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Home My WebLink AboutBP, CO & DOCS - 04-00118 - Thrifty Car Sales - New BuildingCITY OF REXBURG BUILDING PERMIT ISSUED TO: NAME: Thrifty Car Sales PERMIT #: 04 00118 FOR THE CONSTRUCTION OF: Thrifty Car Sales JOB ADDRESS: 673 N 2nd E GENERAL CONTRACTOR: Steel Systems 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 y -6�f Issu 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 INSPECTION CARD BUILDING Date Approved 1. Layout No work shall be done on any part of on the premises during construction, 2. Footing NOTICE! 3. Foundation 2) The permit will become null and void in the event of any deviation from the 4. Framing 5. Insulation accepted drawings. 6. Drywall 3) No foundation, structural, electrical, nor plumbing work shall be concealed any underground work shall be covered 7. Sidewalk 8. Final OTHER Date Approved 1. Fire Department Fina PLUMBING Date Approved 1. Trench No work shall be done on any part of on the premises during construction, 2. Service Connection NOTICE! 3. Rough -In 2) The permit will become null and void in the event of any deviation from the 4. Final For Inspections Call 359 -3020 ext. 341 24 Hour Notice ACERTIFICATE OF OCCUPANCY CAN NOT BE ISSUED PRIOR TO FINAL ELECTRICAL & PLUMBING INSPECTION 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 NOTICE! 2) The permit will become null and void in the event of any deviation from the in each successive inspection without 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 approval. CITY OF REXBURG AMERICA'S FAMILY COMMUNM Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: t Type of Construction: Design Occupant Load: Sprinkler System Required: CERTIFICATE OF OCCUPANCY Name and Address of Owner: City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359 -3020 / Fax (208) 359 -3022 0400118 International Building Code :2000 673 N 2nd E Commercial Type V, 1 Hour New Car Lot Showroom and shop building Yes Call Development Llc P O Box 2437 Idaho Falls, ID 83401 Contractor: Special Conditions: Occupancy: Steel Systems This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vies inspected on the date listed was found to be in compliance vtith 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: Oc tober 11 2004 12:29PM C.O Issued by: Building Official There shall be no further change in the e)asbng 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. Water Department• OA64snini. Fire State of Idaho Electrical Department (208 - 356 - 4830) `.nYcw CERTIFICATE OF OCCUPANCY IZExBURG nnarxa'ns ruae.r cnuHUnm City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359 -3020 / Fax (208) 359 -3022 Building Permit No: 0400118 Applicable Edition of Code: Site Address: 673 N 2nd E Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: Name and Address of Owner: Call Development Llc P O Box 2437 