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HomeMy WebLinkAboutAPPLICATIONS, CO, MULT DOCS - 07-00433 & 434 - The Bank of Commerce - Site PlanQ g6XBUR�. A. � CITY OF � v REX �1v Buildin Americas Famil Community PERKA ANE,� r K PENT 9 Origination Date: � d � Completion Date: i - I ts DO NOT DESTROY. ® LOCAL STATE STORAGE ❑ ARCHIVES Pe rmit -City of Rexburg Records Management - ISSUED TO: PERMIT #: 07 00434 NAME: Nielson Bodily & Associates FOR THE CONSTRUCTION OF: The Bank of Commerce JOB ADDRESS: GENERAL CONTRACTOR: This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the City of Rexbug. It is specifically understood that this Permit does not allow any Variance to the regulations of the City of Rexburg or Zoning Codes unless specifically approved by the City Council and explained on the Building Permit Application as approved by the Building Inspector. Date Approved 03/10/2008 Issued y Building Inspector THIS PERMIT MUST BE PROMINANTLY DISPLAYED AT THE BUILDING SITE THE BUILDING MAY NOT BE OCCUPIED OR USED WITHOUT FIRST OBTAINING ACERTIFICATE OF OCCUPANCY 1) A complete set of approved drawings along with the permit must be kept No work shall be done on any part of on the premises during construction, the building beyond the point indicated 2) The permit will become null and void in the event of any deviation from the in each successive inspection without NOTICE! accepted drawings. approval. No structural framework of 3) No foundation, structural, electrical, nor plumbing work shall be concealed any underground work shall be covered without aDDroval. INSPECTION CARD BUILDING Date roved 1. Layout 2. Footing 3. Foundation 4. Framing 5. Insulation 6. Mechanical 7. Drywall 8. Sidewalk 9. Final ELECTRICAL Date roved 1. Rough -In 2. Final 3. Electrical Service OTHER Date Approved F l. Fire Department Fina PLUMBING Date roved 1. Sewer Service Conn 24 Hour Notice and Permit Number required to make inspection appointments For Inspections Call 359 -3020 option 2 ACERTIFICATE OF OCCUPANCY CAN NOT BE ISSUED PRIOR TO FINAL ELECTRICAL & PLUMBING INSPECTION �¢EAevR� Certificate of Occupa 0 1 CITY OF �p RMURG City of Rexburg America's Fam il y Community ` D of Community Development Fam 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359-3020 / Fa (208) 359 -3024 Building Permit No: 0700434 Applicable Edition of Code: International Building Code 2006 Site Address: 859 S Yellowstone Hwy #2001 Use and Occupancy: The Bank of Commerce Type of Construction: Type V, non -rated Design Occupant Load: 55 Sprinkler System Required: No Name and Address of Owner: R & S Peterson Etal 10260 S 600 E Rexburg, ID 83440 Contractor: Bateman & Hall Special Conditions: Occupancy: Business - office, professional or service transactions This Certificate, issued pursuant to the requirements of Section 109 of the Intemational Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vws inspected on the date listed vties found to be in compliance vuth the requirements of the code for the group and division of occupancy and the use for Mich the proposed occupancy vies classified. Date C.O. Issued: C.O Issued by: December 1 08 (1 Building Official M) There shall be no further change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Plumbing InspecItor• Fire Inspector Electrical Inspector: P &Z Administrator: " T OF AEXB URG 0 0 BUILDING PERMIT APPLICATION 'lease cl 0700434 19 E MAIN, REXBURG, ID. 83440 208 - 359 -3020 X326 The Bank of Commerce PARCEL NUMBER: CI,y 0"0(oaw (We wm provide this for you) SUBDIVISION: UNIT# BLOCK# LOT# _ LAddiessin g is based on the information - must be accurate) OWNER NAME' " VrA CONTACT PHONE #_ '� •• ! PROPERTY ADDRESS: PHONE #: Home ( ) Work ( ) 5r. loll ' o sera Cell ( ) OWNER MAILING ADDRESS: 2 CITY: E" STATE: i � ZIP: EMAIL FAX APPLICANT (If other than owner) (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS CITY: STATE; ZIP EMAIL FAX PHONE #: Home ( ) Work ( ) Cell ( ) CONTRACTOR MAILING ADDRESS: -r A�CX MAEH CITY _ 1: STATE�_ZIP PHONE: Cell# � (' �-Q� -} ��(% Work# c r� Fax# 5 ✓�'t _� EMAIL IDAHO REGISTRATION # & EXP. DATE (' ,, , , How many buildings ate located on this property ? ,,,, , , ,,,,,,,,,,•,,,,,,,,,,,,,,,,,,,,, ,,,, . ,,,,,,, o� ,,,•,,,,,,••,,,,,,,,,,,,,,,,,,� a,,,,,,, ,,,,,,,,,,,,,,,•,,,,,,•,,,,,,,, w„,,,,,,, ,, ,,m,,,,,�,,,,,,,m,•,,,,m,•„�,,, ro er ?' 1No es If es give owner's n T Did you recently purchase this p ropert y ? P P tY A ( yes Origins ion Da - Is this a lot split. 0. YES (Please bring copy of new legal des w {{ PROPOSED USE: ra . s > ' T DESTROY (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, C92merciaLWt6en Etc.) STATE STORAGE ARCHIVES APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATIQNpf bA w rqArqr60lM�*, by certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above - mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of Fact in the application or on the plans on which the permit or approval was based. Permit void if not started within 180 days. Permit void if work stops for 180 days. signature of Uwner /Applicant Do you prefer to be contacted by fax, email or phone? Circle One WARNING — BUILDING PERMIT MUST BE POSTE: Plan fees are non - refundable and are paid in full at the time of City of Rexburg's Acceptance of the plan review fee do * *Building Permit Fees are due at time of application ** * *Building I SITE! on beginning v nsti�i�e laa ajllcc Toe t e vo your chec s t clea ** CITY OF REXBURG 2 Dec 17 08 03:56p Feb, 8. 2006 1:58PM ! of No. 1624 P. 5 Piea5e complete the entire A ppl iC8tiOB! It the question does not apply iIll in NA for non applicable NAME o Uom(ncrcj J PROPERTY ADDRESS #aen r rk_: ►�[azc. 13 SUBDIVISION p.2 Permit# 7 Required!11 Mechanical Contractor's Name: Conan - L� C. Business Name: Address 4Z W, is_+h S City - :�ojh -F-c�l! S late _ J_ Zip 3c1 Contact Phone: ( ) 5 J 22 —3 r7 2 Business Phone: ( ) Email Fax Mechanical Estimate S 55 ; 3X I (Commercial/Multi Family Only) FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only) Furnace Exhaust or Vent Ducts Furnace /Air Conditioner Combo Heat Pump Air Conditioner Evaporative Cooler Unit Heater Space Heater Decorative gas -fired appliance Incinerator System Boiler Pool Heater Similar fixtures or Appliances Fuel Gas Pipe Outlets including stubbed in or future outlets Inlet Pressure (Meter Supply) PSI Heat (Circle all that apply) Gas Oil Coal Fireplace Electric MECHANICAL Dryer Vents Range Hood Vents Cook Stove Vents Bath Fan Vents other similar vents & ducts: Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on plans. �o►"CXh-1 Si&13atiuo of Licensed Contractor "y('1 C-151Z License number L12$jo) Date The Ory of Rexburg 's schedule is the same as the State ofrdaho `Please complete the t 7are Application! If the question ct-es not apply fill in NA for non applicabl NAME /1 ? PROPERTY ADDRESS S G o' Perirut# �� 0 `T LJ SUBDIVISION � � -' MECHANICAL Mechanical Contractor's Name: © usiness Name: Address City State Zip Contact Phone: ( ) Business Phone: ( Email Fax Mechanical Estimate $ _60, 5 c%O (Commercial /Multi Family Only) FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only) Furnace Exhaust or Vent Ducts Furnace /Air Conditioner Combo Heat Pump Air Conditioner Evaporative Cooler Unit Heater Space Heater Decorative gas -fired appliance Incinerator System Boiler Pool Heater Fuel Gas Pipe Outlets including stubbed in or future outlets Inlet Pressure (Meter Supply) PSI Range Hood Vents Cook Stove Vents Bath Fan Vents other similar vents & ducts: Heat (Circle all that apply) Qas it Coal Fireplace Electric Hydronic Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on plans Required! Signature of Licensed Contractor The Dryer Vents License niunber schedule is the same as Date the State of Idaho 5 Buiiding Safety Departmenr 19 E Main janellh@rexburg.org Rexburg, ID 83440 www.rexburg.org City of Rexburg o Phone: 208.359.3020 X326 f y, Fax: 208.359.3024 CI'T'Y of TEX.BUIZG America's 7;ansily Corlmallily OWNER'S NAME PROPERTY ADDRESS 955 Sj_ SUBDIVISION 4kVi S mg*l - PHASE Z LOT BLOCK Permit #07 00434 The Bank of Commerce 859 S Yellowstone #2001 RequiredMf ELECTRICAL Electrical Contractor's Name 1!1- d - t Business Name , i �- Address yza 3 ys City lz�il�v State 1� Zip Cell Phone (may) usiness Phone Fax ( ) - 72 7 Email zt? f M Electrical Estimate ( cost of wiring & labor) $ 2 , pry 0 (COMMERCIAL /MULTI - FAMILY ONLY) TYPES OF INSTALLATION (NewResidendal includes everything contained within the tesidential structure and attached gatage at the same time) Up to 200 amp Service* 201 to 400 amp Service* Over 400 amp Service* Existing Residential (# of Branch Circuits) Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Spa, Hot Tub, Swimming Pool Electric Central Systems Heating and / or Cooling (when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any of the above Cost of Wiring & Labor: Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement /Industry *Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour. ` 11 4 C ,37M, Si ature of Lic sed Contractor License number The .schedule is the same as 6 d,r ate the State Z y0 JaNell Hansen From: Craig Karst [cgk @nb- architects.com] Sent: Thursday, September 06, 2007 4:30 PM To: JaNell Hansen Subject: RE: Bank of Commerce Comcheck JaNell, The 1" meter will be fine. Craig From: JaNell Hansen [mailto:janellh @rexburg.org] Sent: Thursday, September 06, 2007 12:36 PM To: Craig Karst Subject: RE: Bank of Commerce Comcheck Craig, One more thing- the application listed a 11/2 " water meter. We offer a 1 ", or 2 ". Which would you prefer? The cost for a 1" is $417 and a 2" is $1518. Thanks, JaNell Hansen Building Safety Coordinator Phone: (208) 359 -3020 ext. 326 Fax: (208) 359 -3024 Email: janellhC.rexburg.org V1 CITY OF R E X IB URG America Firmly C: ommunhy From: Craig Karst [mailto:cgk @nb- architects.com] Sent: Thursday, September 06, 2007 11:32 AM To: JaNell Hansen Subject: Bank of Commerce Comcheck Janell, I have attached a copy of the Comcheck requirements for the Bank of Commerce project. If you are having problems with the attached information call. Craig 1 0 a Gary Leikness From: Don Whitehead [ don.whitehead @ bateman- hal1.com] Sent: Monday, December 15, 2008 10:41 AM To: Gary Leikness Subject: Rexburg Bank of Commerce Certificate of Occupancy Good morning Gary, Per our meeting Friday, December 12, 2008, Bateman -Hall, Inc. agrees to paint a crosshatch pedestrian walkway on the locations indicated on the Bank of Commerce City approved drawings and noted as concrete brick pavers. This work will be completed as soon as the temperature and weather will allow but before June 1 2009. 1 understand this letter will allow the City to issue a Certificate of Occupancy. Please contact me and I will pick up the CO. Thank you, Have a Merry Christmas and a Great New Year!! Don Whitehead Project Manager Bateman -Hall, Inc. /✓� , 7 - y.3 MATERIALS ASTM D -6938 Density of Soil and PRINT D R: \EASTERN TESTING & Soil- Aggregate in Place by Nuclear REXBURG\RPTPORTS \E80040c -BOC, EXBURG \RPT003MD.DOC INSPECTION Methods (Shallow Depth) o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Troy Posio Inspection Date: April 23, 2008 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95 %. The results obtained are as follows: Test Location & Depth *All tests taken using Direct Transmission method at 8" Retest of location #1 from April 17, 2008 — 20' east of northwest corner at finished grade Wet Percent Dry Mat'l. % Pass/ Density Moisture Density Type Comp. Fail 122.6 9.8 111.6 A 90 Pass 2 27' south of northeast corner at finished grade 132.6 6.1 124.9 A 100 Pass 3 30' west of southeast corner at finished grade 134.8 5.7 127.4 A 100 Pass 4 36' north of southwest corner at finished grade 128.8 9.2 118.0 A 95 Pass Method of testing: BS is Backscatter; Depth in inches is Direct Transmission Material Type: A: 123.9pcf @ 10.1% On site — silt ASTM D -698 Gauge Information: MTI # '321 Make & Model:; Troxler 3411 Serial #: ; 11781 Standard Counts DS: , 1845 MS 527 If there are questions concerning this report (rpt003md), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERI TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(a)mti- id.com • Website: www.mti- id.com MATERIALS PAGE #1 E: , PRINT DATE: JULY 11, 2008 MOISTURE DENSITY / R: \EASTERN TESTING � IDAH012008REPORTS \E80040C - BOC, PROCTOR TEST REPORT REXBURG \PROCTOR 0110 -S. DOC INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359 -3020 Fax: (208) 359 -3024 Project: Bank of Commerce, Rexburg Test Date: April 17, 2008 Lab Technician: James Mitchell As requested MTI has performed a proctor on the sample referenced below. The testing was performed in accordance with current standards indicated below. The results obtained in our laboratory were as follows: Source and Description: Native, southwest corner of trench, (SM) silty sand with gravel Date Obtained: April 17, 2008 Sample ID: 0110 -S Sampling and Preparation: ASTM D75: I X I Moist: Dry: I X I Manual: I X Mechanical: Test Standard: AASHTO T 99: AASHTO T 180: Method ASTM D 698: X ASTM D 1557: C Assumed Point Percent Dry Maximum optimum Sp. Gr. Number Moisture Density Dry Density Units Moisture 2.62 1 5.4 104.7 Uncorrected: 120.2 Ibs /fM3 11.2% 2 7.0 110.1 3 9.3 117.6 ASTM D 4718 Correction: 123.9 IbS /ft ^3 10.1% 4 13.3 115.1 As Found Correction: N/A lbs /ft ^3 N/A Proctor Curw 121.0 - 119.0 - - - -T- 117.0 - -- - - - - .-�+ i 4 5.v - 113.0 - ------ - - - a 111.0 - a 109.0 - -- - = -- -- 107.0 - - -- - - - - -- - -'- - - ._ 105.0 -�- - -- - - -- 103.0 5.0 7.0 9.0 11.0 13.0 Percent Moisture hieve Percent Size Passing 6.0" 3:0" 2.0" 1.5" 98 1.0" 93 3/4" 89 5/8" 1/2" 83 3/8" 79 1/4" #4 75 #8 ca #10 #16 46 #20 #30 37 #40 #50 28 #60 #80 #100 20 #200 18.2 Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles; correctable up to 30% via ASTM D 4718 and invalid for Oversized Particles greater than 30% retained on the 3 /4 inch screen. If there are questions concerning this report (proctor 0110 -S), please call us at (208) 529 -8242. Respectfully Submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: Troy A. Posio Eastern Idaho Assistant Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 N Skyline Drive #C • Idaho Falls ID 83402 . 