO P01514 Cylinder X -Sec Diameter Area (inches) (sq in) 6.02 28.46 0.00 0.00 (ASTM C-39) Total Load (Ibs) 111560 Concrete Supplier: Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, 7 Day: 28 Day: Fracture Type Conical PSI 4000 Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: 09/20/01 10/11/01 10/11/Q1 HO IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report No.: 45 Date: 09/20/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010702 Walters Ready Mix Transit Walters Stockpile Well 61 3841 7:42 AM 10 Cylinder Curing (ASTM G-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 09/14/01 Date Age Comp. Tested Tested Strength (days) (psi) 7 3920 28 0 28 0 Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T a T a GEOTECHNICAI ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Slab on metal deck C.5 @ 1.5 MATERIALS AND MIX DATA SPECIFICATIONS Slump, inches: 4 Air Content, %: 6 Slump, inches: Air Content, %: Unit Weight, pcf: Conc. Temp. °F: Air Temp, °F: 50 Walters Ready Mix 853 6 Ashgrove AEA FIELD TEST DATA (ASTM C -143) (ASTM C -231) (ASTM C -138) 61 (ASTM C -1064) 2.5 3.9 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C -31) Date Cast: 10/25/01 Time: 10:00 AM Concrete Supplier. Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 Report No.: 55 Date: 11/22/01 File No.: JENHAS Project No.: P01064A Invoice No.: P010779 Walters Ready Mix Transit Walters Stockpile Well Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: 0 Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: 20 5171 9:20 AM 10 10/26/01 By: Sample No.: Cylinder ID P01579A P01579B P01579C P01579D GO P01579 (ASTM C-39) Cylinder X -Sec Total Fracture Date Age Comp. Diameter Area Load Type Tested Tested Strength (inches) (sq in) (Ibs) (days) (psi) 6.02 28.46 108060 Conical 11/01/01 7 3800 6.02 28.46 150840 Conical 11/22/01 28 5300 6.02 28.46 148260 Conical 1 HO p1 28 5210 IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA Report to: Project: Contractor. Structure: Location: Reported by: Mix No.: Sacks/CY: Cement: Admixtures: S T R a T a GEOTECHNICAL ENGINEERING & MATERIALS TESTING 4460 Kings Way 13, Chubbuck, Idaho 83202 208 237 -3400 / Fax 208 237 -3449 SPECIFICATIONS Slump, inches: Air Content, %: Slump, inches: 3.5 Air Content, %: 4.1 Unit Weight, pcf: Conc. Temp. °F: 61 Air Temp, °F: 48 Concrete Sampled (ASTM C -172), Tested & Cylinders Cast (ASTM C-31) Date Cast: 10/25/01 Time: 7:50 AM By: GO Sample No.: Cylinder ID P01578A P01578B P01578C P01578D CONCRETE CYLINDER TEST REPORT IDAHO FALLS LDS CHURCH - PMO C/O JENSEN - HASLEM ARCHITECTS 135 NORTH MAIN LOGAN UT 84321 Multi Use Building Jacobson Stairs W entrance MATERIALS AND MIX DATA Waiters Ready Mix 852 6 Ashgrove AEA 4 Concrete Supplier Method of Mixing: Aggregate Source: Water Source: REQUIRED STRENGTH, PSI 7 Day: 28 Day: 4000 FIELD TEST DATA 6 (ASTM C -143) (ASTM C -231) (ASTM C -138) (ASTM C -1064) P01578 Cylinder X -Sec Diameter Area (inches) (sq in) 6.02 28.46 6.02 28.46 6.02 28.46 (ASTM C-39) Total Load (Ibs) 115100 171340 179000 Report No.: Date: File No.: Project No.: Invoice No.: Truck No.: Ticket No.: Time Batched: No. CY represented: Water Added, gal.: Walters Ready Mix Transit Walters Stockpile Well Cylinder Curing (ASTM C-31) Field Cure Days: 1 at Temp. Range, °F: Lab Cured from: Date Received: Fracture Date Age Comp. Type Tested Tested Strength (days) (Psi) Conical 11/01/01 7 4040 Conical 11/22/01 28 6020 Conical 11/22/01 28 6290 HOLD IDAHO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA 54 11/22/01 JENHAS P01064A P010767 4946 7:19 AM 10 0 10/26/01