Idaho Falls, ID 83401 Contractor: Steel Systems Special Conditions: Occupancy: This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vies inspected on the date listed vvas found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy wes classified. Date C.O. Issued: July 20, 2004 (12:30PM) C.O Issued by: Building Official 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. Water Department: Fire Depa n State of Idaho Electrical Department 08- 356- 4830): Mar,23. 2004 3:17AM APPLICATION FOR BUILD PERMIT CITY OF RERBURG, .IDAHO Date of Application OWNER Site Address Mailing City /Staff Telephone/Fax/Mobile 6 -S- S 2-4 -a-� tO rL S J CONTIZACTOIt r� N6-cA O 60 o l- Name e S -e,v S vt @ ' \ 1O Mailing Address • O . o Sb 3� Telephone/Fax/ilQobile D S `j 3 $ - 7 ' 1 ` 5 M P 5 0 9 - 390 - -4 - 5 a PROJECT INFORMATION DEPARTMENT APPROVAL Property Zone- Is existing use compatible with zoning, {screening parking, When wag this building last occupied CA 2 L -� VVI. e- 1 w\ . Architect/ Rngineerrirm M�. '1 �,nw�R • Plan Name �'�v �•t e� Y q Subdivision C. �iu r. %l 5 ^ k CL %6'f y��` =� Lot Block Circle One Residcnti Commercial Educational Government Remodel Other _ Circle One New House Addition/RemodeI to House omop0.=ial Commercial Remodel Circle One Basement' Finished / Unfinished Other• �atio/ Carport/ Awning N /A. Lot Square Footage j (�_ Lot Width Square Feet z rage Square Feet -s/-&- Number of Stories c>, Height of Building; q �• 9 . �- �' What will structure be used for, Home Home Business Apartment <mmeroi ether Will there bean apartment? If so, how many units Total Fstirmated Cost % 11CO Are you in a flood plain — (�� 07. ��cif i=sv� ��VB�G 1G�4Fs Signature of Applicant 3 3 4 Front i •eeT Code _ Buildiu� Permit Fees �, �- $ zone ®� Plan Check Fees Biuldng Type r , C�( Plumb Per mit Fees -,�.• 33 I. ping Permit Fees pR ,� Water & Sewer Fees 8 13� o `D Front ]~oo#aoe Fee e- _ pP Gtc� 95 Fire, and Police) Impact Fees j / Q , b3 7C4 TOTAL S Signature of Inspector Issued by No,1606 P. 1 Permit No. r,./ �z - co / C 9 _. 31PJOE Mar,23. 2004 3:18AM SUBCONTRAGTOR LIST Excavation & Earthwork:_ Concrete: Masonry: Roofing ; Insulation: Drywall: Painting: Floor Coverings:, Plumb Heattnc Electria No.1606 P. 6 M A � IPA A S CONSTRUCTION � or Supplier) Roof Trusses: Floor/ Ceiling Joist~ Cabihefs: Siding/E)cL'erior Trim: Oilier.: S 14 REQUEST FOR A CONDITIONAL BUILDING PERMIT FOR PARTIAL BUILDING CONSTRUCTION TO: Building Official for the City of Rexburg Pursuant to the provisions of the International Building Code 2000, the undersigned requests that a building permit be issued for: Footings and Foundations only at: Thrifty Car Sales 2 " East and East '7 North Rexburg, ID 83440 Acknowledgment is made that the plans for the complex are not complete and that final approval of the building will not be given until the final plans have