208 529 -8242 • Fax 208 529 -6911 E -Mail mti @mti- id.com • http: / /www.mti- id.com Cip MATERIALS ASTM C -39 Concrete Cylinder TESTING & Compressive Strength INSPECTION o Environmental Services o Geotechnical Enaineerina o Construction Materials Testin+ Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 PAGE #1 OF 1 PRINT DATE 5/30/2008 R: \EASTERN IDAH0\2008REPoRTs \E80040C -BOC, REXBURG \C81026.D0C --7 — LlJq o Special I Phone: (208) 359 -3020 Fax: (208) 359 -3024 Other: Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: Parry Thomas Supplier: Walters Truck #: 90 Ticket #: 00798 Mix ID: 111 # Of Yards: 11 of 17 Report #: 006rc Location: Northeast corner footing south to 20' north of south footing MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): 11 Weather Conditions: Clear Cement (lbs): 6325 Ambient Temperature (F): 79 Fly Ash (lbs): ---- - - - - -- Concrete Temp. (ASTM C 1064) (F): 65 Water (gal): 294.212 Time Concrete Batched (from Ticket): 2:08pm Coarse Agg. #1 (lbs): 3 /<" - 18931 Time Representative Concrete Placed: 2:20pm Coarse Agg. #2 (lbs): ---- - - - - -- Air Content (ASTM C 231 or C -173) ( %): 6.1 Fine Agg. #1 (lbs): Sand -14702 Slump (ASTM C 143) (inches): 5 Fine Agg. #2 (lbs): ---- - - - - -- Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): MB -90 — 32 Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): Poz 322N — 317 Water Added (gals): 0 Admix #3 (oz): ---- - - - - -- Set # (if any) 1 Water /Cement Ratio: 0.3882 1.00 28.46 28 May 26, 08 Sampled in accordance with ASTM C 172 anelshear Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: Ap- 28, 08 S peci$ed f c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive 0-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 81026 6.02 12 1.00 28.46 7 May 5, 08 109,740 3860 corie/split 81027 6.02 12 1.00 28.46 28 May 26, 08 137,690 4840 corle/shear PAS S 81028 6.02 12 1.00 28.46 28 May 26, 08 139,150 4890 anelshear PASS 81029 6.02 12 1 1.00 1 28.46 1 28 1 Wy 26 08 1 136,815 1 4810 cone/s hear I PAS S Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. Note: Slump specified as 3" maximum, and air specified as 4.0% maximum. Contractor was notified. If there are questions concerning this report (c81026), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(a mtkid.com • Website: www.mti- id.com MATERIALS TESTING Fr INSPECTION PAGE #1 OF 1 PRINT DATE 5128/2008 R:\EASTERN IDAHO\2008REPDRTS\E80040C- BOC, REXBURG \RPT012RC.DOC o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359 -3020 Fax: (208) 359 -3024 Other: Project: Bank of Commerce, Rexburg Project Manager: Inspector: Inspection Date: Dan King Parry Thomas May 23, 2008 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at floor pad and interior footings. Monitored concrete arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 66 cubic yards of Walters Concrete mix #111 placed at the location noted above, and cast one set of four cylinders. Cylinders: #81656 - #81659 Note: Specifications not provided for slump or air. Slump tested at 7 1 / ", air at 9.25 %, and temperature at 64 °F. Work inspected was in compliance with project plans and specifications, except as noted. If there are questions concerning this report (rpt012rc), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mtina.mti- id.com • Website: www.mti - id.com MATERIALS ASTM C -39 Concrete Cylinder PR PAGE #1 OF 1 INT ATE5282008 TESTING & Compressive Strength RExeu \c 0989.DOC -BOC, INSPECTION o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: Josh Clark Supplier: Walters Truck #: 33 Ticket #: 00723 Mix ID: 110 # Of Yards: 3 of 11 Report #: 005rc Location: Southwest footing corner MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): Cylinder Weather Conditions: Cloudy /windy Cement (lbs): Failure Ambient Temperature (F): 48 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 65 Water (gal): Provided Time Concrete Batched (from Ticket): 2:18pm Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 3:00pm Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C -173) ( %): 8.5 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 5 Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): Company Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): 80990 Set # (if any) 1 Water /Cement Ratio: 1.00 28.46 28 May 23, 08 Sampled in accordance with ASTM C 172 4010 Cylinders cast in accordance with ASTM C31— Field / C 192 - Lab Cast Date: Apr 25, 08 S peCitled f c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C -617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 80989 6.02 12 1.00 28.46 7 May 2, 08 79,960 2810 ccne/split 80990 6.02 12 1.00 28.46 28 May 23, 08 114,040 4010 shear PASS 80991 6.02 12 1.00 28.46 28 May 23, 08 106,375 3740 slur PASS 80992 6.02 12 1 1.00 1 28.46 1 28 1 WV 23 08 1 116,700 1 4100 1 L _ j nor L PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. Note: Slump specified as 3" maximum, and air specified as 4.0% maximum. Contractor was notified of results. If there are questions concerning this report (M0989), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(d�mtkid.com - Website: www.mtkid.com MATERIALS ASTM D -6938 Density of Soil and PRINT D A A1E °za2008 R: \EASTERN ri TESTING & Soil- Aggregate in Place by Nuclear REXBU\RMIRPT010MD.\D00040C -BOC, INSPECTION Methods (Shallow Depth) o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Gary Billman Inspection Date: May 19, 2008 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95 %. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'l. % Pass/ # Density Moisture Density Type Comp. Fail Building pad at 3" below bottom of footing: (8 ") — 12' 1 north and 2'/z' west of northeast corner of bathroom on 135.5 3.2 131.4 A 95 Pass south side 2 (6 ") — 30' south and 5' east of north entrance 135.5 3.3 131.2 A 95 Pass Method of testing: BS is Backscatter; Depth in inches is Direct Transmission Material Type: A: 137.9pcf @ 9.0% Edstrom Pit Rex — 3 /" minus base aggregate ASTM D -698 Gauge Inform MTI# 15 Make &Model. =Troxler3411- Serial #.10465StandardCounts:DS. = 596 MS: 1949 If there are questions concerning this report (rpt010md), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(cDmti- id.com • Website: www.mtkid.com MATERIALS TESTING 6 INSPECTION PAGE #1 OF 1 PRINT DATE 5128/2008 R:\EASTERNIDAHO\2008REPORTS\E80040c- BOC, REXBURG \RPT011 EP.DOC o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: James Mitchell Inspection Date: May 20, 2008 EPDXY INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected 110 drilled holes to a depth of 4'/ inches and a diameter of % inches for dowels to be installed at all exterior walls except southeast building corner pad (25'x12') and work room that are not drilled. MTI confirmed that the holes were cleaned by brush and blown out. Holes are ready for epoxy and dowel installation. Observed injection of Simpson Strong Tie 0 Set Pac EZ epoxy into the holes. MTI witnessed installation of 110 dowels into the holes, and confirmed they received sufficient coating of epoxy. Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rpt011ep), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti @mti- id.com • Website: www.mti- id.com MATERIALS PAGE , OF , D PRINT DATE: MAY 19, 2008 MOISTURE DENSITY / I D AH o \2008 'i- - AH008 REPO RTS \E80040C -BOC, TESTING & PROCTOR TEST REPORT REXBURG\PROCTOR 2604 -s.DOC INSPECTION -7 - /-/_ ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Test Date: April 15, 2008 Lab Technician: Jamie Baugh As requested MTI has pet formed a proctor on the sample referenced below. The testing was performed in accordance with current standards indicated below. The results obtained in our laboratory were as follows: Source and Description: Lone Pine Nursery, pit run, (GP) poorly graded gravel with sand Date Obtained: April 14, 2008 Sieve Size Sample ID• 2604 -S 6.0" 3.0" 2.0" L5" 1.0" Sampling and Preparation: ASTM D75: Moist: Dry: I X I Manual: I X Mechanical: Test Standard: AASHTO T 99: ASTM D 698: AASHTO T 180: Method X ASTM D 1557: Assumed Point Percent Sp. Gr. Number Moisture 2.62 1 2.4 2 4.9 3 7.8 4 10.1 Dry Density 125.0 129.7 132.9 131.9 Maximum Dry Density Uncorrected: 133.0 ASTM D 4718 Correction: 140.9 AsFo and Correction- 142.7 Units Ibs /ft ^3 Ibs /ft ^3 Ibs /ft ^3 Optimum % Moisture 8.4% 6.3% 5.9% Sieve Size Percent Passing 15 6.0" 3.0" 2.0" L5" 1.0" 100 94 88 83 72 3/4" 5/8" 1/2" 3/8" 1/4" #4 #8 #10 #16 #20 #30 #40 #50 #60 #80 #100 64 53 37 15 14 13 13 13 13 12 7 #200 4.8 Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles: correctable up to 30% via ASTM D 4718 and invalid for Oversized Particles greater than 30% retained on the '/4 inch screen. If there are questions concerning this report (proctor 2604 -S), please call us at (208) 529 - 8242. Respectfully Submitted, MATERIALS TESTING & INSPECTION, INC. CC: Tom Romrell, Bank of Commerce: Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 N Skyline Drive #C • Idaho Falls ID 83402 • 208 529 - 8242 • Fax 208 529 -6911 E -Mail mti @mti- id.com • http: / /www.mti- id.com PAGE MATERIALS PRINT DATE: , DE: MAY 19, 200$ MOISTURE DENSITY / I \EASTERN TESTING & DAHO \2008REP°RT 51E800 C, PROCTOR TEST REPORT REXBURG\RR °CTOR 2602-sooc INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Test Date: April 15, 2008 Lab Technician: Jamie Baugh As requested NITI has perforted a proctor on the sample referenced below. The testing was performed in accordance with current standards indicated below. The results obtained in our laboratory were as follows: Source and Description: Building pad, native, (GP) poorly graded gravel with sand Date Obtained: April 14, 2008 Sample ID: 2602 -S Sampling and Preparation: ASTM D75: I X I Moist: I X Dry: Manual: I X Mechanical: Test Standard: AASHTO T 99: AASHTO T 180: Method ASTM D 698: X ASTM D 1557: C Assumed Point Sp. Gr. Number 2.54 1 2 3 4 Percent Moisture 3.3 5.7 7.7 11.8 Dry Density 113.3 119.9 124.9 119.7 Maximum Dry Density Uncorrected: 126.1 ASTM D 4718 Correction: 134.3 As Found Correction: 138.2 Units Ibs /ft ^3 lbs /ft ^3 Ibs /ft ^3 Optimum % Moisture 9.1% 6.4% 5.9% Sieve Size I Percent Passing 31 6.0" 3.0" 2.0" 1.5" 1.0" 100 97 87 82 71 3/4" 5/8" 1/2" 3/8" 1/4" #4 #8 #10 #16 #20 #30 #40 #50 #60 #80 #100 57 49 45 37 31 29 21 12 9 7 5 #200 3.7 Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles, correctable up to 30% via ASTM D 4718 and invalid for Oversized Particles greater than 30% retained on the 3 /4 inch screen. If there are questions concerning this report (proctor 2602 -S), please call us at (208) 529 -8242. Respectfully Submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: Troy A. Posio Eastern Idaho Assistant Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 N Skyline Drive #C • Idaho Falls ID 83402 • 208 529 -8242 • Fax 208 529 -6911 E -Mail mti @mti- id.com . http: / /www.mti- id.com o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Troy Posio Inspection Date: April 24, 2008 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95 %. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'l. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Direct Transmission method at 8" 1 Retest of location #1 from report dated April 23, 2008: 129.9 9.7 118.5 A 96 Pass Finished footing grade Method of testing: BS is Backscatter; Depth in inches is Direct Transmission Material Type: A: 123.9pcf @ 10.1% On site footing trenches — poorly graded sand with silt and gravel ASTM D -698 Gauge Information: MTI # 10 Make & Model: Troxler 3446 " Serial #::25754 S tandardCounts: DS 2446 MS 654 If there are questions concerning this report (rpt004md), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(cDmti- id.com • Website: www.mti- id.com MATERIALS TESTING fs INSPECTION PAGE #1 OF 1 PRINT DATE 5/6/2008 RAEASTERN IDAHO\2008REPORTS\E80040C - BOC, REXBURG \RPT005RC.DOC o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 - 3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Josh Clark Inspection Date: April 25, 2008 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement 20' north of southwest building corner and 20' north of southeast building corner. Monitored concrete arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 11 cubic yards of Walters Concrete mix #110 placed at the location noted above, and cast one set of four cylinders. Cylinders: #80989 480992 Note: Slump tested at 5 (specified as 3" maximum), and air tested at 8.5% (specified as 4.0% maximum). Contractor was notified. Work inspected was in compliance with project plans and specifications, except as noted. If there are questions concerning this report (rpt005rc), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. j 6,� 7��( Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(cDmti- id.com • Website: www.mti- id.com MATERIALS TESTING £r INSPECTION PAGE #1 OF 1 PRINT DATE 516/2008 R1EASTERNIDAHO\2008REPORTS\E80040C- BOC, REXBURG \RPT006RC.DOC o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Project Manager: Inspector: Inspection Date: Phone: (208) 359 -3020 Fax: (208) 359 -3024 Other: Project: Bank of Commerce, Rexburg Dan King Parry Thomas April 28, 2008 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at north footing, east footing to 20' north of south wall, and west footing to 20' south of north footing. Monitored concrete arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of I1 cubic yards of Walters Concrete mix #111 placed at the location noted above, and cast one set of four cylinders. Cylinders: #81026 - #81029 Note: Slump tested at 5" (specified as 3" maximum), and air tested at 6.1% (specified as 4.0% maximum). Contractor was notified. Work inspected was in compliance with project plans and specifications, except as noted. If there are questions concerning this report (rpt006rc), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. 4,-- Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mtina.mti-id.com • Website: www.mti - id.com MATERIALS TESTING £s INSPECTION PAGE Al OF 1 PRINT DATE 4/2112008 RAEASTERNIDAHM2008REPORTME80040c- BOC, REXBURMRPT001.DOC - 7- qg� o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Jamie Baugh Inspection Date: April 14, 2008 INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. MTI lab technician noticed in earthwork section of Bank of Commerce project specifications that both ASTM D -698 and ASTM D -1557 proctors were required. Lab technician called Craig Karst at Neilson Bodily and was given authorization to use only ASTM D -698 proctors. If there are questions concerning this report (rpt001), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell. Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(a2mti- id.com • Website: wvvw.mti- id.com MATERIALS TESTING £s INSPECTION PAGE #1 OF 1 PRINT DATE 512012008 RA BOC, REXBURG \RPT007RC.DOC -21' , 413 � o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Project Manager: Inspector: Inspection Date: Phone: (208) 359 -3020 Fax: (208) 359 -3024 Other: Project: Bank of Commerce, Rexburg Dan King Parry Thomas April 30, 2008 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement starting 36' south of northeast corner going north around northeast corner and 47' west of west wall. Monitored concrete arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 9 cubic yards of Walters concrete mix #111 placed at the location noted above, and cast one set of four cylinders. Slump measured 6 ", air at 5.2 %, and temperature at 60 °F. Cylinders: #81061 - #81064 Note: Slump specification is maximum of 3 "; slump measured 6 ". Air specification is maximum of 2.4% air; air measured at 5.2 %. Work inspected was in compliance with project plans and specifications, except as noted. If there are questions concerning this report (rpt007rc), please contact the project manager at (208) 529 -8242. Respectfully submitted, M ATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(a)mti- id.com • Website: wvvw.mti- id.com '.dIIIIIIIIIIIIII C MATERIALS 1P TESTING £s INSPECTION PAGE #1 OF 1 PRINT DATE 5/2012008 RAEASTERN IDAH0\2008REPORTS\E80040C- 80C, REXBURG \RPT008RC.DOC o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: James Mitchell Inspection Date: May 1, 2008 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at northeast 20' and east side 40' north to south wall. Monitored concrete arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 10 cubic yards of Walters concrete mix #111 06 Class 4000 placed at the location noted above, and cast one set of four cylinders. Cylinders: #81313 - #81316 Note: Air out of specification by 0.5 %. Work inspected was in compliance with project plans and specifications, except as noted. If there are questions concerning this report (rpt008rc), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti()mti- id.com • Website: www.mti- id.com Adm MATERIALS ASTM D -6938 Density of Soil and PRINTO#TE °zu2008 R: \EASTERN TESTING & Soil- Aggregate in Place by Nuclear REXBU2008REPORTB \E80040c -BOC, ra EXBURG \RPT009MD.DOC INSPECTION Methods (Shallow Depth) o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Branden Russell Inspection Date: May 7, 2008 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95 %. The results obtained are as follows: Test Location & Depth *All tests taken using Direct Transmission method at 6" 1 At finish grade: West wall inside footing, 45' south of northwest corner Wet Percent Dry Mat'l. % Pass/ Density Moisture Density Type Comp. Fail 139.2 4.1 131.4 A 95 Pass 2 North wall inside footing, 25' east of northwest corner 140.7 5.0 133.5 A 96 Pass 3 East wall inside footing, 30' south of northeast corner 138.1 4.9 134.5 A 97 Pass 4 South wall inside footing, 40' west of southeast corner 140.5 3.4 132.7 A 95 Pass Method of testing: BS is Backscatter; Depth in inches is Direct Transmission Material Type: A: 138.2pcf @ 5.9% On site — on site material ASTM D -698 Gauge Information: ........ .... ........... MTI #.,15 Make & Model:ITroxler3411 Sial # 10465 _. ..... .. _ . er ..... ................ . ..... . . Standard Counts: DS:' ... ,,........ . 1901 MS ._.._ . 598 If there are questions concerning this report (rpt009md), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(a)mti- id.com • Website: www.mti - id.com MATERIALS ASTM C -39 Concrete Cylinder PAGE #10F1 PRINT DATE 5120/2008 R: \EASTERN tj TESTING & Compressive Strength RE�� GOc8131 -BOC, INSPECTION o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359 -3020 Fax: (208) 359 -3024 Other: Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: James Mitchell Supplier: Walters Truck #: 84 Ticket #: 00954 Mix ID: 111 Rex 06 Class 4000 # Of Yards: 4 of 10 Report #: 008rc Location: Northeast 20' and east side 40' north to south wall MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): 10 Weather Conditions: Cool, cloudy Cement (lbs): Failure Ambient Temperature (F): 57 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 65 Water (gal): Provided Time Concrete Batched (from Ticket): 2:32pm Coarse Agg. #I (lbs): By Time Representative Concrete Placed: 3:15pm Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C -173) ( %): 8.0 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 5'/� Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): Company Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): 81314 Set # (if any) 1 Water /Cement Ratio: 1.00 27.90 28 Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: May 1, 08 S peclfled fc (p6 U: 4000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C -617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 81313 5.96 12 1.00 27.90 7 May8, 08 99,475 3570 shear 81314 5.96 12 1.00 27.90 28 81315 5.96 12 1.00 27.90 28 81316 5.96 12 1 1.00 1 27.90 1 H Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — AS 1'M C 1231 neoprene pacts useu unless ornerwise notea. Note: Air specification requires 6.0% f 1.5 %; air out of specification by 0.5 %. Contractor notified. If there are questions concerning this report (c81313), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(amti- id.com • Website: www.mti- id.com MATERIALS ASTM C -39 Concrete Cylinder PRIPAGE 1 OF 1 NT D#TTr52012008 CP TESTING & Compressive Strength REXBURG \C81061 Doc80040c -BOC, INSPECTION o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359 -3020 Fax: (208) 359 -3024 Other: Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: Parry Thomas Supplier: Walters Truck #: 38 Ticket #: 00917 Mix ID: 111 # Of Yards: 9 Report #: 007rc Location: Northeast corner stem wall MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): 9 Weather Conditions: Cloudy Cement (lbs): 5175 Ambient Temperature (F): 52 Fly Ash (lbs): ---- - - - - -- Concrete Temp. (ASTM C 1064) (F): 60 Water (gal): 2418 Time Concrete Batched (from Ticket): 2:54pm Coarse Agg. #1 (lbs): %-15489 Time Representative Concrete Placed: 3:30pm Coarse Agg. #2 (lbs): ---- - - - - -- Air Content (ASTM C 231 or C -173) ( %): 5.2 Fine Agg. #1 (lbs): Sand— 12039 Slump (ASTM C 143) (inches): 6 Fine Agg. #2 (lbs): ---- - - - - -- Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): MB -90 — 26 Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): Poz322M — 259 Water Added (gals): 0 Admix #3 (oz): ---- - - - - -- Set # (if any) 1 Water /Cement Ratio: 0.3900 28.18 28 Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: Apr30, 08 Spedfledfc (PS D: 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C -617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 81061 5.99 12 1.00 28.18 7 May 7, 08 124,495 4420 caie/shear 81062 5.99 12 1.00 28.18 28 81063 5.99 12 1.00 28.18 28 81064 5.99 12 1 1.00 1 28.18 1 H Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c81061), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(a )mti- id.com • Website: www.mti - id.com MATERIALS ASTM C -39 Concrete Cylinder PAGE #10F1 PRINT DATE 5120/2008 R: \EASTERN Cp TESTING & Compressive Strength REXa RMC81026DOC -BOC, INSPECTION o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: Parry Thomas Supplier: Walters Truck #: 90 Ticket #: 00798 Mix ID: 111 # Of Yards: 11 of 17 Report #: 006rc Location: Northeast corner footing south to 20' north of south footing MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): 11 Weather Conditions: Clear Cement (lbs): 6325 Ambient Temperature (F): 79 Fly Ash (lbs): ---- - - - - -- Concrete Temp. (ASTM C 1064) (F): 65 Water (gal): 294.212 Time Concrete Batched (from Ticket): 2:08pm Coarse Agg. #1 (lbs): 33 /a" - 18931 Time Representative Concrete Placed: 2:20pm Coarse Agg. #2 (lbs): ---- - - - - -- Air Content (ASTM C 231 or C -173) ( %): 6.1 Fine Agg. #1 (lbs): Sand -14702 Slump (ASTM C 143) (inches): 5 Fine Agg. #2 (lbs): ---- - - - - -- Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): MB -90 — 32 Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): Poz 322N — 317 Water Added (gals): 0 Admix #3 (oz): ---- - - - - -- Set # (if any) 1 Water /Cement Ratio: 0.3882 1.00 28.46 28 Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: Apr 28, 08 S pedfled fc (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C -617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 81026 6.02 12 1.00 28.46 7 May 5, 08 109,740 3860 come/split 81027 6.02 12 1.00 28.46 28 81028 6.02 12 1.00 28.46 28 81029 1 6.02 12 1 1.00 1 28.46 1 H Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. Note: Slump specified as 3" maximum, and air specified as 4.0% maximum. Contractor was notified. If there are questions concerning this report (c81026), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(cDmti- id.com • Website: www.mti- id.com MATERIALS ASTM C -39 Concrete Cylinder PAGE #10F1 PRINT DATE 5/20/2008 R7STERN TESTING & Compressive Strength RExsu \c 09 9ooc80040c -BOC, INSPECTION o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359 -3020 Fax: (208) 359 -3024 Other: Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: Josh Clark Supplier: Walters Truck #: 33 Ticket #: 00723 Mix ID: 110 # Of Yards: 3 of 11 Report #: 005rc Location: Southwest footing corner MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): Cylinder Weather Conditions: Cloudy /windy Cement (lbs): Failure Ambient Temperature (F): 48 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 65 Water (gal): Provided Time Concrete Batched (from Ticket): 2:18pm Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 3:00pm Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C -173) ( %): 8.5 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 5'/� Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): Company Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): 80990 Set # (if any) 1 Water /Cement Ratio: 1.00 28.46 28 Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: Apr 25, 08 S pecified fc (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C -617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 80989 6.02 12 1.00 28.46 7 May 2, 08 79,960 2810 cone/split 80990 6.02 12 1.00 28.46 28 80991 6.02 12 1.00 28.46 28 80992 6.02 12 1 1.00 1 28.46 1 H Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. Note: Slump specified as 3" maximum, and air specified as 4.0% maximum. Contractor was notified of results. If there are questions concerning this report (c80989), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mtito)mti- id.com • Website: www.mti- id.com MATERIALS ASTM C -39 Concrete Cylinder PR PAGE #1 OF 1 INT ATE7162008 TESTING Compressive Strength REXB RG \C81876.DOC -BOC, INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359 -3020 i Fax: (208) 359 -3024 Other: Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: Jared Russell Supplier: Walters Truck #: 38 Ticket #: 02202 Mix ID: 112 # Of Yards: 11 Report #: 015co Location: MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): 11 Weather Conditions: Cloudy Cement (lbs): Failure Ambient Temperature (F): 78 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 71 Water (gal): Provided Time Concrete Batched (from Ticket): 3:02pm Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 3:40pm Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C -173) ( %): 7.0 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 2' /z Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): Company Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): 81877 Set # (if any) 1 Water /Cement Ratio: 1.00 28.27 28 Jul 30, 08 Sampled in accordance with ASTM C 172 5070 Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: Jun 2, 08 S pecifled f C (psi): 4000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C -617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 81876 6 12 1.00 28.27 7 Jun n 9, 08 111,390 3940 shear 81877 6 12 1.00 28.27 28 Jul 30, 08 143,400 5070 Corse PASS 81878 6 12 1.00 28.27 28 Jun 30, 08 145,705 5150 shear PASS 81879 1 6 12 1 1.00 1 28.27 1 28 1 J Ln 30 08 1 145 065 5130 1 1 ggDg s hear PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c81876), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(@mti-id.com • Website: www.mti- id.com M ATERIALS PAGE , 1 D PRINT DATE : JUNE 12, 2008 MOISTURE DENSITY I RI\EASTERN TESTING � � IDAHO \2008REPORTS \E80040C - BOC, co PROCTOR TEST REPORT RExBt)RG\PROCTOR 2603 -s.DOC INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Test Date: Apri118, 2008 Lab Technician: Jamie Baugh As requested MTI has perfonned a proctor on the sample referenced below. The testing was perfonned in accordance with current standards indicated below. The results obtained in our laboratory were as follows: Source and Description: Edstrom Pit, Rexburg, 3 /4" aggregate base, (GP -GM) poorly graded gravel with silt and sand Date Obtained: April 14, 2008 Percent Passing 30 Sample ID: 2603 -S 26 25 Sampling and Preparation: ASTM D75: I X I Moist: I X Dry: Manual: I X Mechanical: Test Standard: AASHTO T 99: ASTM D 698: X AASHTO T 180: ASTM D 1557: Method C Assumed Point Percent Sp. Gr. Number Moisture 2.62 1 3.4 2 5.6 3 7.3 4 10.8 Dry Density 127.6 129.0 134.7 131.7 Maximum Dry Density Uncorrected: 137.9 ASTM D 4718 Correction: N/A As Fo und Correction: N/A Units 1bs /ft ^3 Ibs /ft ^3 Ibs /ft ^3 Optimum % Moisture 9.0% N/A N/A Sieve Size Percent Passing 30 6.0" 3.0" 2.0" 1.5" 1.0 26 25 23 3/4" 100 5/8" 1/2" 3/8" 1/4" #4 #8 #10 #16 #20 #30 #40 #50 77 59 38 31 30 28 26 25 23 aU •+.0 a.0 U.0 [.0 U.0 960 Percent Moisture 980 #100 11 #200 5.4 Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles; correctable up to 30% via ASTM D 4718 and invalid for Oversized Particles greater than 30% retained on the 3 /4 inch screen. If there are questions concerning this report (proctor 2603 -S), please call us at (208) 529 -8242. Respectfully Submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: Troy A. Posio Eastern Idaho Assistant Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 N Skyline Drive #C • Idaho Falls ID 83402 • 208 529 -8242 • Fax 208 529 -6911 E -Mail mti @mti- id.com • http: / /www.mti- id.com Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359 -3020 Fax: (208) 359 -3024 Project: Bank of Commerce, Rexburg Test Date: April 15, 2008 Lab Technician: Jamie Baugh As requested MTI has performed a proctor on the sample referenced below. The testing was performed in accordance with current standards indicated below. The results obtained in our laboratory were as follows: Source and Description: Lone Pine Nursery, pit run, (GP) poorly graded gravel with sand Date Obtained: April 14, 2008 sieve I Size Sample ID: 2604 -S 6.0" 3.0" 2.0" 1.5" 1.0" Sampling and Preparation: ASTM D75: Moist: Dry: I X I Manual: I X Mechanical: Test Standard: AASHTO T 99: ASTM D 698: AASHTO T 180: Method X ASTM D 1557: Assumed Point Percent Sp. Gr. Number Moisture 2.62 1 2.4 2 4.9 3 7.8 4 10.1 Dry Density 125.0 Uncorrected: 129.7 132.9 ASTM D 4718 Correction: 131.9 As round Correction: Maximum Dry Density 133.0 140.9 142.7 Units Ibs /ft ^3 Ibs /ft ^3 Ibs /ft ^3 Optimum /o Moisture 8.4% 6.3% 5.9% sieve I Size rercent Passing 53 6.0" 3.0" 2.0" 1.5" 1.0" 100 94 88 83 72 3/4" 64 5/8" 1/2" 53 3/8" 37 1/4" #4 15 #8 14 #10 13 #16 13 #20 #30 13 #40 13 #50 12 #60 #80 #100 7 #200 4.8 Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles; correctable up to 30% via ASTM D 4718 and invalid for Oversized Particles greater than 30% retained on the 3 /4 inch screen. If there are questions concerning this report (proctor 2604 -S), please call us at (208) 529 -8242. Respectfully Submitted, MATERIALS TESTING & INSPECTION, INC. CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA. Val Christensen, City of Rexburg Building Department 1230 N Skyline Drive #C • Idaho Falls ID 83402 . 208 529 -8242 • Fax 208 529 -6911 E -Mail mti @mti- id.com • http: / /www.mti- id.com MATERIALS TESTING 6 INSPECTION PAGE 111 OF 1 PRINT DATE 6/22/2008 RAEASTERN IDAH0\2008REPORTME80040c- BOC, REXBURG \RPT020RC.DOC ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Branden Garrett Inspection Date: June 16, 2008 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at slab on drive thru south of southern -most footing (adjacent). Monitored concrete arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 15'/2 cubic yards of Walters Concrete mix #112 placed at the location noted above, and cast one set of four cylinders. Cylinders: #82069 - #82072 Note: No specifications were available on site. MTI performed inspection based on contractor and architect's recommendations. Work inspected was in compliance with project plans and specifications, except as noted. If there are questions concerning this report (rpt02Orc), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(o )mti- id.com 9 Website: www.mti- id.com MATERIALS ASTM C -39 Concrete Cylinder PAGE #10F1 PRINT DATE 6120/2008 R: \EASTERN TESTING Fr Compressive Strength REX U\RG\C81876. pC8 °04OC -B ° °, INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: Jared Russell Supplier: Walters Truck #: 38 Ticket #: 02202 Mix ID: 112 # Of Yards: 11 Report #: 015co Location: MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): 11 Weather Conditions: Cloudy Cement (lbs): Compressive Ambient Temperature (F): 78 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 71 Water (gal): Provided Time Concrete Batched (from Ticket): 3:02pm Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 3:40pm Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C -173) ( %): 7.0 Fine Agg. 41 (lbs): Redi Slump (ASTM C 143) (inches): 2'/� Fine Agg. 42 (lbs): Mix Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): Company Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) 1 Water /Cement Ratio: 12 1.00 28.27 28 Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: Jun 2, 08 Specified f'c (psi): 4000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C -617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 81876 6 12 1.00 28.27 7 Jun 9, 08 111,390 3940 shear 81877 6 12 1.00 28.27 28 81878 6 12 1.00 28.27 28 81879 6 12 1 1.00 1 28.27 1 H Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c81876), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(a�mtkid.com • Website: www.mti - id.com MATERIALS ASTM D -6938 Density of Soil and PR PAGE OF i INT D R: \EASTERN TESTING & Soil- Aggregate in Place by Nuclear RExi3U2OOSREPORTS \E80040C -BOC, EXB URG \RPT019M D. DOC INSPECTION Methods (Shallow Depth) ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Gary Billman Inspection Date: June 13, 2008 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95 %. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'l. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Backscatter method I At 12" from top of grade: 4' west of middle pillar of drive- 136.8 3.6 132.1 A 96 Pass thru window entrances of #1 and #2 on west side 2 5' north and 5' west of south middle pillar of drive -thru 137.0 4.0 131.8 A 96 Pass windows #1 and #2 entryway 3 12' south and 7' east of south middle pillar of drive -thru 137.0 3.9 131.9 A 96 Pass windows entryway on west side Method of testing: BS is Backscatter; Depth in inches is Direct Transmission Material Type: A: 137.9pcf @ 9.0% Edstrom Pit -'4" minus base /poorly graded gravel with silt and sand ASTM D -698 Gauge Information: _._ MTI #: 17 , Make & N1odeLCPNMGI Serial #:!M19123941 Standard Counts DS:., 2591 MS 736 MTI inspector arrived on site to perform compaction testing on 3 4 inch aggregate base material placed on entryways of drive -thru windows #1 and #2 on west side of structure. Per report dated June 12, 2008, a retest was needed. MTI performed retest on June 13, 2008 and found compaction to be at or greater than 95% of an ASTM D -698. If there are questions concerning this report (rpt019md), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(o)mti- id.com * Website: www.mti - id.com MATERIALS TESTING 6 INSPECTION PAGE #1 OF 1 PRINT DATE 6/20/2008 RAEASTERN IDAHO\2008REPORTS\E80040C BOC, REXBURG \RPT018SWE.DOC ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO BOX 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Josh Clark Inspection Date: June 13, 2008 STRUCTURAL STEEL WELDING INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Arrived on site and inspected welders' qualification papers; they were current. Visually inspected the completed welding performed by qualified welders using a SMAW process with E -7018 electrodes. Inspection consisted of complete joint penetration welds and single pass fillet welds at w -beam to plate and plate to beam and columns at drive -thru. Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rpt018swe), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(o)mti- id.com • Website: www.mti - id.com MATERIALS TESTING & INSPECTION PAGE #1 OF 1 PRINT DATE 6/2012008 RAEASTERN IDAHO\2008REPORTS\E80040C- BOC, REXBURG \RPT017.DOC ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Branden Russell Inspection Date: June 12, 2008 INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. MTI inspector arrived on site and performed density testing on 3 / " aggregate at the drive -thru teller lanes. Tests failed and contractor proceeded to use a roller to obtain compaction. During compaction, a thunderstorm cam through resulting in standing water on the site. MTI decided to not test with nuclear gauge with such excessive water on ground. MTI recommended to contractor to let material dry and have tests done at another time. If there are questions concerning this report (rpt017), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(@mti- id.com • Website: www.mti- id.com MATERIALS TESTING 6 INSPECTION PAGE #1 OF 1 PRINT DATE 6/20/2008 RAEASTERNIDAHO\2008REPORTS\E80040G- BOC, REXBURG \RPT016.DOC ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Josh Clark Inspection Date: June 10, 2008 INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. MTI inspector arrived on site to observe welding for the day. Upon arrival, inspector visually inspected welds of gusset plate to beam (per detail 8 on S3.1, which called for full penetration welds at plate to column). This was not done; only partial penetration welds were made. The engineer was contacted and it was decided that the bottom flange of beam would be full penetration instead. Welder and contractor are aware of change. These welds will need to be tested by Ultrasonic at a future date. If there are questions concerning this report (rpt016), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(u)mti- id.com • Website: www.mti- id.com MATERIALS ASTM D -6938 Density of Soil and PR PAGE OF 1 INTD /2008 TESTING & Soil-Ag in Place b Nuclear RE EASTERN (� re (� (� Y IDAHO\2008REPORTS \E80040c - BOC, ;J ;J� REXBURG \RPT002MD.DOC INSPECTION Methods (Shallow Depth) ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO BOX 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Sarah Taylor Inspection Date: April 17, 2008 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95 %. The results obtained are as follows: Test Location & Depth Wet # Density *All tests taken using Direct Transmission method at 4" 1 20' east of northwest corner of north wall at grade 129.0 Method of testing: BS is Backscatter; Depth in inches is Direct Tr Material Type: A: 123.9pcf @ 10.1% On site — sandy gravel Percent Dry Mat'l. % Pass/ Moisture Density Type Comp. Fail 15.9 111.3 A 90 FAIL ansmission ASTM D -698 Gauge Information: MTI #: 30 Make & Model: Troxler 3411 Serial #: 17582 Standard Counts: DS: 2085 MS: 630 If there are questions concerning this report (rpt002md), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(a)mti- id.com • Website: www.mti- id.com MATERIALS ASTM C -39 Concrete Cylinder PAGE#10F1 PRINT DATE 6/26/2008 R:7STERN TESTING & Compressive Strength RExBURG\c81 56.00 E80040C -BOC, fJ RExBURG \C81656.DOC INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: Parry Thomas Supplier: Walters Truck #: 35 Ticket #: 01862 Mix ID: 111 # Of Yards: 11 of 66 Report #: 012rc Location: Southwest corner of pad MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): 11 Weather Conditions: Clear Cement (lbs): Failure Ambient Temperature (F): 50 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 64 Water (gal): Provided Time Concrete Batched (from Ticket): 6:51am Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 7:40am Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C -173) ( %): 9.25 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 7 1 /4 Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): Company Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): 81657 Set # (if any) 1 Water /Cement Ratio: 1.00 28.27 28 Jun 20, 08 Sampled in accordance with ASTM C 172 3410 Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: May 23, 08 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C -617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 81656 6.02 12 1.00 28.46 7 May 30, 08 80,185 2820 shear 81657 6 12 1.00 28.27 28 Jun 20, 08 96,325 3410 shear PASS 81658 6 12 1.00 28.27 28 Jun 20, 08 95,125 3360 shear PASS 81659 6 12 1 1.00 1 28.27 1 28 1 Jun 20, 081 89,695 1 3170 1 1 shear I PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c81656), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ,611 Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti<a7mti- id.com • Website: www.mti- id.com Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359 -3020 Fax: (208) 359 -3024 Other: Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: Branden Garrett Supplier: Walters Truck #: 90 Ticket #: 02713 Mix ID: 112 # Of Yards: 15'/2 Report #: 020rc Location: Western half of drive thru area on southern-most region (slab 6 ") MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): 7 3 /a Weather Conditions: Clear Cement (lbs): Compressive Ambient Temperature (F): 79 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 68 Water (gal): Provided Time Concrete Batched (from Ticket): 9:36am Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 10:30am Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C -173) ( %): 2.8 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 5 Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): Company Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) I Water /Cement Ratio: 12 1.00 28.27 28 Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: Jun 16, 08 Specified f'c (psi): 4000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C -617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 82069 6 12 1.00 28.27 7 Jun 23, 08 85,470 3020 shear 82070 6 12 1.00 28.27 28 82071 6 12 1.00 28.27 28 82072 6 12 1 1.00 1 28.27 1 28 Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c82069), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ,6 11 4 — Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti ata)mti- id.com • Website: www.mti - id.com MATERIALS ASTM D -6938 Density of Soil and PR PAGE NTDAAT�E6 /29/2008 R: \EASTERN TESTING & Soil- Aggregate in Place by Nuclear REXBU2008REPORTS \E80040c - BOC, ri EXBURG \RPT021 MD.DOC INSPECTION Methods (Shallow Depth) ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Branden Russell Inspection Date: June 20, 2008 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95 %. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'l. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Direct Transmission method at 6" At subgrade elevation: West parking lot, 10' east and 25' 1 south of west entrance 134.6 3.0 130.8 A 95 Pass 2 West parking lot, 15' east and 110' south of west entrance 136.6 3.6 131.8 A 95 Pass 3 North parking lot, center 140.5 3.0 136.4 A 98 Pass East parking lot, 35' east and 15' south of northeast 4 building corner 137.3 4.6 131.3 A 95 Pass 5 South parking lot, 20' north from light post 137.9 4.7 131.7 A 95 Pass Method of testing: BS is Backscatter; Depth in inches is Direct Transmission Material Type: A: 138.2pcf @ 5.9% On site — pit run ASTN D -698 Gauge Information: MTI #: 19 Make & Model: Troxler 3411 Serial #: 9857 Standard Counts: DS: 1990 MS. ; 488 If there are questions concerning this report (rpt021 md), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(a)mti- id.com • Website: www.mti- id.com ASTM C -39 Concrete Cylinder PAGE #10F1 MATERIALS PRINT DATE 7/25 12008 R: \EASTERN CP TESTING Compressive Strength 1DA U \20 PoRT INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: Branden Garrett Supplier: Walters Truck #: 90 Ticket #: 02713 Mix ID: 112 # Of Yards: 15% Report #: 020rc Location: Western half of drive thru area on southern -most region (slab 6 ") MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): 7'/< Weather Conditions: Clear Cement (lbs): Failure Ambient Temperature (F): 79 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 68 Water (gal): Provided Time Concrete Batched (from Ticket): 9:36am Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 10:30am Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C -173) ( %): 2.8 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 5 Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): Company Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): 82070 Set # (if any) 1 Water /Cement Ratio: 1.00 - 28.27 28 Jul 41, 08 Sampled in accordance with ASTM C 172 4000 Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: Jun 16, 08 Specified f'c (psi): 4000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C -617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 82069 6 12 1.00 28.27 7 Jun 23, 08 85,470 3020 shear 82070 6- -12 1.00 - 28.27 28 Jul 41, 08 - 113,115 4000 cone / shear PASS 82071 6 12 1.00 28.27 28 Jul 14, 08 1 112,295 3970 cone/shearl FAIL 82072 6 12 1.00 28.27 1 28 1 Jul 14, 08 117,535 4160 cone /shear PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c82069), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti (o)mti- id.com • Website: www.mti - id.com PRINT MATERIALS ASTM C -39 Concrete Cylinder R:Ens7ARN842008 TESTING & Compressive Strength REXBU\RGOc81313.DDoc 80040C -B ° °, INSPECTION o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359 -3020 Fax: (208) 359 -3024 Other: Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: James Mitchell Supplier: Walters Truck #: 84 Ticket #: 00954 Mix ID: 111 Rex 06 Class 4000 # Of Yards: 4 of 10 Report #: 008rc Location: Northeast 20' and east side 40' north to south wall MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): 10 Weather Conditions: Cool, cloudy Cement (lbs): Compressive Ambient Temperature (F): 57 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 65 Water (gal): Provided Time Concrete Batched (from Ticket): 2:32pm Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 3:15pm Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C -173) ( %): 8.0 Fine Agg. #I (lbs): Redi Slump (ASTM C 143) (inches): 5%2 Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): Company Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): May 29, 08 Water Added (gals): 0 Admix #3 (oz): cor letshear Set # (if any) 1 Water /Cement Ratio: 12 1.00 27.90 28 May 29, 08 Sampled in accordance with ASTM C 172 corle/shear Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: M 1, 08 Specifiedfc(psi): 4000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C -617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 81313 5.96 12 1.00 27.90 7 May 8, 08 99,475 3570 shear 81314 5.96 12 1.00 27.90 28 May 29, 08 116,460 4170 cor letshear PASS 81315 5.96 12 1.00 27.90 28 May 29, 08 119,460 4280 corle/shear PASS 81316 5.96 12 1 1.00 1 27.90 1 28 1 Wy 29 08 1 121,810 1 4370 1 1 2g2?Jshear PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. Note: Air specification requires 6.0% f 1.5 %; air out of specification by 0.5 %. Contractor notified. If there are questions concerning this report (c81313), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti00tkid.com • Website: www.mti- id.com MATERIALS ASTM C -39 Concrete Cylinder PAGE #10F1 PRINT DATE 6/4/2008 R: \EASTERN 16 TESTING & Compressive Strength REX8URGOC81061RDOC80040C -BOC, INSPECTION o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: Parry Thomas Supplier: Walters Truck #: 38 Ticket #: 00917 Mix ID: 111 # Of Yards: 9 Report #: 007rc Location: Northeast corner stem wall MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): 9 Weather Conditions: Cloudy Cement (lbs): 5175 Ambient Temperature (F): 52 Fly Ash (lbs): ---- - - - - -- Concrete Temp. (ASTM C 1064) (F): 60 Water (gal): 2418 Time Concrete Batched (from Ticket): 2:54pm Coarse Agg. #1 (lbs): 3 / -15489 Time Representative Concrete Placed: 3:30pm Coarse Agg. #2 (lbs): ---- - - - - -- Air Content (ASTM C 231 or CA 73) ( %): 5.2 Fine Agg. #1 (lbs): Sand —12039 Slump (ASTM C 143) (inches): 6 Fine Agg. #2 (lbs): ---- - - - - -- Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): MB -90 — 26 Yield (ASTM C 138): ---- - - - - -- Admix 42 (oz): Poz322M —259 Water Added (gals): 0 Admix #3 (oz): ---- - - - - -- Sea # (if any) 1 Water /Cement Ratio: 0.3900 28.18 28 May 28, 08 Sampled in accordance with ASTM C 172 5750 Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: Apr 30, 08 S pEnfied fc (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C -617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 81061 5.99 12 1.00 28.18 7 May7, 08 124,495 442Ci cai /shear 81062 5.99 12 1.00 28.18 28 May 28, 08 162,175 5750 shear PASS 81063 5.99 12 1.00 28.18 28 May 28, 08 162,685 5770 oorielshear PASS 81064 5.99 12 1 1.00 1 28.18 1 28 1 WV 28 08 1 162,945 1 5780 1 1 Cor g hear PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c81061), please contact the project manager at (208) 529 -8242. Respectfully submitted, M ATERIALS TESTING & INSPECTION INC. Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(cDmti- id.com 9 Website: www.mti- id.com MATERIALS TESTING 6 INSPECTION PAGE #1 OF 1 PRINT DATE 6/4/2008 RAEASTERN IDAHM2008REPORME80040C- BOC, REXBURG\RPT015CO.DOC o Environmental Services o Geotechnical Engineering o Construction Mate°ials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO BOX 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Jared Russell Inspection Date: June 2, 2008 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at four columns south of building, two columns north of building, six columns west of building, and exterior stem walls of mechanical area. Monitored concrete arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 11 cubic yards of Walters Concrete mix #112 placed at the locations noted above, and cast one set of four cylinders. Cylinders: #81876 - #81879 Note: Reference concrete specifications on page 03300 and reinforcing stee;I details on page S1.1. Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rpt01 Sco), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(U)mti- id.com • Website: www.mti- id.com MATERIALS ASTM C -39 Concrete Cylinder RAE.4Sr#ERN64OF 1 I2008 ri TESTING & Compressive Strength REXBURGaC81656.0080040c -BOC, INSPECTION o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Permit #: 07 -00434 Contractor: Bateman Hall Inspector: Parry Thomas Supplier: Walters Truck #: 35 Ticket #: 01862 Mix ID: 111 # Of Yards: 11 of 66 Report #: 012rc Location: Southwest corner of pad MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Batch Size (cy): 11 Weather Conditions: Clear Cement (lbs): Compressive Ambient Temperature (F): 50 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 64 Water (gal): Provided Time Concrete Batched (from Ticket): 6:51am Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 7:40am Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C -173) ( %): 9.25 Fine Agg. #I (lbs): Redi Slump (ASTM C 143) (inches): 7'/4 Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---- - - - - -- Admix #1 (oz): Company Yield (ASTM C 138): ---- - - - - -- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) I Water /Cement Ratio: 12 1.00 28.46 28 Sampled in aci ordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 — Field / C 192 - Lab Cast Date: May 23, 08 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 81656 6.02 12 1.00 28.46 7 May 30, 08 80,185 2820 shear 81657 6.02 12 1.00 28.46 28 81658 6.02 12 1.00 28.46 28 81659 6.02 12 1 1.00 1 28.46 1 H Notes: Cylinder diameter based on average for indicated test date; ASTM C -617 is a sulfur cap — ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c81656), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. Reviewed by: George DuPont Corporate Construction Services Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(a)mti- id.com • Website: www.mti- id.com MATERIALS ASTM D -6938 Density of Soil and PR PAG E INT DA E °42008 R: \EASTERN TESTING & Soil- Aggregate in Place by Nuclear REXBU2008REPORTS \E80040C - BOC, CP EXBURG \RPT014MD.DOC INSPECTION Methods (Shallow Depth) o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Branden Russell Inspection Date: May 28, 2008 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95 %. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'l. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Direct Transmission method at 6" 1 Pillars on south side of building: Southwest pillar at 4' below finish grade 128.1 9.2 117.3 A 95 Pass 2 Northwest pillar at 5' below finish grade 125.5 6.3 118.0 A 95 Pass 3 Southeast pillar at 5' below finish grade 129.0 9.1 118.2 A 95 Pass 4 Northeast pillar at 5' below finish grade 129.8 5.4 118.7 A 95 Pass Method of testing: BS is Backscatter; Depth in inches is Direct Transmission Material Type: A: 123.9pcf @ 10.1% On site — native silty gravel ASTM D -698 Gauge Information: MIT # ,15 ; Make & Model: Troxler 3411- Serial #:' 10465 S 579 tanr �__,_„__,,..,.,,�.. Counts: DS: DS: 1923 MS: _....... dad C ? If there are questions concerning this report (rpt014md), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(a)mti- id.com • Website: www.mti- id.com MATERIALS TESTING 6 INSPECTION PAGE 111 OF 1 PRINT DATE 6/4/2008 RAEASTERN IDAHD\2008REPORT8\E80040c- BOC, REXBURG \RPT013.DOC o Environmental Services o Geotechnical Engineering o Construction Materials Testing o Special Inspections Val Christensen Phone: (208) 359 -3020 City of Rexburg Building Department Fax: (208) 359 -3024 PO Box 280 Other: Rexburg, ID 83440 Project: Bank of Commerce, Rexburg Project Manager: Dan King Inspector: Josh Clark Inspection Date: May 27, 2008 INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. MTI inspector arrived on site to perform soil density testing on the column pads in drive -thru area. When MTI walked on material, the material displaced due to over - saturation and is unstable and therefore, untestable at this time. If there are questions concerning this report (rpt013), please contact the project manager at (208) 529 -8242. Respectfully submitted, MATERIALS TESTING & INSPECTION, INC. Reviewed by: George DuPont Corporate Construction Services Manager CC: Tom Romrell, Bank of Commerce; Craig Karst, Nielson Bodily & Associates, PA; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax: 208 529 -6911 Email: mti(@mti- id.com . Website: www.mti - id.com a �•� 0700434 The Bank of Commerce BANK OF COMMERCE REXBURG BRANCH STRUCTURAL DESIGN CALCULATIONS FOR THE NEW BANK OF COMMERCE IN REXBURG, IDAHO Prepared For: Nielson Bodily & Associates P.A. Idaho Falls, Idaho Designed by: Mark D. Andrus, PE Project #07405 TABLE OF CONTENTS DESCRIPTION PAGE General Design Criteria 1.1 Design Load Calculations 2.1 -2.10 Lateral Design (wind & seismic) 3.1 -3.7 Roof Framing & Header Designs 4.1 -4.25 Foundation Design 5.1 -5.5 J i 4 Telephone: (208) 523 -6918 G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 E -mail: gs @gsengineers.net Fax: (208) 523 -6922 GENERAL DESIGN CRITERIA Project: Bank of Commerce (Project #07405) Location: Rexburg, Idaho Building Code: 2003 International Buildinq Code (IBC) Design Loads: Roof: Snow Load (SL): 35 PSF (Importance factor = 1.1) Dead Load (DL): 20 PSF Floor: 4" Concrete slab on grade Soil: Allowable design soil pressure: 1500 PSF Wind: 90 -mph 3- second gust Exposure C Importance factor: 1.0 Seismic: Ss = 60.6% g Sys = .531 g S1 = 19.3% g SM = .261 g Site class D Design Category D Importance factor 1.0 R = 6.5 20% snow weight included in seismic calculations Sheet 1.1 t G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 JOB TITLE Bank of Commerce JOB NO. CALCULATED BY M. Andrus CHECKED BY M. Andrus SHEET NO. DATE DATE www.s CODE SUMMARY Code: International Building Code 2003 Live Loads: Roof 0 to 200 sf: 18 psf 200 to 600 s£ 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12 psf Floor N/A Stairs & Exitways N/A Balcony N/A Mechanical N/A Partitions N/A Dead Loads: Floor slab on grade Roof 20.0 psf Roof Snow Loads: Design Roof Snow load = 35.0 psf Flat Roof Snow Load Pf = 35.0 psf Snow Exposure Factor Ce = 1.00 Importance Factor I = 1.00 Thermal Factor Ct = 1.00 Ground Snow Load Pg = 50.0 psf Rain on Snow Surcharge = 0.0 psf Sloped -roof Factor Cs = 1.00 Wind Design Data: Basic Wind speed 90 mph Mean Roof Ht (h) 20.0 ft Building Category II Importance Factor 1.00 Exposure Category C Enclosure Classif. Enclosed Building Internal pressure Coef. +/ -0.18 Directionality (Kd) 0.85 Earthquake Design Data: Seismic Use Group: = I Importance Factor I = 1.00 Mapped spectral response Ss = 60.60 %g accelerations S1 = 19.30 %g Site Class = D Spectral Response Coe£ Sds = 0.531 Shc = 0.261 Seismic Design Category = D Basic Structural System = Bearing Wall Systems Seismic Resisting System = Light frame walls with shear panels - wood structural panels /sheet steel pane Design Base Shear V = 0.082W Seismic Response Coe£ Cs = 0.082 Response Modification Factor R = 6.5 Analysis Procedure = Equivalent Lateral -Force Analysis Z� � l G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 JOB TITLE Bank of Commerce JOB NO. CALCULATED BY M. Andrus CHECKED BY M. Andrus SHEET NO. DATE 7/13/07 DATE www.struware.com Code Search I. Code: International Building Code 2003 II. Occupancy: Occupancy Group = B Business III. Type of Construction: Fire Rating: Roof= 0.0 hr Floor = 0.0 hr IV. Live Loads: Roof angle (0) 6.00 / 12 26.6 deg Roof 0 to 200 sf: 18 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12 psf Floor N/A Stairs & Exitways N/A Balcony N/A Mechanical N/A Partitions N/A V. Wind Loads: ASCE 7 - 02 Importance Factor 1.00 Basic Wind speed 90 mph 1ft c�3 "iYai t Directionality (Kd) 0.85 Mean Roof Ht (h) 20.0 ft Parapet ht above grd 0.0 ft 2D RIDGE or X AXIS'>FI* METRICAL HILL Exposure Category C 2,7- Enclosure Classif. Enclosed Building Internal pressure +/ -0.18 Building length (L) 87.5 ft Least width (B) 74.5 ft Kh case 1 0.902 Kh case 2 0.902 Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: a= 50.0 ft Bldg up /down wind? downwind H/Lh= 0.50 K, = 0.000 a/Lh = 0.31 K = 0.792 z/Lh = 0.13 K = 1.000 At Mean Roof Ht: Kzt = (1 +K ^2 = 1.000 n(up- 1\4r,d) E SCARPMENT Nr A'H V(z rsE31,•;? nd) :..: 1ft c�3 "iYai t A N ? wl h ,# 2D RIDGE or X AXIS'>FI* METRICAL HILL 2,7- G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 JOB NO. CALCULATED BY M. Andrus CHECKED BY M. Andrus SHEET NO. DATE 7/13/07 DATE V. Wind Loads - MWFRS h <_60' (Low -rise Buildings) Enclosed /partially enclosed only ¢ ! 1 4 � r- '------ r 1 fL1la:lk5o.'e�i 5 r o f Ci.S & or 3.] h S 2isrrxgetwQ - - 4T EC lzi= IL' 311A>JE Transverse Direction Kz = Kh = 0.90 (case 1) Base pressure (qh) = 15.9 psf GCpi = +/ -0.18 6 }.R:LL«:F!7 Xp �•� S �od. 1E M ` ^tiie}df.LJ I7.CEPL: 2'�7tbT Longitudinal ( Direction Edge Strip (a) End Zone (2a) Zone 2 length = Torsional loads are 25% of zones 1 - 4. See code for loading diagram 7.5 ft 14.9 ft 37.3 ft Wind Surface pressures (nst) 1 Transverse Direction Longitudinal Direction Roof Perpendicular B = 26.6 deg Parallel 0 = Odeg 3 -4.2 -10.0 Surface GCpf w / -GCpi w/ +GCpi GCpf w / -GCpi w / +GCpi -4.3 -10.0 1 0.55 0.73 0.37 0.40 0.58 0.22 14.4 8.7 2 -0.10 0.08 -0.28 -0.69 -0.51 -0.87 -6.4 -12.2 3 -0.45 -0.27 -0.63 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 lE 0.73 0.91 0.55 0.61 0.79 0.43 2E -0.19 -0.01 -0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -0.43 -0.25 -0.61 Wind Surface pressures (nst) 1 11.6 5.9 9.2 3.5 Roof 2 1.3 -4.4 -8.1 -13.8 Roof 3 -4.2 -10.0 -3.0 -8.7 11.0 psf 4 -3.3 -9.1 -1.7 -7.5 5 -4.3 -10.0 -4.3 -10.0 6 -4.3 -10.0 -4.3 -10.0 lE 14.4 8.7 12.6 6.8 2E -0.2 -5.9 -14.1 -19.9 3E -6.4 -12.2 -5.6 -11.3 4E -5.6 -11.4 -4.0 -9.7 Windward roof overhangs: 10.8 psf (upward) add to windward roof pressure Parapet Windward parapet: 0.0 psf (GCpn = +1.8) Leeward parapet: 0.0 psf (GCpn = -1.1) Horizontal MWFRS Simple Diaphragm Pressures (ns Transverse direction (normal to L) Interior Zone: Wall 14.9 psf Roof 5.5 psf End Zone: Wall 20.1 psf Roof 6.3 psf Longitudinal direction (parallel to L) Interior Zone: Wall 11.0 psf End Zone: Wall 16.5 psf JOB TITLE Bank of Commerce 44at US�F�.� - (L�NU �T✓ E ^R.'LL4?r�ll�):�lf -- -- - -- - - -- - -- - -- VERTICAL . _. f Ed? nr.TL'RdF.7 TR'A S rRS. E1:FIVA?'1021.17 -' 1, ROOF 1 j 1 WAFtL: RcXir - - -- --e---4--- 5--- --- --- `--- --- '--` °- YEFTi(�F L U2 - 0 2. - LL? YTGI '?•UT_��ii?.I.P:LEiT_4TZC�1T Z1 G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 JOB TITLE Bank of Commerce JOB NO. CALCULATED BY M. Andras CHECKED BY M. Andrus SHEET NO. DATE DATE V. Wind Loads - Components & Cladding: Buildings tK60' & Alternate design 60'<h <90 Kz = Kh (case 1) = 0.90 GCpi = +/ -0.18 NOTE: If tributary area is greater than Base pressure (qh) = 15.9 psf a = 7.5 ft 700sf, MWF'RS pressure may be used. Minimum parapet height at building perimeter = 0.0 ft Roof Angle = 26.6 deg Type of roof =Hip Roof Are Negative Zone Negative Zone Negative Zone Positive All Zon( Overhang Zone Overhang Zone Walls Am Negative Zone Negative Zone Positive Zone 4 & Parapet GC +/- GC pi Surface Pressure s User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 70 sf -1.08 -1.01 -0.98 -17.2 ps -16.1 ps -15.6 psf -16.7 ps -15.8 ps -1.88 -1.53 -1.38 -29.9 ps -24.3 ps -21.9 ps -27.5 ps -23.2 ps -2.78 -2.36 -2.18 -44.2 ps -37.5 ps -34.7 ps -41.3 ps -36.1 ps 0.68 0.54 0.48 10.8 psf 10.0 ps 10.0 ps 10.0 ps 10.0 ps -2.20 -2.20 -2.20 -35.0 ps -35.0 ps -35.0 ps -35.0 ps -35.0 ps -3.70 1 -2.86 -2.50 -58.8 ps -45.5 ps -39.7 ps -53.1 ps -42.7 ps GC +/- GC pi Surface Pressure sf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -1.28 -1.10 -0.98 -20.3 ps -17.5 ps -15.6 ps -18.4 ps -16.7 ps -1.58 -1.23 -0.98 -25.1 ps -19.5 ps -15.6 ps -21.2 ps -17.8 ps 1.18 1.00 0.88 18.8 psf 16.0 psf 14.0 psl 16.8 psf 15.1 ps qp = 0.0 psf CASE A = pressure towards building CASE B = pressure away from building Rooftop Structures & Eauipmen Dist from mean roof height to centroid of Af = 10.0 ft Height of equipment (he) = 15.0 ft Cross - Section Square Directionality (Kd) 0.90 Width (D) 10.0 ft Type of Surface N/A Square (wind along diagona 10 sf Cf = 1.01 Af = 10.0 sf Adjustment Factor (Adj) = 1.90 F = qz G Cf Af Adj= 15.7 Af F = 157 lbs Solid Parapet Pressure 10 sf 100 sf 500 sf CASE A : Interior zone 0.0 psf 0.0 psf 0.0 ps Corner zone: 0.0 s 0.0 ps 0.0 ps CASE B: Interior zone 0.0 psf 0.0 psf 0.0 ps Corner zone: 0.0 psf 0.0 ps 0.0 ps Gust Effect Factor (G) = 0.85 Base pressure (qz) = 20.4 Kd psf h/D = 1.50 Square (wind normal to face Cf = 1.31 A f = 10.0 sf Adjustment Factor (Adj) = 1.900 F = q G C _N Adj= 20.4 Af F = 204lbs 2<t Location of Wind Pressure Zones Za . Za G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ED 83401 JOB TITLE Bank of Commerce JOB NO. CALCULATED BY M. Andrus CHECKED BY M. Andrus SHEET NO. DATE DATE % 0<_ 7 degrees and Monoslope:!3 degrees 22 t-� . ..... - - - -. .. ............. .................. Monoslope roofs 10 < O 4 L -4 a Monoslope roofs 3 <0 < 10 1 2 0 > 7 degrees Z 0 > 7 degrees 0<_ 7 degrees and Monoslope:!3 degrees 22 t-� . ..... - - - -. .. ............. .................. Monoslope roofs 10 < O 4 L -4 a Monoslope roofs 3 <0 < 10 1 2 0 > 7 degrees Z 0 > 7 degrees Pocatello MCE Ground Motion - Conterminous 48 States Zip Code - 83201 Central Latitude = 42.891227 Central Longitude = - 112.316718 Period MCE Sa (sec) ( %g) 0.2 055.3 MCE Value of Ss, Site Class B 1.0 016.4 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 075.3 Sa = FaSs, Fa = 1.36 1.0 035.1 Sa = FvS 1, Fv = 2.14 INIIIIIIIIIIIIII G & S Structural Engineers JOB TITLE Bank of Commerce ti 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 JOB NO. SHEET NO. ' CALCULATED BY M. Andrus DATE 7/13/07 CHECKED BY M. Andrus DATE VI. Seismic Loads: IBC 200 http: /egint.cr.usgs.gov /eg men /html /lookup- 2002 - interp- 06.htm Seismic Use Group : I Importance Factor (I) : 1.00 Site Class : D Ss (0.2 sec) = 55.30 %g S1(1.0 see) = 16.40 %g Fa = 1.358 Sms = 0.751 Sds = 0.501 Design Category = D Fv = 2.144 Sml = 0.352 Shc = 0.234 Design Category = D Seismic Design Category = D Number of Stories: 1 Structure Type: Light Frame Plan Structural Irregularities: No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame walls with shear panels - wood structural panels /sheet steel panels System Building Height Limit: 65 ft Actual Building