been approved. We recognize that proceeding with partial construction at this time is entirely at the risk of the Architect/Owner with there being no assurance that the final Certificate of Occupancy for the entire building or structure will be granted. We further absolve the City of Rexburg and officers and employees thereof, of all responsibility for the issuance of a partial permit and further agree that any work performed under this permit will be removed or otherwise corrected to be in accord with the requirements of the final approved plans when a permit for the entire building or structure is finally granted. Dated: Monday, January 26, 2004 By Thrifty Sales Brian C411 Approved: Monday, January 26, 2004 CITY OF T G By Jo Millar MOUNTAIN VIEW ENGINEERING, INC. 34s North Main Brigham City Utah 84302 Phone (435) 734 -9700 Fax (43B) 734 -9519 Building Descr: x' Metal Buoding Location: Rexburg, Idaho PD-1L = 2.5 kips F H = 0.0 kips Check Solt Bearin Allowable Pressure = 1500 psf B req'd = 1.29 ft tq - oohs Page' a Job: MVE #40021 Date: 01/08/04 Subject: THRIFTY AUTO SALSES FOUNDATION By: CRH Corner Footings (Lines 3, 3.6, 5.5, & 6 / Grids E and F) [ = 7.998 inches 2 As caic = 0.03 in M = 8.5 in -kips Ae min ;= 0.17 in 2 As Rta'd 0.17 in Use 1.333 ft. x 8 inch deep cont. footing reinforced with (2) #4 bars continuous. R q = 1407 psf OK 90 39Vd 30Idd0 :l,1dINHl E00W980Z 8Z :10 0002 /ET/To 3S_9' n zz FOUNDATION CALCULATIONS 54 Metal Building MVE #40021 THRIFTY AUTO SAL.SES FOUNDATION Rexburg, Idaho Foundation Design by, MOUNTAIN VIEW ENGINEERING, INC. 340 North Main Brigham City Ubh 84302 4 pages of Calculations Z0 30Vd 30Idd0 :hldIdHl E00TvZ580Z 8Z :Z0 b00ZfEl /To JAN 0.8 2004 W MOUNTAIN VIEW Page: 1 ENGINEERING, INC. job: 11fIVE #40021 Date: 01/08/04 345 North Main Brigham City Utah 84302 Subject: THRIFTY AUTO SALSES FOUNDATION By: CRH Phan- (435) 734 -9700 Felt (435) 734 -9SIS Buiilding.Descr: 126'x54' Metal Building Location: Rexburg, Idaho FOUNDATION DESIGN DESIGN CRITERIA Roof Snow Load 40 psf Roof Dead Load 8 _ psf Code: 2000 IBC Wind Speed 90 mph Sos 0.529 S c1 0.261 Site Class D Other Loads: Soil Bearing 1500 psf (assumed) Frost Depth 24 inches Concrete and Reinforcement Exposure Importance Factor Seismic Design Category Concrete Strength 3000 P.S.I. (5 bag min.) for Foundations 3500 P.S.I. (6 bag min.) for Slabs 2500 P.S.I. Used for design, no special inspection required. Rebar - ASTM A615 grade 60 FO ADvd 30Idd0:A1dIHH1 EPOTP79807 0 C S7:TR b007/8T/T0 0 345 MOUNTAIN VIEW ENGINEERING, INC. North Main Brigham City Utah 84302 Phone (435) 734 -97oo Fax (435) 734 -8519 Building Deser: x Metal Building Location: Rexburg, Idaho PD IL = 33.7 kips F H = 5.0 kips (assumed) Uplift = 11.8 kips Check Soil Bearins>I Allowable Pressure = 1500 psf B req'd = 4.74 ft Horizontal Force Use hairpin rebars to resist horizontal force. Page: 2 Job: MVE #40021 Date: 01/08/04 Subject: THRIFTY AUTO SALSES FOUNDATION By: CRH Sidewalll Footin s (Lines 4 & 5/ Grids A & F) f = 33 inches A...,,= 0.86 in2 M„, = 473 in -kips As min = 1.29 in2 As Req'd = 1.29 in z' Use 5.5 ft? x 14 inch deep footing reinforced with (6) #5 bars each way. q = 1114 psf OK As req'd = 0.10 in2 L req'd = 3.2 ft - reinforced slab (6 x 6 - 10/10 min) L req'd = 5 ft - unreinforced slab Ualift Design uplift= 8.26 kips Slab Thickness = 4 inches Depth to top of Ftg. - .24 inches Steel Line to CL Footing= 4 inches Po,L = 23.3 kips F = 5.0 kips (assumed) Uplift = 8,2 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 3.94 ft Horizontal Force Use hairpin rebars to resist horizontal force. As req'd = 0.10 in2 L req'd = 3.2 ft - reinforced slab (6 x 6 - 10110 min) L req'd = 5 ft - unreinforced slab Y Ip Ift Design uplift= 5.74 kips Slab Thickness = 4 inches Depth to top of Ftg. = 24 inches Steel Line to CL Footing = 4 inches Use # 4 hairpin w/ 6 foot legs. Weight of Footing and Soil= 11.34 kips Weight of Concrete Slab= 1.57 kips Total= 12.91 kips Factor of Safety = 1.66 > 1.5 OK Sidewall Footings (Lines 2, 3, 6, & 7 / Grids A & D) I = 27 inches M„, = 268 in -kips A e nai, = 0.49 in As min = 1.05 in AsR*,'d = 1 .05 in 2 Use 4.5 ft x 14 inch deep footing reinforced with (5) #5 bars each waY• . - q = 1162 psf OK Use # 4 Weight of Footing and Soil = Weight of Concrete Slab = Total = hairpin w/ 6 foot legs. 7.59 kips 1.37 kips 8.96 kips Factor of Safety = 1.56 > 1.5 OK b0 39Vd 39I33D :A13IaHl E9OTbZ980Z 8Z :T9 t?00Z /ET /TB 0 346 MOUNTAIN VIEW ENGINEERING, INC. North M9in Brigham City Utah 84302 Phon.p (436) 734 - 9700 Fax (435) 734 -9519 Building Descr: x' Metal Building Location: Rexburg, Idaho PDIL = 7,8 kips F = 5.0 Kips (assumed) Uplift = 2.8 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 2.28 ft Horizontal Force Use hairpin rebars to resist horizontal force. Page: 3 Job: MVE #40021 Date: 01/08/04 Subject: THRIFTY AUTO SALSES FOUNDATION By: CRH Endwall Footings- Interior w (Lines 1 & 8 / Grids B & C) f = 15 inches M„ = 50 in -kips in A = AS Cak 0.11 s min 0,50 in — A R eq'd = 0.50 in Use 2.5 ft' x 12 inch deep footing reinforced with (3) #4 bars each way. q = 1248 psf OK As req'd = 0.10 in2 L req'd = 3.2 ft- reinforced slab (6 x6 -10110 min) L req'd = 6 ft - unreinforced slab Ualift Design uplift= 1.96 kips Slab Thickness = 4 inches Depth to top of Ftg. = 24 inches Steel Line to CL Footing = 4 inches PD•L = 3.9 kips Uplift = 1.4 � kips Check Soil Bearing Allowable Pressure= 1500 psf B req'd = 1.61 ft Use # 4 Weight of Footing and Soil = Weight of Concrete Slab . I Total = hairpin w/ 4 foot legs. 2.19 kips 0.97 kips 3.15 kips Factor of Safety = 1.61 > 1.5 OK Endwall Footings-Corner (Lines 1 & 8 Grids A & D) = 12 inches M. = 20 in -kips A. ceio = 0.04 in 2 A, min = 0.40 in 2 A. Req'd = 