Height (hn) =20.0 ft See ASCE7 Section 9.5.2.2.4 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS IBC2003 Simplified Analysis Response Modification Factor (R) = 6.5 6.5 System Over - Strength Factor (Do) = 2.5 2.5 Deflection Amplification Factor (Cd) = 4 4 Sds = 0.501 Sd1 = 0.234 Code Reference Section for Detailing :2306.4.1 / 2211 p = redundancy coefficient Seismic Load Effect (E) = p Q +/- 0.2S D = p QE +/- 0.100D Q = horizontal seismic force Special Seismic Load Effect (Em) = Do Q +/- 0.2% D = 2.5 Q +/- 0.100D D = dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Simplified Analysis - Permitted Design Base Shear V= 1.2SdsW /R = 0.092W Equivalent Lateral -Force Analysis - Permitted Building period coef. (C = 0.020 Approx fundamental period (Ta) = C User calculated fundamental period (T) = Method Not Permitted Cu = 1.47 0.189 sec x= 0.75 Tmax = CuTa = 0.277 0 sec Use T = 0.189 Seismic response coef. (Cs) = SdsI /R = need not exceed Cs = Shc I/RT= but not less than Cs = 0.044SdsI = USE Cs = Model, Linear & Nonlinear Response Analysis ALLOWABLE STORY DRIFT 0.077 0.191 0.022 0.077 Design Base Shear V = 0.077W - Permitted (see code for procedure) Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x Z =� Rexburg MCE Ground Motion - Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude = - 111.609017 Period MCE Sa (sec) ( %g) 0.2 060.6 MCE Value of Ss, Site Class B 1.0 019.3 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 079.4 Sa = FaSs, Fa = 1.31 1.0 039.2 Sa = FvS1, Fv = 2.03 Z,8 G & S Structural Engineers JOB TITLE Bank of Commerce 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 JOB NO. SHEET NO. CALCULATED BY M. Andrus DATE 7/13/07 CHECKED BY M. Andrus DATE VI. Seismic Loads: IBC 200 http: /egint.cr.usgs.gov /eg- men /htmi /lookup- 2002- interp- 06.htm Seismic Use Group: I Importance Factor (I) : 1.00 Site Class: D Ss (0.2 sec) = 60.60 %g S1(1.0see)= 19.30 %g Fa = 1.315 Sins = 0.797 Sds = 0.531 Design Category = D Fv = 2.028 Sml = 0.391 Shc = 0.261 Design Category = D Seismic Design Category = D Number of Stories: I Structure Type: Light Frame Plan Structural Irregularities: No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame walls with shear panels - wood structural panels /sheet steel panels System Building Height Limit: 65 ft Actual Building Height (hn) =20.0 ft See ASCE7 Section 9.5.2.2.4 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS IBC2003 Simplified Analysis Response Modification Factor (R) = 6.5 6.5 System Over - Strength Factor (Do) = 2.5 2.5 Deflection Amplification Factor (Cd) = 4 4 Sds = 0.531 Shc = 0.261 Code Reference Section for Detailing :2306.4.1 / 2211 p = redundancy coefficient Seismic Load Effect (E) = p Q +/- 0.2S D = p Q +/- 0.106D Q = horizontal seismic force Special Seismic Load Effect (Em) = Do Q +/- 0.2S D = 2.5 Q +/- 0.106D D = dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Simplified Analysis - Permitted Design Base Shear V= 1.2SdsW /R = 0.098W Equivalent Lateral -Force Analysis - Permitted Building period coef. (C T .) = 0.020 Approx fundamental period (Ta) = CTh x = User calculated fundamental period (T) _ Method Not Permitted Cu = 1.44 0.189 sec x= 0.75 Tmax = CuTa = 0.272 0 sec Use T = 0.189 Seismic response coef. (Cs) = SdsI /R = need not exceed Cs = Sd1 I/RT = but not less than Cs = 0.044SdsI = USE Cs = Model, Linear & Nonlinear Response Analysis ALLOWABLE STORY DRIFT 0.082 0.212 0.023 0.082 =0.082W Design Base She = - Permitted (see code for procedure) Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x 2c9 G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 JOB nTLE Bank of Commerce JOB NO. CALCULATED BY M. Andrus CHECKED BY M. Andrus SHEET NO. DATE 7/13/07 DATE VII. Snow Loads: Roof slope = 26.6 deg Horiz. eave to ridge dist (W) = 37.3 ft Roof length parallel to ridge (L) = 87.5 ft Type of Roof Hip or gable Ground Snow Load Pg = 50.0 psf Importance Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Cc = 1.0 Pf = 0.7 *Ce *Ct *I *Pg = 35.0 psf Pf min = 0.0 psf Flat Roof Snow Load Pf = 35.0 psf Rain on Snow Surcharge = 0.0 psf Unobstructed Slippery D Surface (per Section 7.4) = no Sloped -roof Factor Cs = 1.00 Design Roof Snow Load (Ps) = Building Official Minimum = Unbalanced Snow Loads - for Hip & Gable roofs onl 70/W +0.5= Windward snow load = Leeward snow load = 35.0 psf ( "balanced" snow load) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the 35.0 psf design roof snow load so as to produce the greatest possible effect - see code. r_ 2.4 deg Unbalanced snow loads must be applied 10.5 psf = 0.3 *Pf*Cs 52.5 psf = 1.2(1 +b /2)Ps /Ce Leeward Snow Drifts - from adiacent hieher roof Upper roof length Exposure Factor, Ce 50.0 ft Projection height h = 0.0 ft Exposure of roof s = Terrain Adjacent structure factor Fully Partially Sheltered A y = n/a 1.1 1.3 B 0.9 1.0 1.2 C Drift height 0.9 1.0 1.1 D -19.82 ft 0.8 0.9 1.0 Above treeline Building roof length 0.7 0.8 n/a Alaska -no trees 0.0 ft 0.7 0.8 n/a 35.0 psf ( "balanced" snow load) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the 35.0 psf design roof snow load so as to produce the greatest possible effect - see code. r_ 2.4 deg Unbalanced snow loads must be applied 10.5 psf = 0.3 *Pf*Cs 52.5 psf = 1.2(1 +b /2)Ps /Ce Leeward Snow Drifts - from adiacent hieher roof Upper roof length In = 50.0 ft Projection height h = 0.0 ft Building separation s = 0.0 ft Adjacent structure factor 1.00 Snow density y = 20.5 pcf Balanced snow height hb = 1.71 ft he = -1.71 ft he /hb <0.2 = -1.0 Therefore, no drift Drift height hd = 0.00 ft Drift width w = -19.82 ft Surcharge load: pd = g *hd = 0.0 psf Windward Snow Drifts - Against walls parapets etc more than 15' lone Building roof length In = 50.0 ft Projection height h = 0.0 ft Snow density y = 20.5 pcf Balanced snow height Jib = 1.71 ft he = -1.71 ft he/lib <0.2 = -1.0 Therefore, no drift Drift height lid = 0.00 ft Drift width w = -13.66 ft Surcharge load: pd = g *hd = 0.0 psf 2,10 L W I Project d��0117 Project No. Designed By L� Date 4-?-O, 1�5 , a e-- ) � 0 %W> G&S Structural Engineers Sheet - Z,/ 7� Project Project No. Date Designed By L,J ieJ p 675- 9) E, ( 7 1 '14 � 7/E , vz 4- E.5T'70( to) 4- L - 1 9 `, LO il:: n i rJ 3`s )61.1 < ):::: < I I �--' G&S Structural Engineers Sheet Project L� Project No. Designed By H 5 92 Date 'CIE) As �-2 i:di— N;Ic 1z 11 S6o S 2-- 7s� LO c"J— + 2 2- ' - 0" -S e � � e— �/ LO ILZ L7 G&S Structural Engineers Sheet 3 t-3 Project L , No. Designed By 4.,!" Date - F' A"4 - �5 1 -1 C-- ML are F A F/ 'Ile 5 Liz 2L 22- 1 G&S Structural Engineers Sheet 3 1 � Project r , Project No. Date Designed By , G&S Structural Engineers Sheet —9,5- z 41!> , G&S Structural Engineers Sheet —9,5- t Project Project No. Designed By z�f� + zol 91 l9 !bs a. 1- / 76r Date U7 3l 3 20 lbi �c� L /D Z S � q� f' 'fZ �j 5 - ) -'1' '/Z(2�) 29 — 2'.7 5 f �- lE 2 )l G &S Structural Engineers Sheet 3, �a G & S Structural Engineers JOB TITLE Bank of Commerce 1600 John Adams Pkwy, Suite 200 Idaho Falls, ID 83401 JOB NO. SHEET NO. CALCULATED BY M. Andrus DATE 7/13/07 CHECKED BY M. Andrus DATE VI. Seismic Loads: IBC 200 http: /egint.cr.usgs.gov /eg- men /html /lookup- 2002- interp- 06.htm Seismic Use Group: I Importance Factor (I) : 1.00 Site Class : D Ss (0.2 sec) = 60.60 %g S 1 (1.0 sec) = 19.30 %g Fa = 1.315. Sms = 0.797 Sds = 0.531 Design Category = D Fv = 2.028 Sml = 0.391 Shc = 0.261 Design Category = D Seismic Design Category = D Number of Stories: 1 Structure Type: Not applicable Plan Structural Irregularities: No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Moment - resisting Frame Systems Seismic resisting system: Ordinary steel moment frames System Building Height Limit: System not permitted for this seismic design category (see code footnote) Actual Building Height (hn) =20.0 ft See ASCE7 Section 9.5.2.2.4 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS IBC2003 Simplified Analysis Response Modification Factor (R) = 3.5 3.5 System Over - Strength Factor (Do) = 2.5 2.5 Deflection Amplification Factor (Cd) = 3 3 Sds = 0.531 Shc = 0.261 Code Reference Section for Detailing :AISC Seismic Section 11 p = redundancy coefficient Seismic Load Effect (E) = p QE +/- 0.2S D = p QE +/- 0.106D Q = horizontal seismic force Special Seismic Load Effect (Em) = Do QE +/- 0.2S D = 2.5 QE +/- 0.106D D = dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Simplified Analysis - Permitted Design Base Shear V= 1.2SdsW /R = 0.182W Equivalent Lateral -Force Analysis - Permitted Building period coef. (C = 0.020 Approx fundamental period (Ta) = CThnx = User calculated fundamental period (T) _ Method Not Permitted Cu = 1.44 0.189 sec x= 0.75 Tmax = CuTa = 0.272 0 sec Use T = 0.189 Seismic response coef. (Cs) = Sdsl/R = need not exceed Cs = Shc I/RT= but not less than Cs = 0.044SdsI = USE Cs = Model, Linear & Nonlinear Response Analysis ALLOWABLE STORY DRIFT 0.152 0.394 0.023 0.152 Design Base Shear V = 0.152W - Permitted (see code for procedure) Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x 3,7 Y Z x G & S Structural Engineers Bank of Commerce Mark D. Andrus, PE July 13, 2007 at 11:54 AM Drive Thru Canopy Frame 07349-Drive Thru.r3d .Y Z X G & S Structural Engineers Mark D. Andrus, PE Bank of Commerce July 13, 2007 at 11:54 AM Node Numbers 1 07349 -Drive Thru.r3d z' 'x G & S Structural Engineers Bank of Commerce Mark D. Andrus, PE July 13, 2007 at 11:54 AM Member Numbers 07349 -Drive Thru.r3d Al' 3 Company G & S Structural Engineers July 13, 2007 Designer Mark D. Andrus, PE 11:58 AM Job Number : Bank of Commerce Checked By: Hot Rolled Steel Properties I ha1 F r4ci1 (_` a-il AI.. 1 A36 29000 11154 .3 .65 .49 36 2 A572Grade50 29000 1 11154 1 .3 .65 49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 42 29000 11154 .3 .65 .49 42 5 A500 46 29000 11154 .3 .65 .49 46 Hot Rolled Steel Section Sets I nhel Ck- T.. n.. I ee_ Member Primary Data I �hcl I I., ;_. I 1....+ V I....+ 1 1 W16X57 Beam Wide Flange A992 T ical 16.8 43.1 758 2.22 2 HSS8X8X6 Column Tube A500 46 T ical 10.36 99.512 99.512 159.645 43 EHR5 W16X57 Beam Wide Flange A992 T ical 168 43.1 758 2.22 4 HSS4X4X4 Column Tube A500 46 T ical 3.365 7.788 7.788 12.758 5 W16X57 Beam Wide Flange A992 T ical 16.8 43.1 758 2.22 Member Primary Data I �hcl I I., ;_. I 1....+ V I....+ 1 1 0 __._._ 7 ___..._ ____.__...�_�....... ....._ .. HR4 . .. Column ...vv ���..aa Tube rrrer agar real A500 46 VGJI III \UI... T ical 2 0 8 3 0 HR2 Column Tube A500 46 T ical 3 24.5 0 9 0 Yes HR2 Column Tube A500 46 T ical 4 6 11 Yes 0 HR4 Column Tube A500 46 T ical 5 12 HR2 Column Tube A500 46 T ical 6 U66 Yes 13 7 HR2 Column Tube A500 46 T ical 7 Yes 10 8 8 HR3 Beam Wide Flange A992 T ical 8 14 9 HR3 Beam Wide Flange A992 T ica 10 12 HR1 Beam Wide Flange A992 10 11 11 13 BenPIN HR1 Beam Wide Flange A992 T ical 11 1 10 14 HR5 Beam Wide Flange A992 T ical Member Advanced Data I �KcI I D-I ---- 1 1 0 0 0 0 vc\a\.n rlvnl via Yes 2 0 2 2 0 3 3 0 Yes -26.75 0 3 3 4 24.5 0 0 0 Yes 5 5 4 4 -13.5 0 6 6 Yes 0 -26.75 5 5 7 7 0 14 0 0 Yes 6 6 Yes 7 7 BenPIN Yes 8 8 BenPIN Yes 9 9 Yes 10 10 Yes 11 11 BenPIN BenPIN Yes Joint Coordinates and Temperatures 1 - 1 0 0 0 0 vc\a\.n rlvnl via 2 2 0 0 -13.5 0 3 3 0 0 -26.75 0 4 4 24.5 0 0 0 5 5 24.5 0 -13.5 0 6 6 24.5 0 -26.75 0 7 7 0 14 0 0 rtlom - OU vulblurl D.U. 1.e lu:\... \... \... \uis4v -banK of Commerce pocatello\U7349 -Drive Thru.r3d] Page 1 �/r Company G & S Structural Engineers July 13, 2007 • Designer Mark D. Andrus, PE 11:58 AM Job Number : Bank of Commerce Checked By: Joint Coordinates and Temperatures (Continued) I h.1 Y rf +1 v rf+1 7 rip T........ rCl n_.__L 8 8 0 14 -13.5 0 Reaction 9 9 0 14 -26.75 0 Reaction 10 10 0 14 -38 0 Reaction 11 11 24.5 14 0 0 4 12 12 24.5 14 -13.5 0 WIND LOAD Z 13 13 24.5 1 14 -26.75 0 7 14 14 24.5 1 14 -38 0 Reaction Joint Boundary Conditions Inin+ 1 �hol Y rL /int v n, /;.l 7 rl.n_7 v o_+ n. ai__rl v n_a n. ai__ri 1 n_i n_ ­_11 1 1 1 Reaction I Reaction Reaction Reaction 2 2 Reaction Reaction Reaction Reaction 2 HR2 3 3 Reaction Reaction Reaction WIND LOAD X Reaction 4 4 Reaction Reaction Reaction HR2 Reaction WIND LOAD Z WLZ 5 5 Reaction Reaction Reaction 7 Reaction 5 6 6 Reaction Reaction Reaction Reaction 2 7 7 Sto 1 Story 1 Sto 1 5 5 HR2 Hot Rolled Steel Design Parameters I nhcl zh - I c +hrfo I h....rm 1 h- wi I .. _..._ - _ _. -._.. 1 1 HR4 14 2 DEAD LOAD DL 2 2 HR2 14 7 3 WIND LOAD X WLX 3 3 HR2 14 WIND LOAD Z WLZ 7 5 4 4 HR4 14 2 6 SEISMIC Z ELZ 5 5 HR2 14 6 6 HR2 14 7 7 HR3 38 2 2 Segment 8 8 HR3 38 2 2 Se ment 9 9 HR1 24.5 12 12 12 12 10 10 HR1 24.5 12 12 12 12 11 11 HR5 24.5 12 12 12 1 12 Basic Load Cases RI r rto n+in f`..+., v 1 SNOW LOAD SL 2 DEAD LOAD DL -1 2 7 3 WIND LOAD X WLX 7 4 WIND LOAD Z WLZ 7 5 SEISMIC LOAD (X) ELX 2 6 SEISMIC Z ELZ 2 Member Point Loads (BLC 1 : SNOW LOAD) Member Point Loads (BLC 2: DEAD LOAD) RISA -31D Version 6.0.1.5 [C: \... \... \... \07349 -Bank of Commerce- pocatello \07349 -Drive Thru.r3d] Page 2 ,0;-? 5- t Company G & S Structural Engineers July 13, 2007 Designer Mark D. Andrus, PE 11:58 AM Job Number : Bank of Commerce Checked By: Member Distributed Loads (BLC 1 : SNOW LOAD) RAomhcr 1 71c1 rliror +inn CMr+ RA- 4 A .,.rL /4+ r+n..l C-A 1 7 Y -.508 -.508 0 30 2 7 Y -.21 0 30 38 3 8 Y -.508 -.508 0 30 4 8 Y -.21 0 30 38 5 11 Y 0 -.21 0 8 6 11 Y -.21 -.21 8 16.5 7 11 Y -.21 0 16.5 24.5 Member Distributed Loads (BLC 2: DEAD LOAD) KAc-k- I -,kel rl:.".. +:..., Q4 nA..,...:-A-ri, a, .a_..i 1-1 n A___:a..�_n. 1 7 Y -.29 -.29 ........�.................. 0 �... ............. .� 30 2 7 Y -.12 0 30 38 3 8 Y -.29 -.29 0 30 4 8 Y -.12 0 30 38 5 11 Y 0 -.12 0 8 6 11 Y -.12 -.12 8 16.5 7 11 Y -.12 0 16.5 24.5 Member Distributed Loads (BLC 3: WIND LOAD (�) PAcmhcr I ohcl 04.,.4 11A......:F. ..J.. n.Ira .a_..i 1 7 Y 355 .355 v 0 v 0 2 8 Y .355 .355 0 0 3 9 Y .05 .05 0 0 4 10 Y .05 .05 0 0 5 9 X .038 .038 0 0 6 10 X .038 .038 0 0 7 11 Y .159 .159 0 0 Member Distributed Loads (BLC 4: WIND LOAD (Z)) RA-k- I -,h -1 fl{. ..ti.. Ca....a nA- 1 7 Y 355 .355 0 0 2 8 Y .355 .355 0 0 3 7 Z .028 .028 0 0 4 8 Z .028 .028 0 0 5 9 Y .05 .05 0 0 6 10 Y .05 .05 0 0 7 11 Y .159 .159 0 0 Member Distributed Loads (BLC 5: SEISMIC LOAD (X)) Member Distributed Loads (BLC 6: SEISMIC (Z)) Load Combinations r) - Cnl.. Dr% -] +., MIO/1 -av version O.U. 1.0 to :\ ... x ... \ ... wij49 - banK of commerce- pocatello \07349 -Drive Thru.r3d] Page 3 1 %b I Company G & S Structural Engineers July 13, 2007 Designer Mark D. Andrus, PE 11:58 AM Job Number : Bank of Commerce Checked By: Load Combinations (Continued) Description Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 4 DL +WLZ +SL Yes 0 1 14 DL 1 WLZ 1 SL 1 0 2 3.223e -6 6 2 min 0 6 0 5 DL +ELX +SL Yes 5.465e -4 5 DL 1 ELX 1 SL 1 max 0 14 0 12 0 15 4.879e -3 15 0 6 DL +ELZ +SL Yes 4 DL 1 ELZ 1 SL 1 5- 1.002e -3 5 0 14 - 4.522e -3 14 5 3 max 7 .6DL +WLX Yes 13 0 DL .6 t-X 1 2 8.4e -5 2 6 min 0 2 0 2 0 12 8 .6DL +WLZ Yes 14 - 4.529e -3 DL .6 WLZ 1 0 5 0 12 0 2 3.312e -3 15 0 2 2.812e -6 13 9 .6DL +ELX Yes 0 13 DL .6 ELX 1 - 5.426e -4 2 0 14 - 3.193e -3 5 9 5 max 0 5 0 10 .6DL +ELZ Yes 4.88e -3 15 DL .6 ELZ 1 10 min 0 13 0 6 0 2 - 9.95e -4 2 0 11 SL Yes 11 6 SL 1 5 0 13 0 6 4.806e -3 15 0 2 7.341 e -5 13 12 min 12 WLX Yes 5 0 LX 1 2 0 14 - 4.613e -3 5 13 7 max .527 5 .004 12 .556 15 13 WLZ Yes 2 5.549e -6 WLZ 1 min 0 15 -.01 6 -.092 5 - 5.465e -4 5 1 - 4.538e -6 14 - 3.043e -3 5 14 ELX Yes .528 5 ELX 1 .556 15 5.006e -4 6 1.564e -8 2 1.494e -4 13 16 min 0 15 -.006 15 ELZ Yes - 2.397e -4 12 ELZ 1 - 5.093e -4 5 17 9 max .529 14 .007 13 .556 15 1.185e -3 13 1.564e -8 Envelope Joint Displacements Joint X rinl Ir Y rinl Ic 7 rinl Ir. X Rntatinn In Y Rntatinn Irr 7 Rntatinn r Irr 1 1 max 0 1 14 1 0 12 0 6 3.312e -3 15 0 2 3.223e -6 6 2 min 0 6 0 6 0 4- 5.465e -4 5 0 14 - 3.19e -3 14 3 2 max 0 14 0 12 0 15 4.879e -3 15 0 2 8.398e -5 6 4 min 0 6 0 6 0 5- 1.002e -3 5 0 14 - 4.522e -3 14 5 3 max 0 14 0 13 0 6 4.806e -3 15 0 2 8.4e -5 2 6 min 0 2 0 2 0 12 - 9.564e -5 5 0 14 - 4.529e -3 14 7 4 max 0 5 0 12 0 2 3.312e -3 15 0 2 2.812e -6 13 8 min 0 13 0 6 0 10 - 5.426e -4 2 0 14 - 3.193e -3 5 9 5 max 0 5 0 12 0 15 4.88e -3 15 0 2 7.345e -5 13 10 min 0 13 0 6 0 2 - 9.95e -4 2 0 14 - 4.606e -3 5 11 6 max 0 5 0 13 0 6 4.806e -3 15 0 2 7.341 e -5 13 12 min 0 13 0 5 0 12 - 9.02e -5 2 0 14 - 4.613e -3 5 13 7 max .527 5 .004 12 .556 15 3.312e -3 15 1.564e -8 2 5.549e -6 13 14 min 0 15 -.01 6 -.092 5 - 5.465e -4 5 1 - 4.538e -6 14 - 3.043e -3 5 15 8 max .528 5 .001 12 .556 15 5.006e -4 6 1.564e -8 2 1.494e -4 13 16 min 0 15 -.006 6 -.092 5 - 2.397e -4 12 - 4.538e -6 14 - 5.093e -4 5 17 9 max .529 14 .007 13 .556 15 1.185e -3 13 1.564e -8 2 1.495e -4 13 18 min 0 2 -.013 2 -.092 5 - 1.464e -3 5 - 4.538e -6 14 - 5.09e -4 5 19 10 max .529 14 .303 13 .556 15 2.544e -3 13 1.564e -8 2 1.495e -4 13 20 min 0 2 -.396 2 -.092 5 - 3.309e -3 5 - 4.538e -6 14 - 5.09e -4 5 21 11 max .527 5 .004 12 .556 15 3.312e -3 15 1.564e -8 2 6.352e -6 6 22 min 0 15 -.01 6 -.091 2 - 5.426e -4 2 - 4.538e -6 14 - 3.037e -3 14 23 12 max .528 1 5 0 12 .556 1 15 5.006e -4 6 1.564e -8 2 1.708e -4 6 24 min 0 15 -.006 6 -.091 2 - 2.412e -4 12 - 4.538e -6 14 - 3.385e -4 14 25 13 max .529 14 .007 13 .556 15 1.185e -3 13 1.564e -8 2 1.709e -4 2 26 min 0 2 -.013 5 -.091 2 - 1.463e -3 2 - 4.538e -6 14 - 3.381e -4 14 27 14 max .529 14 .303 13 .556 15 2.544e -3 13 1.564e -8 2 1.709e -4 2 28 min 0 2 -.396 5 -.091 2 - 3. 