0.40 in 2 Uplift Design uplift= 0.98 kips Slab Thickness = 4 inches Depth to top of Ftg. = 24 inches (EW) Steel Line to CL Footing = 4 inches (SW) Steel Line to CL f=ooting = 4 inches Use 2.0 ft 2 x 12 inch deep footing reinforced with (3) #4 bars _each way. q = 978 psf OK Weight of Footing and Soil = 1.40 kips Weight of Concrete Slab = 0.56 kips Total = 1.96 kips Factor of Safety = 2.00 > 1.5 OK 90 39Vd 30IAAO :AiJIdHi E00TbZ980Z 8Z:T0 b00Z1ETIT0 01/12/2004 17:05 14357349519 2'-V ANCHOR BOLTS PER -� DETAIL D THIS SHEET cs i 'v N z a PNT VIEW ENC2INEERING 4 � / I I I 1 � I I 14 HAMPIV WITH W -O" LEGS b 4' CONC. SLAB WITH 05 HAWK CENTERED IN %AB r 04 TIES 0 8" O.C. WITH o (2) IN TOP 5" OF PIER . 4 1 VIRTI � — _5• I REINFORCING PER ORIGINAL PLANS it T S12E PER ORIGINAL PUNS F REVISED TYPICAL. _ - 00TING THRIFTY AUTO SALES REXBURG, IDAHO MVE JOB NUMBER 40021 60 39Vd 30I dd0 : AiJ I NHl PAGE 04 JAN 12 1004 OF a. E00TO3980Z 83:T0 VOOVET /T0 Ln A.9, — im Im ANCHOR BOLTS PER -� DETAIL D THIS SHEET cs i 'v N z a PNT VIEW ENC2INEERING 4 � / I I I 1 � I I 14 HAMPIV WITH W -O" LEGS b 4' CONC. SLAB WITH 05 HAWK CENTERED IN %AB r 04 TIES 0 8" O.C. WITH o (2) IN TOP 5" OF PIER . 4 1 VIRTI � — _5• I REINFORCING PER ORIGINAL PLANS it T S12E PER ORIGINAL PUNS F REVISED TYPICAL. _ - 00TING THRIFTY AUTO SALES REXBURG, IDAHO MVE JOB NUMBER 40021 60 39Vd 30I dd0 : AiJ I NHl PAGE 04 JAN 12 1004 OF a. E00TO3980Z 83:T0 VOOVET /T0 91/12/2 0B4 12:96 14357349519 8" 0 i co 0 .1 . MNT VIEW ENGINEERING #4 HORIZONTALS 0 12" O.C. 4" CONC. SLAB WITH ° W6x6 10 /10 WWM OR FIBREMESH #4 VER TICALS L ® 1' -6" D.C. (2) #4 HORIZONTAL BARS 1 ,� 4 v IN FOOTING CONTINUOUS D PERIMETER WALL DETAIL THRIFTY AUTO SALES REXBURG, IDAHO MVE JOB NUMBER 40021 PAGE 03 80 39Vd 30Idd0:AiAINHl E00TbZ580Z 8Z :T0 b00Z /ET/T0 JAN 12 2KA L0 39Vd 30Idd0:hldIdH1 EOOIVZ98OZ 8Z :T0 b0OZ /ET /T0 07/22/2004 09:22 2085293578 MA GRIAILS TESTING & INSPECTION STEEL SYSTEMS HIGH STRENGTH BOLTING REPORT PAGE 01/01 ❑ Enviro nmental Services d Geotechnical Engineering O Construction Materials Testin ❑ Special Inspections _ ?� - -- Project Namew �� . A Date MTI File #: �� i , Contractor Name: Permit #: 0_ i Weather'. Name: l Project.Specificaitions General Conditions Snug Tight only >< Faying surfaces flush and in full contact [ ] Full Tension /Slip Critical [ ] Faying surfaces free from paint, oil, etc. [ ] Turn -of -the -Nut method [ ] Calibrated Wrench method [ ] Direct Tension Indicators [ ] Load - Indicating Washers ( ] Twist -Off Bolts ( Lejune" bolts) Bolt Specifications 14 ASTM A 325 [ ] ASTM A 490 [ ] Other (specify) ] Bolt size �ryii Washer Specifications [ ] Hardened washers [ ] Plate washers ._ XNone required [ ] Visually monitored turn - the - nut method (] Verified installation equipment and bolts using Skidmore - Wilhelm tension measuring device. (] Applied inspection torque of ft/Ibs to diameter bolts ft/lbs to diameter bolts [ ] Visually. inspected twist -off bolts [ ] Washers at slotted holes under turning element [ ] Inspected load - indicating washers with feeler gauge to [ 10 .015" [ ] 0.005" [ ] Other " Verified a minimum of 2 bolts per connection or 10% of all bolts. Verified all bolts at every connection. [ ] Other (specify) [ ] RFI applicable: Work inspected was compliance [ ] except as noted j ] Remarks: 5�� r / �r�r�, ��'ic�i,_1'.._..- �1��►^��Ja_z� U pection /retesting required 10 1230 N, Skyline Dr. Suite C, Idaho Falls, ID 83402 208 529 -8242 Fax 208 529 -6911 E -Mail eimtl ®mti- id.com www.rnti id.com CITY OF r OHM �$LlSH s AMERICA'S FAMILY C0MMUNffY 19 E. Main (PO Box 280) Phone: 208 - 359 -3020 x326 Rexburg, Idaho 83440 Fax: 208 - 359 -3024 www.rexburo.oro cathyw @ci.rexburg.id.us July 27, 2004 To: Idaho Department of Transportation This letter is to verify Thrifty Car Sales is doing business as a car dealership, the location is 673 N 2 E. A Certificate of Occupancy was issued July 20, 2004. This location is zoned Highway Business District the proper zoning for a car dealership. If you have any additional questions or require more information, please feel free to contact me. Best regards, Cathy Winters 07/22/2004 09:16 2085293578 STEEL SYSTEMS PAGE 01/01 M AT@RIALS Tfi STINO & INSPECT H IGH ST RENQTM B OLTINCa REPORT 0 Environmernai services 4 y1solacrgmum r-numeenna V w n01 T uu u 9n rwitunMly wwwrili V 7Mv 1110M�.MVna r. Date' 4!.;7 L MTI Flle rt: 1 �f � ,�� Project Name4 J&IoA',.• �•. .,��.� - -- contractor Name: .1 6 0 Permit If: _ Inspector Name, Weather rl"e' , .�0"Va y _ Projecl General Conditions Snug Tight only >< Faying surfaces flush and in full contact [ J Full Tension/Slip Critical ( ] Faying surfaces free from paint, oil, etc. ( Turn -of- the -Nut method [ ] Calibrated Wrench method ( ] Direct Tension indicators [) Load - Indicating Washers [ ] Twist -Off Bolts ( °Lejune" bolts) Bolt Specifications J4 ASTM A 325 [ ] ASTM A 490 [ ] Other (specify) ky Bolt size Washer SpeoNicatlons [ ] Hardened washers [) Plate washers XNone required (] Visually monitored turn -of- the -nut method [ ] Verified Installation equipment and bolts using Skidmore - Wilhelm tension measuring device. [ ] Applied Inspection torque of ftlibs to diameter bolts ft/Ibs to diameter bolts [ ] Visually Inspected twist -oft bolts [ ] Washers at slotted holes under turning element (] Inspected load- indicating washers with feeler gauge to [ J 0.015" [ i 0.005• [ J Other_ X Verified a minimum of 2 bolts per connection or 10% of all bolts. (] Verified all bolts at every connection. [ J Other (specify) [ ] AFI applicable: Work inspected wasb.J'in compliance ( except as noted [ J r r-A 1230 N. Skyline Dr. 801e C. Idaho Fab, ID 93402 206 629.924? Fax 208 629 -6911 E -mail eirml0mtl- Id.com WWW.11lfl id.com Z0 39dd 30Idd0 :AiAIaH1 £00TVZ980Z b17:00 1700Z /ZZ /L0 05/2004 14:30 14357349519 h1NT VIEW ENGINEERING PAGE 02 MOUNTAIN VIEW ENGINEERING, INC. 345 North Main, Brigham City, Utah 84302 Phone (435) 734-9700 Fax (435) 734-9519 Page Job _ #40021 STEEL SYSTEMS, INC pate 2_ 5-2004 Subject THRIFTY AUTO SALES g C.R.H. 0 ^ a �F 00 n r Wa O N N n a r c F 0 F 'S 0'.