308e -3 2 - 4.538e -6 14 -3.381 e -4 14 DL z �lJS`Z. lD.4f� : (3S - ; I k L o E'2 . Nla[n •Pal (¢ Envelope Joint Reactions Y fi x , Y , � " f- /I � z �s7 Joint X [kl Ic Y k Ic Z rkl Ic MX rk-ftl Ic MY k -ft Ic MZ rk-ftl Ic 1 1 max 1 0 6 1 5.645 1 6 1 0 4 0 1 0 14 0 1 2 min -.002 14 -2.341 12 0 6 0 1 0 2 0 1 3 2 max .052 6 10.138 6 .282 5 0 1 .004 14 0 1 4 min -.856 14 -2.656 12 -.973 15 0 1 0 2 0 1 5 3 max .052 2 23.38 2 .195 12 0 1 .004 14 0 1 6 min -.857 14 - 13.149 13 - 1.208 6 0 1 0 2 0 1 7 4 max 0 13 1 5.645 6 0 10 0 1 0 14 0 1 8 min -.003 5 -2.336 12 0 1 2 0 1 0 2 0 1 9 5 max .046 13 10.138 6 .281 2 0 1 1 1 .004 14 0 1 1 RISA -3D Version 6.0.1.5 [C: \... \... \... \07349 -Bank of Com merce-pocatel lo\07349-D rive Thru.r3d] Page 4 /-/, 7 Company G & S Structural Engineers July 13, 2007 - Designer Mark D. Andrus, PE 11:58 AM Job Number : Bank of Commerce Checked By: Envelope Joint Reactions (Continued) Inin4 Y rw Ir v rL i h - 7 nn I., nnv n. ai 10 1 min -.908 5 -1.599 12 1 -.973 15 0 1 0 0 1 2 11 6 max .046 13 24.362 5 1 .194 12 0 1 .004 14 0 1 12 6 min -.909 5 - 13.149 13 -1.208 6 0 1 0 2 0 1 13 Totals: max 0 2 74.926 2 0 1 -.017 14 5 3 max 5.484 6 14 14 min -3.43 14 - 33.326 12 -3.8 6 6 6 min -2.341 12 0 Envelope Member Section Forces Mcmh- Qen Av;�irL1 I- ., CL......r1.1 I - OL..... - rill I - ------ Re -- -_ 1 1 1 1 max 5.645 6 .002 14 0 1 0 14 0 1 0 1 2 min -2.341 121 0 1 6 0 1 1 0 2 0 1 0 1 3 2 max 5.565 6 .002 114 0 1 1 0 14 0 1 001 6 4 min -2.341 12 0 6 0 1 0 2 0 1 -.017 14 5 3 max 5.484 6 .002 14 0 1 0 14 0 1 .002 6 6 min -2.341 12 0 6 0 1 0 2 0 1 -.034 14 7 2 1 max 10.138 6 .856 14 .282 5 .004 14 0 1 0 1 8 min -2.656 12 -.052 6 -.973 15 0 2 0 1 0 1 9 2 max 9.891 6 .856 14 .282 5 .004 14 1.977 5 .365 6 10 min -2.656 12 -.052 6 -.973 15 0 2 -6.809 15 -5.989 14 11 3 max 9.645 6 .856 14 .282 5 .004 14 3.953 5 .729 6 12 min -2.656 12 -.052 6 -.973 15 0 2 - 13.618 15 - 11.977 14 13 3 1 max 23.38 2 .857 14 .195 12 .004 14 0 1 0 1 14 min - 13.149 13 -.052 2 -1.208 6 0 2 0 1 0 1 15 2 max 23.134 2 .857 14 .195 12 .004 14 1.362 12 .365 2 16 min - 13.149 13 -.052 2 -1.208 6 0 2 -8.456 6 -5.999 14 17 3 max 22.887 2 .857 14 .195 12 .004 14 2.725 12 .73 2 18 min - 13.149 13 -.052 2 -1.208 6 0 2 - 16.912 6 - 11.997 14 19 4 1 max 5.645 6 .003 5 0 1 0 14 0 1 1 1 0 1 20 min -2.336 12 0 13 0 1 0 2 0 1 0 1 21 2 max 5.565 6 .003 5 0 1 0 14 0 1 0 13 22 min -2.336 12 0 13 0 1 0 2 0 1 -.018 5 23 3 max 5.484 6 .003 5 0 1 0 14 0 1 .002 13 24 min -2.336 12 0 13 0 1 0 2 0 1 -.036 5 25 5 1 max 10.138 6 .908 5 .281 2 .004 14 0 1 0 1 26 min -1.599 12 -.046 13 -.973 15 0 2 0 1 0 1 27 2 max 9.891 6 .908 5 .281 2 .004 14 1.965 2 .319 13 28 min -1.599 12 -.046 13 -.973 15 0 2 -6.809 15 -6.353 5 29 3 max 9.645 6 .908 5 .281 2 .004 14 3.931 2 .638 13 30 min -1.599 12 -.046 13 -.973 15 0 2 - 13.619 15 - 12.707 5 31 6 1 max 24.362 5 .909 5 .194 12 .004 14 0 1 0 1 32 min - 13.149 13 -.046 13 -1.208 6 0 2 0 1 0 1 33 2 max 24.115 5 .909 5 .194 12 .004 14 1.355 12 .319 13 34 min - 13.149 13 -.046 13 -1.208 6 1 0 2 -8.456 6 -6.363 5 35 3 max 23.868 5 .909 5 .194 12 .004 14 2.71 12 .638 13 36 min - 13.149 13 -.046 13 -1.208 6 0 2 - 16.912 6 - 12.727 5 37 7 1 max .337 6 5.484 6 0 1 .034 14 0 1 0 1 38 min 0 1 -2.341 12 0 1 -.002 6 0 1 0 1 39 2 max .056 15 3.843 13 0 1 0 14 0 1 10.65 6 40 min 0 1 -3.52 2 0 1 0 6 0 1 -8.576 12 41 3 max 0 1 3.423 2 0 1 0 1 0 1 0 2 42 min -.281 15 -1.948 12 0 1 0 1 0 1 0 14 43 8 1 max .337 6 5.484 6 0 1 .036 5 0 1 0 1 44 min 0 1 -2.336 12 0 1 -.002 13 0 1 0 1 45 2 max .056 15 3.843 13 0 1 0 5 0 1 10.65 6 46 min 0 1 -3.522 5 0 1 0 13 0 1 -8.607 12 47 3 max 0 1 3.423 2 0 1 0 1 0 1 0 14 48 min -.281 15 -1.948 12 0 1 0 1 0 1 0 2 RISA -3D Version 6.0.1.5 [C: \...\... \... \07349 -Bank of Co m merce-pocatel lo\07349-D rive Thru.r3d] Page 5 A,I,A i Company G & S Structural Engineers July 13, 2007 Designer Mark D. Andrus, PE 11:58 AM Job Number : Bank of Commerce Checked By: Envelope Member Section Forces (Continued) RA--k- Q- 4vhIfL1 Ir v zk..,rLl In � Rhcnrrkl Ir Tnrmicrk -ffl lc v - Unman In 7a Unman Ir 49 9 1 1 max 0 1 .7 6 0 1 0 5 0 1 .731 6 50 1 2 min -.858 14 -1.145 12 0 1 0 15 0 1 - 12.012 14 51 1 2 max 0 1 0 15 0 1 0 5 0 1 3.112 12 52 6 0 min 0 1 -.981 5 0 1 0 15 0 1 -3.558 6 53 6 3 max .858 5 .613 13 0 1 0 5 0 1 12.743 5 54 1 .106 min 0 1 -1.681 5 0 1 0 1 15 0 1 -.64 13 55 10 1 max 1 0 1 .7 2 0 1 0 2 0 1 .73 2 56 6 .153 min -.858 14 -1.144 12 0 1 0 14 0 1 - 11.997 14 57 min 2 max 0 1 0 1 2 0 1 0 2 0 1 3.113 12 58 2 min 0 1 -.979 14 0 1 0 14 0 1 -3.56 5 59 15 3 max .858 5 .612 13 0 1 0 2 0 1 12.727 5 60 15 -.953 min 0 1 -1.68 5 0 1 0 14 0 1 -.638 13 61 11 1 max 0 1 3.423 2 0 1 1 0 2 0 1 0 1 62 6 -5.777 min 0 1 -1.948 12 0 1 1 0 14 0 1 0 1 63 12 2 max 0 1 0 1 0 1 0 2 0 1 11.93 12 64 2 1 min 0 1 0 1 0 1 0 14 0 1 -25.53 2 65 2 3 Imaxi 14 0 1 1.948 12 0 1 0 2 0 1 0 1 66 min 1 min 1 0 1 -3.423 2 0 1 0 14 0 1 0 1 Envelope Member Section Stresses RA--k- Q- Av;o Loil In , ck-r h , czk-r In -T -n-il In v_Rnftkcil Ir - T-m-il Ir o_Rn +rkcil Ir 1 1 1 max 1.678 6 .001 14 0 1 0 1 0 1 0 1 0 1 2 min -.696 12 0 6 0 1 0 1 0 1 0 1 0 1 3 2 max 1.654 6 .001 14 0 1 .053 14 .003 6 0 1 0 1 4 min -.696 12 0 6 0 1 -.003 6 -.053 14 0 1 0 1 5 3 max 1.63 6 .001 14 0 1 .106 14 .006 6 0 1 0 1 6 min -.696 12 0 6 0 1 -.006 6 -.106 14 0 1 0 1 7 2 1 max .979 6 .153 14 .051 5 0 1 0 1 0 1 0 1 8 min -.256 12 -.009 6 -.174 15 0 1 0 1 0 1 0 1 9 2 max .955 6 .153 14 .051 5 2.889 14 .176 6 .953 5 3.284 15 10 min -.256 12 -.009 6 -.174 15 -.176 6 -2.889 14 -3.284 15 -.953 5 11 3 max .931 6 .153 14 .051 5 5.777 14 .352 6 1.907 5 6.569 15 12 min -.256 12 -.009 6 -.174 15 -.352 6 -5.777 14 -6.569 15 -1.907 5 13 3 1 max 2.257 2 .154 14 .035 12 0 1 0 1 0 1 0 1 14 min -1.269 13 -.009 2 -.216 6 0 1 0 1 0 1 0 1 15 2 max 2.233 2 .154 14 .035 12 2.893 14 .176 2 .657 12 4.079 6 16 min -1.269 13 -.009 2 -.216 6 -.176 2 -2.893 14 -4.079 6 -.657 12 17 3 max 2.209 2 .154 14 .035 12 5.787 14 .352 2 1.314 12 8.157 6 18 min -1.269 13 -.009 2 -.216 6 -.352 2 -5.787 14 -8.157 6 -1.314 12 19 4 1 max 1.678 6 .001 5 0 1 0 1 0 1 0 1 0 1 20 min -.694 12 0 13 0 1 0 1 0 1 0 1 0 1 21 2 max 1.654 6 .001 5 0 1 .056 5 .003 13 0 1 0 1 22 min -.694 12 0 13 0 1 -.003 13 -.056 5 0 1 0 1 23 3 max 1.63 6 .001 5 0 1 .112 5 .006 13 0 1 0 1 24 min -.694 12 0 13 0 1 -.006 13 -.112 5 0 1 0 1 25 5 1 max .979 6 .163 5 .05 2 0 1 0 1 0 1 0 1 26 min -.154 12 -.008 13 -.174 151 0 1 0 1 0 1 0 1 27 2 max .955 6 .163 5 .05 2 3.065 5 .154 13 .948 2 3.285 15 28 min -.154 12 -.008 13 -.174 15 -.154 13 -3.065 5 -3.285 15 -.948 2 29 3 max .931 6 .163 5 .05 2 6.129 5 .308 13 1.896 2 6.569 15 30 min -.154 12 -.008 13 -.174 15 -.308 13 -6.129 5 -6.569 15 - 1.896 2 31 6 1 max 2.351 5 .163 5 .035 12 0 1 0 1 0 1 0 1 32 min -1.269 13 -.008 13 -.216 6 0 1 0 1 0 1 0 1 33 2 max 2.328 5 .163 5 .035 12 3.069 5 .154 13 .654 12 4.079 6 34 min -1.269 13 -.008 13 -.216 6 -.154 13 -3.069 5 -4.079 6 -.654 12 35 3 max 2.304 5 .1 63 5 .035 12 6.139 5 .308 13 1.307 12 8.158 6 RISA -3D Version 6.0.1.5 [C: \... \... \... \07349 -Bank of Co m merce-pocate llo\07349-D rive Thru.r3d] Page 6 /-1 9 i Company G & S Structural Engineers July 13, 2007 Designer Mark D. Andrus, PE 11:58 AM Job Number : Bank of Commerce Checked By: Envelope Member Section Stresses (Continued) Uamhar Car winim-il Ir v Chanrr Ir v Ch-rr Ir - T-m-il Ir i_Rn4rL -il Ir o_T --n-il L. , _ Dmn-n i- 36 1 min -1.269 13 -.008 13 -.216 6 -.308 113 -6.139 5 -8.158 6 -1.307 112 37 7 1 max .02 6 .776 6 0 1 0 1 0 1 0 1 0 1 38 max min 0 1 -.331 12 0 1 0 1 0 1 0 1 0 1 39 -.005 2 max .003 15 .544 13 0 1 1.115 12 1.385 6 0 1 0 1 40 12 min 0 1 -.498 2 0 1 -1.385 6- 1.115 12r 0 1 0 1 41 -.527 3 max 0 1 .484 2 0 1 0 14 0 1 0 1 0 1 42 1 min -.017 15 -.276 12 0 1 0 1 0 14 0 1 0 1 43 8 1 max .02 6 1 .776 6 0 1 0 1 0 1 0 1 0 1 44 15 min 0 1 1 -.331 12 0 1 0 1 0 1 0 1 0 1 45 - 2.269e -6 2 max .003 15 .544 13 0 1 1.119 12 1.385 6 0 1 0 1 46 1 min 0 1 -.498 5 0 1 -1.385 6 -1.119 12 0 1 0 1 47 NC 3 max 0 1 .484 2 0 1 0 1 0 14 0 1 0 1 48 1 min -.017 15 -.276 12 0 1 1 1 0 14 0 1 1 0 1 0 1 49 9 1 1 max 0 1 .099 6 0 1 1.562 14 .095 6 0 1 0 1 50 15 min -.051 14 -.162 12 0 1 -.095 6 -1.562 14 0 1 0 1 51 17 2 max 0 1 1 0 15 0 1 .463 6 .405 12 0 1 0 1 52 min 0 1 -.139 5 0 1 -.405 12 -.463 6 0 1 0 1 53 1 3 max .051 5 .087 13 0 1 .083 13 1.657 5 0 1 0 1 54 min min 0 1 -.238 5 0 1 -1.657 5 -.083 13 0 1 0 1 55 10 1 max 0 1 .099 2 0 1 1.56 114 131 .095 12 0 1 0 1 56 6 min -.051 14 -.162 121 0 1 -.095 2 -1.56 14 0 1 0 1 57 2 max 0 1 1 0 2 1 0 1 .463 5 .405 12 0 1 0 1 58 min 0 1 -.139 14 0 1 -.405 12 -.463 5 0 1 0 1 59 3 max .051 5 .087 13 0 1 .083 13 1.655 5 0 1 0 1 60 min 0 1 -.238 5 0 1 -1.655 5 -.083 13 0 1 0 1 61 11 1 max 0 1 .484 2 0 1 0 1 0 1 0 1 0 1 62 min 0 1 1 -.276 12 0 1 0 1 0 1 0 1 0 1 63 2 max 0 1 0 1 1 0 1 3.32 2 1.552 12 0 1 0 1 64 min 0 1 0 1 0 1 -1.552 12 -3.32 2 0 1 0 1 65 3 max 0 1 .276 12 0 1 0 1 0 1 0 1 0 1 66 min 0 1 -.484 2 0 1 0 1 1 0 1 0 1 0 1 Envelope Member Section Deflections 114amhc Qo ., tint I- . r:-i I- - r:_i i_ 1. n_._a_ r 1 1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max .002 12 0 6 .278 15 0 1 NC 6 603.881 15 4 min -.005 6 -.267 14 -.046 5 - 2.269e -6 14 NC 14 3659.528 5 5 3 max .004 12 0 15 .556 15 0 1 NC 15 301.94 15 6 min -.01 6 -.527 5 1 -.092 5 - 4.538e -6 14 NC 5 1829.764 5 7 2 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 8 min 0 1 0 1 0 1 0 1 NC 1 NC 1 9 2 max 0 12 .005 6 .378 15 0 1 NC 6 1681.85 15 10 min -.003 6 -.352 14 -.075 5 - 2.269e -6 14 1912.249 14 5793.413 5 11 3 max .001 12 0 15 .556 15 0 1 1 NC 15 NC 15 12 min -.006 6 -.528 5 -.092 5 - 4.538e -6 14 NC 5 NC 5 13 3 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 14 min 0 1 0 1 0 1 0 1 NC 1 NC 1 15 2 max .004 13 .005 2 .373 15 0 1 NC 2 1764.36 15 16 min -.006 2 -.352 14 -.017 5 - 2.269e -6 14 1909.071 14 9783.2 5 17 3 max .007 13 0 2 .556 15 0 1 NC 2 NC 15 18 min -.013 2 -.529 14 -.092 5 - 4.538e -6 14 NC 14 1829.764 5 19 4 1 max 0 1 0 1 0 1 0 1 1 NC 1 NC 1 20 min 0 1 0 1 0 1 0 1 NC 1 NC 1 21 2 max .002 12 0 13 .278 15 0 1 NC 131 603.85 15 22 1 min 1 -.005 1 6 -.267 5 -.046 1 2 - 2.269e -6 14 NC 5 13686.102 2 RISA -3D Version 6.0.1.5 [C: \... \... \... \07349 -Bank of Commerce- pocatello \07349 -Drive Thru.r3d] Page 7 /-/r i0 t Company G & S Structural Engineers Designer Mark D. Andrus, PE Job Number : Bank of Commerce July 13, 2007 11:58 AM Checked By: Enve lope Member Section Deflections (Continued) flAamhar Car v rinl Ir v rinl Ir 7 rinl Ir- v Pntata Tr Ir (nl I /v Patin Ir. (n) 1 h Patin Ir 23 1 3 max .004 12 0 15 .556 15 0 1 1 NC 15 301.925 15 24 .6 min -.01 6 -.527 5 -.091 2 - 4.538e -6 141 NC 5 1843.051 2 25 5 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 26 22.114 min 0 1 0 1 0 1 0 1 NC 1 NC 1 27 0 2 max 0 12 .005 13 .378 15 0 1 NC 13 1681.765 15 28 14 1 min 1 -.003 6 -.357 5 -.074 2 - 2.269e -6 14 1802.501 5 5827.007 2 29 6 3 max 0 12 0 15 .556 15 0 1 1 NC 15 NC 15 30 .6 min -.006 6 -.528 5 -.091 1 2 - 4.538e -6 14 NC 5 NC 2 31 6 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 32 21.326 min 0 1 0 1 0 1 0 1 NC 1 NC 1 33 24.5 2 max .004 13 .005 13 .373 15 0 1 NC 13 1764.271 15 34 min -.007 ' 5 -.358 5 -.017 2 - 2.269e -6 14 1799.61 5 NC 2 35 3 max .007 13 0 2 .556 15 0 1 NC 2 NC 15 36 min -.013 5 -.529 14 -.091 2 - 4.538e -6 1 14 NC 14 1843.051 2 37 7 1 max .092 5 .004 12 .527 5 3.043e -3 5 NC 12 NC 5 38 min -.556 15 -.01 6 0 15 - 5.549e -6 13 NC 6 NC 15 39 2 max .092 5 .02 5 .528 5 5.092e -4 5 NC 5 NC 5 40 min -.556 15 -.018 13 0 15 - 1.494e -4 13 NC 13 NC 15 41 3 max .092 5 .303 13 .529 14 1 5.09e -4 5 1523.053 13 NC 14 42 min -.556 15 -.396 2 0 2 - 1.495e -4 13 1178.772 2 NC 2 43 1 8 1 max .091 2 .004 12 .527 5 3.037e -3 14 NC 12 NC 5 44 min -.556 15 -.01 6 0 15 - 6.352e -6 6 NC 6 NC 15 45 2 max .091 2 .019 2 .528 5 3.383e -4 14 1 NC 2 NC 5 46 min -.556 15 -.018 13 0 15 - 1.708e -4 6 NC 13 NC 15 47 3 max .091 2 .303 13 .529 14 3.381e -4 14 1523.047 13 NC 14 48 min -.556 15 -.396 5 0 2 - 1.709e -4 2 1177.495 5 NC 2 49 9 1 max .528 5 .001 12 .556 15 1 5.006e -4 6 NC 12 NC 15 50 min 0 15 -.006 6 -.092 5 - 2.397e -4 12 NC 6 NC 5 51 2 max .528 5 .016 12 .556 15 5.006e -4 6 NC 12 NC 15 52 min 0 15 -.022 6 -.091 2 - 2.405e -4 12 NC 6 NC 2 53 3 max .528 5 0 12 .556 15 5.006e -4 6 NC 12 NC 15 54 min 0 15 -.006 6 -.091 1 2 - 2.412e -4 12 NC 6 NC 2 55 10 1 max .529 14 .007 13 .556 15 1.18.5e -3 13 NC 13 NC 15 56 min 0 2 1 -.013 2 -.092 5- 1.464e -3 5 NC 2 NC 5 57 2 max .529 14 .022 13 .556 15 1.185e -3 13 NC 13 NC 15 58 min 0 2 -.03 2 -.091 2- 1.463e -3 2 NC 2 NC 2 59 3 max .529 14 .007 13 .556 15 1 1.185e -3 131 NC 13 NC 15 60 min 0 2 -.013 5 -.091 2- 1.463e -3 2 NC 5 NC 2 61 11 1 max .529 14 .303 13 .556 15 2.544e -3 13 NC 13 NC 15 62 min 0 2 -.396 2 -.092 5- 3.309e -3 5 NC 2 NC 5 63 2 max .529 14 .362 13 .556 15 2.544e -3 13 5013.841 13 1 NC 15 64 min 0 2 -.519 2 -.091 2- 3.308e -3 2 2392.049 2 1 NC 2 65 3 max .529 14 .303 13 .556 15 2.544e -3 13 NC 131 NC 15 66 min 0 2 -.396 5 -.091 2- 3.308e -3 2 NC 5 1 NC 2 Envelope AISC ASD Steel Code Checks Mamhar Chance rnria (:hark I nrrffl Ir Chaar r I nrrffl nir Ir rn n-il F4 n-il rh v -v Ph - rh rmv r- ACI) F 1 1 HSS4X4X4 .137 0 6 .000 0 1412.243 27.6 27.6 27.6 1.. .6 .6 H1 -1 2 2 HSS8X8X6 .267 14 5 .009 O z 15 22.114 27.6 30.36 30.36 1.. .6 .6 H1 -2 3 3 HSS8X8X6 .354 14 6 .012 0 Iz 6 22.114 27.6 30.36 30.36 1.. .6 .6 1-11 -2 4 4 HSS4X4X4 .137 0 6 .000 0 IV 5 12.243 27.6 27.6 27.6 1.. .6 .6 H1 -1 5 5 HSS8X8X6 .296 14 5 .009 0 Z 22.114 27.6 30.36 30.36 1.. .6 .6 H1 -2 6 6 HSS8X8X6 .354 14 6 .012 0 z 6 22.114 27.6 30.36 30.36 1.- .6 .6 H1-2 7 7 W16X57 .332 26.367 5 .085 26.7... 2 21.326 30 37.5 23.385 1 .6 1 1-11-1 8 8 W 16X57 .331 26.367 2 .085 26.7... V 2 21.326 30 37.5 23.385 1 .6 1 H1-1 9 9 W16X57 .058 24.5 5 .012 24.5 5 16.959 30 37.5 25.821 1 .6 .85 HI-1 RISA -3D Version 6.0.1.5 [C: \... \... \... \07349 -Bank of Com merce-pocatel lo\07349-D rive Thru.r3d] Page 8 Z-/, // Company G & S Structural Engineers July 13, 2007 Designer Mark D. Andrus, PE 11:58 AM Job Number : Bank of Commerce Checked By: Envelope AISC ASD Steel Code Checks (Continued) u u I vv I bAb / Ubb 1 24.5 1 5 1 .012 124.51 y 15 116-9591 30 1 37.5 125.82111 .6 1.85 H 1 -1 11 11 1 W1 6X57 .129 112.25 1 2 .024 24.5 v 15 116.9591 30 1 37.5 125.821 11 1 R 1 H1 -1 RISA -3D Version 6.0.1.5 [C: \... \... \... \07349 -Bank of Commerce-pocate I lo\07349-D rive Thru.r3d] Page 9 G /i /Z ,l Project �� ra1 r Project No. Designed By Date Z — Z 2 — 4-,2 2!(7 f /y3 2 --/ ?7 Z- /it, 170 G &S Structural Engineers Sheet k/,13 COMPANY PROJECT Mark Andrus WoodWor G &S Structural Engineers Idaho Falls, Idaho July 13, 2007 10:24:50 Design Check Calculation Sheet Sizer 2004 LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? Loadl Snow Full UDL 158.0 No Load2 Dead Full UDL 90.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 01 13' -6" Dead 672 672 Live 1066 1066 Total 1739 1739 Bearing: LC number 2 2 Len 1.0 1.0 LVL n -ply, 1.8E, 2600Fb, 1- 3/4x9 -1/2 ", 2 -Plys Self Weight of 9.58 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( Ibs, Ibs -ft, or in) Criterion Anal Value Design Value Analysis/Desi Shear fv = 69 Fv' = 328 fv /Fv' = 0.21 Bending( +) fb = 1338 Fb' = 3086 fb /Fb' = 0.43 Dead Defl'n 0.17 = L/979 Live Defl'n 0.26 = L/617 0.45 = L/360 0.58 Total Defl'n 0.43 = L/378 0.67 = L/290 0.63 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2600 1.15 - 1.00 1.000 1.03 - 1.00 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 5868 lbs -ft Shear : LC# 2 = D +S, V = 1739, V design = 1535 lbs Deflection: LC# 2 = D +S EI= 225.06e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. G� / G1 G1 Load COMPANY PROJECT Magnitude Wood W or k s Mark Andrus G &S Structural Engineers Shear 1050 Idaho Falls, Idaho Start End Load? July 13, 2007 10:25:23 Full UDL 210.0 Design Check Calculation Sheet No Sizer 2004 Dead LOADS ( Ibs, psf, or pif ) 120.0 No Live Defl'n 0.21 = L /571 0.33 = L/360 0.63 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0.33 = �+�T�( � 0.50 = i R .mvm�. ^ ` _ �.^S _.. ,.,..m)T° ✓�4 .� � _ why y �'� d%u° `�!"�'�4!'��.�uF' 0.67 � �a. �kFa ro`1 f �` S. � nyW+ - ,. - ra eyM � W ,��.'i r ✓F" � � ; �' �ux L - v.a''. "� � ,.wn3 1� isr ^c-vn' +5. �,.✓,' ..a � .vF! R`v� l � .P c _ 01 10' LVL n -ply, 1.8E, 2600Fb, 1- 3/4x9 -1/2 ", 1 -ply Self Weight of 4.79 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( Ibs, Ibs -ft, or in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2600 1.15 - 1.00 1.000 1.03 - 1.00 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 4185 lbs -ft Shear : LC# 2 = D +S, V = 1674, V design = 1409 lbs Deflection: LC# 2 = D +S EI= 225.06e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT -UP SCL - BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. Load Type Distribution Magnitude Location [ft] Pattern Shear 1050 Total Start End Start End Load? Loadl Snow Full UDL 210.0 LC number No Load2 Dead Full UDL 120.0 No Dead 624 Value 624 Live 1050 Shear 1050 Total 1674 328 1674 Bearing: fb = 1908 Fb' = LC number 2 Dead Defl'n 2 Length 1.3 1.3 Criterion Analysis Value Design Value Analysis /Design Shear fv = 127 Fv' = 328 fv /Fv' = 0.39 Bending( +) fb = 1908 Fb' = 3086 fb /Fb' = 0.62 Dead Defl'n 0.12 = L/961 Live Defl'n 0.21 = L /571 0.33 = L/360 0.63 Total Defl'n 0.33 = L/358 0.50 = L/240 0.67 COMPANY PROJECT W o od Work s ;� Mark Andrus G &S Structural Engineers Idaho Falls, Idaho July 13, 2007 10:26:01 Design Check Calculation Sheet Sizer 2004 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Snow Full UDL 193.0 No Load2 Dead Full UDL 110.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 13' Dead 777 777 Live 1255 1255 Total 2032 2032 Bearing: LC number 2 2 Length 1.0 1.0 LVL n -ply, 1.8E, 2600Fb, 1- 3/4x9 -1/2 ", 2 -Plys Self Weight of 9.58 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( Ibs, Ibs -ft, or in ) Criterion Analysis Value Design Value Analysis /Design Shear fv = 80 Fv' = 328 fv /Fv' = 0.25 Bending( +) fb = 1505 Fb' = 3086 fb /Fb' = 0.49 Dead Defl'n 0.17 = L/913 Live Defl'n 0.28 = L/566 0.43 = L/360 0.64 Total Defl'n 10.45 = L/349 0.65 = L/240 0.69 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2600 1.15 - 1.00 1.000 1.03 - 1.00 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 6603 lbs -ft Shear : LC# 2 = D +S, V = 2032, V design = 1784 lbs Deflection: LC# 2 = D +S EI= 225.06e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. IN COMPANY PROJECT Mark Andrus WoodWork G &S Structural Engineers Idaho Falls, Idaho July 13, 2007 10:26:32 Design Check Calculation Sheet Sizer 2004 LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Snow Full UDL 298.0 No Load2 Dead Full UDL 170.0 No MAXIMUM REACTIONS (113S) and BEARING LENGTHS (in) : 0 8' Dead 699 Egg Live 1192 1192 Total 1891 1891 Bearing: LC number 2 2 Length 1.4 1.4 LVL n -ply, 1.8E, 2600Fb, 1- 3/4x9 -1/2 ", 1 -ply Self Weight of 4.79 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: (lbs, lbs-ft, or in ) Criterion Anal Value Design Value A nalysis/Design Shear fv = 137 Fv' = 328 fv /Fv' = 0.42 Bending( +) fb = 1724 Fb' = 3086 fb /Fb' = 0.56 Dead Defl'n 0.07 = <L/999 Live Defl'n 0.12 = L/786 0.27 = L/360 0.46 Total Defl'n 0.19 = L/495 0.40 = L/240 0.48 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2600 1.15 - 1.00 1.000 1.03 - 1.00 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 3782 lbs -ft Shear : LC# 2 = D +S, V = 1891, V design = 1517 lbs Deflection: LC# 2 = D +S EI= 225.06e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. Project_ &E� Project No. Designed By 7 —/ S Date 3 -2 x /4."5 2- Y, 0 Asa 2- U /0 G&S Structural Engineers Sheet "I/ *-Z IA 7 —/ S Date 3 -2 x /4."5 2- Y, 0 Asa 2- U /0 G&S Structural Engineers Sheet "I/ COMPANY PROJECT W W o rks Mark Andrus o G &S Structural Engineers Idaho Falls, Idaho W July 13, 2007 12:08:19 Design Check Calculation Sheet Sizer 2004 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Snow Full Area 35.00(31.00)* No Load2 Dead Full Area 20.00(31.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs and BEARING LENGTHS (in): *.F ...ki .. s.. 0 ' 5' -6" Dead 1732 1732 Live 2984 2984 Total 4716 4716 Bearing: LC number 2 2 Length 1.7 1.7 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 3 -Plys Self Weight of 9.89 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion Analysis value Design Value Analys is/Design Shear fv = 122 Fv' = 207 fv /Fv' = 0.59 Bending( +) fb = 1213 Fb' = 1309 fb /Fb' = 0.93 Dead Defl'n 0.03 = <L/999 Live Defl'n 0.05 = <L/999 0.18 = L/360 0.26 Total Defl'n 0.07 = L/887 0.28 = L/240 0.27 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 6484 lbs -ft Shear : LC# 2 = D +S, V = 4716, V design = 3394 lbs Deflection: LC# 2 = D +S EI= 158.29e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. �` /� ���zD COMPANY PROJECT W o o dWo rks Mark Andrus G &S Structural Engineers Idaho Falls, Idaho July 13, 2007 12:08:36 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] ern Start End Start End ? Loadl Snow Full Area 35.00(31.00)* PNo Load2 Dead Full Area 20.00(31.00)* *Tributar y Width (ft) MAXIMUM REACTIONS Ibs and BEARING LENGTHS (in): Y s. e 0' 4' -6" Dead 1417 1417 Live 2441 2441 Total 3858 3858 Bearing: LC number 2 2 Length 1.4 1.4 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 3 -Plys Self Weight of 9.89 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv = 91 Fv' = 207 fv /Fv' = 0.44 Bending( +) fb = 812 Fb' = 1309 fb /Fb' = 0.62 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.02 = <L/999 0.15 = L/360 0.14 Total Defl'n 0.03 = <L/999 0.22 = L/240 0.15 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 4341 lbs -ft Shear : LC# 2 = D +S, V = 3858, V design = 2537 lbs Deflection: LC# 2 = D +S EI= 158.29e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special faste4ing details may be required. ���zD Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Snow Full Area 35.00(31.00)* No Load2 Dead Full Area 20.00(31.00)* No Dead 1097 1097 Live 1899 1899 Total 2995 2995 Bearing: LC number 2 2 Length 1.6 1.6 Criterion Analysis Value Design Value_ Analysis/Design Shear fv = 91 Fv' = 207 fv /Fv' = 0.44 Bending( +) fb = 735 Fb' = 1138 fb /Fb' = 0.65 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.10 Total Defl'n 0.02 = <L/999 0.18 = L/240 0.10 Gt ,71( COMPANY PROJECT Woodworks Mark Andrus G &S Structural Engineers Idaho Falls, Idaho SOMVAkr FOR WOOD DESIGN July 13, 2007 12:09:21 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Snow Full Area 35.00(31.00)* No Load2 Dead Full Area 20.00(31.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 10' -6" Dead 3349 3349 Live 5696 5696 Total 9046 9046 Bearing: LC number 2 2 Length 2.3 2.3 LVL n -ply, 1.8E, 2600Fb, 1- 3/4x11 -718 ", 3 -Plys Self Weight of 17.97 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( Ibs, Ibs -ft, or in) Criterion Analysis Value Design Value Analysis /Design Shear fv = 177 Fv' = 328 fv /Fv' = 0.54 Bending( +) fb = 2309 Fb' = 3113 fb /Fb' = 0.74 Dead Defl'n 0.13 = L/952 Live Defl'n 0.23 = L /559 0.35 = L/360 0.64 Total Defl'n 0.36 = L/352 0.52 = L/240 0.68 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2600 1.15 - 1.00 1.000 1.00 - 1.04 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 23745 lbs -ft Shear : LC# 2 = D +S, V = 9046, V design = 7341 lbs Deflection: LC# 2 = D +S EI= 439.57e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY PROJECT Wood y A o r k s ��� Mark Andrus ( /`� G &S Structural Engineers Idaho Falls, Idaho snvnvAaafnetvacnn�srr.� July 13, 2007 12:09:51 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? Load1 Snow Full Area 35.00 (9.00)* *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : � 0' 6' Lumber n -ply, D.Fir -L, No.2, 2x10 ", 2 -Plys Self Weight of 6.59 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 2257 lbs -ft Shear : LC# 2 = D +S, V = 1505, V design = 1118 lbs Deflection: LC# 2 = D +S EI= 158.29e06 lb -in2 /ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. Dead 560 Design Value 560 Live 945 Fv' = 207 945 Total 1505 Fb' = 1138 1505 Bearing: 0.02 = <L/999 Live Defl'n No Load2 Dead Full Area 20.00 (9.00)* 0.30 = L/290 No Dead 560 Design Value 560 Live 945 Fv' = 207 945 Total 1505 Fb' = 1138 1505 Bearing: 0.02 = <L/999 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.15 LC number 2 0.30 = L/290 2 Length 1.0 1.0 Criterion Analysis Value Design Value Analysis /Design Shear fv = 60 Fv' = 207 fv /Fv' = 0.29 Bending( +) fb = 633 Fb' = 1138 fb /Fb' = 0.56 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.15 Total Defl'n 0.05 = <L/999 0.30 = L/290 0.15 Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern fv 787 Total Start End Start End Load? Loadl Snow Full Area 35.00 (9.00)* LC number No Load2 Dead Full Area 20.00 (9.00)* No MAXIMUM RED Dead 458 Design 458 Live 787 fv 787 Total 1246 fv /Fv' = 0.45 1246 Bearing: = 874 Fb' = 1138 LC number 2 0.02 2 Length 1.3 1.3 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 1 -ply Self Weight of 3.3 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress =psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv = 93 Fv' = 207 fv /Fv' = 0.45 Bending( +) fb = 874 Fb' = 1138 fb /Fb' = 0.77 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.17 Total Defl'n 0.04 = <L/999 0.25 = L/240 0.18 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 1557 lbs -ft Shear : LC# 2 = D +S, V = 1246, V design = 862 lbs Deflection: LC# 2 = D +S EI= 158.29e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 01 r. Beam: 1 Shape: W10X54 Material: A36 Gr.36 Length: 23.5 ft I Joint: 1 J Joint: 2 LC 1: sl +dl Code Check: 0.945 (bending) Report Based On 99 Sections 18.85 at 0 ft A T fa k VY k -13.35 at 23.5 ft RISC ASD 9th Ed. Code Check vz Max Shear Check 0.351 (y) Location 0 ft Max Defl Ratio L/244 Fy 36 ksi Y -Y Fa 17 ksi Cm .6 Ft 21.6 ksi Lb 2 ft Fby 27 ksi KL /r 9.4 Fbz 21.6 ksi Sway No Fvy Fvz 14.4 ksi 14.4 ksi L Comp Flange Cb 1 Torque Length Max Bending Check 0.945 Location 10.791 ft Equation H1 -2 Compact Z -Z .85 23.5 ft 64.396 No 23.5 ft 23.5 ft in k k -ft 1-125- 13 in Z C .r4 C LO M LO 7= #4@13 in 6 ft X Dir. Steel: 1.18 in (min)(6,#4) Z Dir. Steel: 1.18 in (min) (6 #4) Bottom Rebar Plan 7 z' , n C 6 ft MED 24 in 13 in 8 #6 C N � LO 16.25 in Pedestal Rebar Plan X Dir. Steel: 1.18 in (min) (6 #4) Z Dir. Steel: .98 in (min) (5 #4) Top Rebar Plan L2 in C H N T -f c RISAFoot Version 2.Oa [Untitled.rft] Page 1 Footing Elevation Company G & S Structural Engineers July 13, 2007 Designer Mark Andrus Job Number : Bank of Commerce Checked By: Geometrv. Materials and Criteria Length :6 ft eX : 0 in Net Allowable Bearing :1500 psf Steel fy :60 ksi Width :6 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :12 in pX :24 in Concrete f'c :2.5 ksi Maximum Steel :.0075 Height :36 in pZ :24 in Design Code : ACI 318 -02 Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover 3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65 Loads P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden (psf) DL LL EL WL 10.914 .052 .135 783.944 A) .4 12.466 1 DL +1 LL .146 1146.44 (A) .585 -2.429 1.224 1.324 511.583 (A) .261 - 13.149 .511 .325 934.892 (A) .477 _ 300 +P +Vx +Vz ry +Mx "+M 1+Over f F EFZ 7'. A D D C D C A D Soil Bearing rlacnrintinn (atannrias nnrd Factors (gross Allow -(nsf) Max Bearina (osf) Max /Allowable Ratio ASCE 2.4.1 -1 113L 1960 783.944 A) .4 ASCE 2.4.1 -2 1 DL +1 LL 1960 1146.44 (A) .585 ASCE 2.4.1 -3a 1 DL +1 WL 1960 511.583 (A) .261 ASCE 2.4.1 -3b 1DL +.7EL 1960 934.892 (A) .477 _ ASCE 2.4.1 -3c 1DL +.75LL +.75WL 1960 851.549 (A) .434 ASCE 2.4.1 -3d 1DL +.75LL +.7EL 1960 1206.77 (A ) .616 ASCE 2.4.1 -4 .6DL +1WL 1960 198.158 A) .101 ASCE 2.4.1 -5 .6DL +.7EL 1960 621.314 (A) .317 RISAFoot Version 2.Oa [Untitled.rft] Page 2 5�71 • WL Company G & S Structural Engineers Designer Mark Andrus July 13, 2007 Job Number : Bank of Commerce Checked By: Overturnin_q Check (Service) Descrintinn ('.a4annriae ­4 C'__ nn_ vv ASCE 2.4.1 -1 - - - - 1 DL " V' -1) w�a -nn kn - Ill IVIV (K-TT) IVIS - (K -tt) USF -XX OSF -ZZ ASCE 2.4.1 -2 1 DL +1 LL .54 1.124 82.422 119.82 .208 82.422 52.633 396.26 ASCE 2.4.1 -3a 1 DL +1 WL 41.287 82.422 .208 41.699 119.82 82.422 06.601 1.996 76.058 1.977 ASCE 2.4.1 -3b 1DL +.7EL 9.348 82.422 8.736 82.422 8.817 9.435 ASCE 2.4.1 -3c 1DL +.75LL +.75WL 31.538 110.47 31.326 110.47 3.503 3.526 ASCE 2.4.1 -3d 1DL +.75LL +.7EL 9.786 110.47 8.736 110.47 11.289 12.645 ASCE 2.4.1 -4 .6DL +1 WL 41.071 49.453 41.616 49.453 1.204 1.188 ASCE 2.4.1 -5 .6DL +.7EL 9.132 49.453 8.653 49.453 5.415 5.715 Mo -XX: Governing Overturning Moment about AD or BC Ms -XX: Governing Stablizing Moment about AD or BC OSF -XX: Ratio of Ms -XX to Mo -XX Slidinq Check (Service) Descrintinn (.ntannrine nn 4 I I- VV - - ASCE 2.4.1 -1 ------ 1DL 1 ' \ ^/ - " \.j 8.242 VG kn) VI - LL (K) JK -AA SK -LL ASCE 2.4.1 -2 1 DL +1 LL .052 .052 11.982 .135 .281 8.242 11.982 58.504 30.423 61.053 42.641 ASCE 2.4.1 -3a 1 DL +1 WL .563 4.297 .46 4.297 7.633 9.342 ASCE 2.4.1 -3b 1DL +_7EL .909 7.732 1.062 7.732 8.508 7.282 ASCE 2.4.1 -3c 1DL+,75LL +.75WL .435 8.089 .488 8.089 18.584 16.566 ASCE 2.4.1 -3d 1DL +.75LL +.7EL .909 10.537 1.171 10.537 11.594 8.996 ASCE 2.4.1 -4 .6DL +1WL .542 1.001 .406 1.001 1.845 2.465 ASCE 2.4.1 -5 .6DL +.7EL .888 4.435 1.008 4.435 4.995 4.401 Va -XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr -XX: Resisting Lateral Force Against Sliding Along XX Axis SR -XX: Ratio of Vr -XX to Va -XX RISAFoot Version 2.Oa [Untitled.rft] Page 5