�� FEB 0 5 2004 OFFICE LOADING STORAGE LOADING M 'z a F 11 B" TJI PRO -250 O 230 11N8' TJI PRO -250 OR 2 30 11 %" T P - OR 230 ql JOISTS 0 24" O.C. JOISTS 0 16" OX. JOISTS ® 16" O.C. I 01/12/2004 12:06 14357349519 9 Q 0 MNT VIEW ENGINEERING #4 HORIZONTALS 12" O.C. 4" CONC. SLAB WITH ° W6x6 10/10 WWM OR FIBREMESH - X X- X ---r -; #4 VERTICALS 0 V -6" 0. C. (2) #4 HORIZONTAL BARS IN FOOTING CONTINUOUS 1 - 4" D DB REVISED PERIMETER WALL 3/4 " =1' -p" THRIFTY AUTO SALES REXBURG, IDAHO MVE JOB NUMBER 40021 r AIL PAGE 03 JAN 12 2(lf,4 01/122/2004 12:06 i 14357349519 MNT VIEW ENGINEERING PAGE 04 5' -6" 2' -5" 3T1, 4" A.B. I Ln A.6, i , i as N I r 14 HAIRPIN WITH ANCHOR BOLTS PER 6' -0" LEGS DETAIL D THIS SHEET 4" CONC. SLAB ° WITH 15 HAIRPIN — CENTERED , IN SLAB a o z 8" fit #4 TIES ® 8" O.C. WITH 2 (2) IN TOP 5" OF PIER cc 0 W 4 4 °- VERTICALS i t ALS a 2'_5" i REINFORCING PER / - ORIGINAL PLANS SIZE PER ORIGINAL PLANS .� JAN 12 2OC4 F REVISED TYPICAL FOOTING THRIFTY AUTO SALES T REXBURG, IDAHO V OF MVE JOB NUMBER 40021 d• Structural Calculations For Thrifty Auto Sales Rexburg, Idaho Contractor Steel Systems, Inc. Idaho Falls, Idaho FEB 0 2 2004 Mountain View Engineering, Inc. 345 North Main Street, Suite A Brigham City, Utah 84302 Phone: (435) 734 -9700 Fax: (435) 734 -9519 Job: Thrifty Auto Sales Location: Rexburg, Idaho Design Loads: Ground Snow Load: 57 psf Roof Snow Load: 40 psf Wind Load: 90 mph Exp C Seismic Use Group: 1 Site Class: D Sos: 0.529 Soy: 0.261 Seismic Design Category: D Collateral Load : 3 psf Load Combinations per IBC 2000 Page ,.0 A + + 3 E - Lf- 0 1 ik I S I 'i A E 3 4 3 T i N IF ID IRM Cl A D 237.00 REF A FIR CM LAF F&;-im T 'PURI IN LAST 3 A7 N E i 'i BAY BAY (FT) GAGE (FT) (FT) 17,67 14 2.2)0 18.52 16 2.75 1.3@ 14.67 1 9 -1 2.@Q 4.2 4 24.00 1 2.1210 2 .20 5 14.67 IS 4. 2 .20 Z, 18,33 16 1.5@ WO 2.72 7 - 7. 0 -4 REACTION MOMENT STRE S UFF RT - K) (KSI) (XI?S) t PT BAY 1.34 -@.00 2. 00 I LAP -4.39 24.51 27.12 2 4.45 -13.31 LAP -5.42 2 4 . b 9 LAP -1.34 9.72 2 -78 -:3. 54 12.31 LAP -1,65 11.810 LAP -2. S7 19.30 -8. -- 4 4. : )G 21.91 LAP -4.21 16.12 4 LAP -4.21 1 fs. 10 5 4.36 -8.77 21.91 LAP -2, G7 19. 30 LAP -1.63 11.80 6 2.78 -:3.54 12.81 LAP -1.34 9.72 2 4. fS9 A? -3. 7 4.49 -8.61 27.12 AP -4.39 24.51 7 8 1.2 4 @.00 2,20 MAX UNIT LOAD - 251.88 PLF MAX UNIF LOAD WITH 57. STRESS IHCa - 264,43 PLF I IENGTIH FT -) 20.42 ' 71- -l.33 13.17 22.52 22.33 il 0 M Z A * 7 STRESS (FT-K) (KS1 ) 4.55 24.26 2.82 20.25 -2.26 -2.22 6.14 23.413 -0.28 -2.@2 2.a 2@.25 4.35 24.26 E ',I Lj J4 E, oz S p A] -7, UNIFORM LfDA,' 2 7 Q0 F F FRL;A E AR FIR 0, POPLIN �14 LENGTH A S, T M AY BAY FT 1 13 A G E (FT) 2 5 24. 00 2. 00 12 2. 3 14.67 IS 4, R M t- LE Ml T S TR ES S SU P P O RT : X I PS (FT -K x s I B AY 0. 87 -2.00 0.00 1 LAP -2. 15. .-I 4. 65 -5.5 2e. 80 A 2 - 4.5 7 18. AP - 18. 98 :3 4. G5 -9.52 23.80 AP -2.18 15,76 4 f.87 0.00 0. MAX UNIF LOAD - 286.97 PLF MAX. UMIF LOAD WITH 5% STRESS !NCR - 301.32 PLF PgRLIN LENGTH (FT) 6.67 32.50 16.5 MOMENT F - M Xsi 1.83 13.19 5. 22 .52 1 ,53 13.19 M + + + + + f i- U 14 7A - N - W ETS '.4EE, 7 , 1 4C. + Flione: 435-73 + ....... = *+ ... *+*++ U Ll C: 1 L P *: I RE BU AUTO SALE ES !NTERICOR =,'.A .ME A - 't R Design parameters er o- 55 Number Degrees of F.reerdc 7f - iDlem Band Wldth I z e of _, t 1 1 7 IF rl e s S M a t r Mum of I _ Cases Lclad rase I - DEAD Load Case 2 - '41N-D [I- Degrees of Freedom H cl 1 Sp elt. Len. Ar M eulth e Y I ) F I DF2 -D F 3 r DF4 L) F5 D r F 1 Ft) Ft- -Ft) i In") Irj 12 13 1 r , 1 - 7 -L. 0 21 4. 1 7 4. 17 3.85 4.55 17 -10 21 0 0 5. 210 0.00 5.00 3.85 4.55 20 �, I L - 2 4 25 0 0 5.00 21.00 5.00 3.65 4.55 24 25 28 29 0 0 5.0t7 0.00 5.00 3.85 4. 55 5 28 29 32 = : 0 2) 5.00 0.00 5.00 3.85 4.55 3 2 33 :�4 E, - I? 3, 0 2. 50 0.00 2'. 5 0 3.35 4.55 3 " 38 3 9 2) 0 2. c -5 0 0.00 2. 50 3. {'5. 4 . 5 5 -:19 42 4 -3 21 211 5. 00 0.00 5.00 3.85 4.55 9 7 4 - 43 46 47 0 ( 11 5. 930 0.00 5.00 3. 8 4.55 10 46 47 50 51 0 0 5.00 0.00 5. 00 3,85 4.55 50 51 54 55 0 0 5.00 0.00 5.00 3.85 4.55 12 54 55 59 60 0 4. 17 0.00 4.17 3.85 4.55 1 9 10 14 0 0 2.17 0.00 2.I 3.21 2.76 14 i 5 1 13 0 4.50 12). 00 -4. :50 3. 2.1 2. 7u -19 2' 2' 2? 27 0 5.00 0. 010 5. 00 3. '21 76 i E, 2'2 23 26 27 0 0 5.00 0.00 5.00 3.21 2. 76 17 26 2 7 30 31 0 0 5. 00 0.00 5.00 3.21 2.76 18 30 31 34 35 ib 0 5. 00 0.00 5.00 3.21 2.76 19 34 35 40 41 0 0 5.00 0.00 5.00 3.21 2.76 20 40 4 44 45 0 0 5 .00 0.00 5.00 3.21 ��, 1, 76 1 2 - I 44 45 46 49 0 0 5.00 0.00 5.00 3.21 2 . 7 5 22 48 4 52 5- 2) 21 5.00 21.00 5.00 3.21 2 . 76 5 53 5E. 24 4.50 0.00 4.50 3. ?1 2.7S 57 J 0 2.17 0.00 2.17 3. 2 1 2.76 25 12 1 3 1 4 15 12) 0 2.17 -3.35 3.99 1.10 1.10 26 14 15 1 E. 17 21 2) 2.00 3.35 3.90 1.10 1.10 : 1 6 17 18 1 t1 2. 5; 3 :3 5 4.16 1.10 1.10 3 -2, 21 -711 0 2. 5121 3.35 4.18 1 . 1 0 1 221 2 1 2 2- 2 J 0 2A .50 -3.35 4.18 1.10 1 . 1 1171 J�; Loads and Deflections Load Case 1 Load Case 2 Loads Deflect Loads Deflect Degree Xips inches _ 4 _. .- -. Or' !9 L1 .- . _: 1 11 Freedom In -H Radians In -H Radians 1 0. 210 - 0. 2x0 0.00 0.01 2 0.00 -0.00 0. 00 0.01 0.00 2 2, 0. 48 1. 0_; 4 0.00 - 2).211 0.00 J. 3 5 2 1. 00 0. rc` 0 3 =i 0 _. _ _ �l - t? 0 � C+1 3. 3 5 4. 18 i . i 0 i . 1 0 _ -. 3 =' 33 -34 35 21 1 0 fO -3.35 4.18, 1.10 1.10 36 34 35 11 37 0 0 0. 00 3.35 3.35 _ . 1 21 1.10 1.54 13 :35 _ _I ? .0 0. Vc10 3 .3 5 4.18 1.10 1. 10 3.6 36 39 40 41 2 1 0 2 . 50 -3.35 4.18 1.10 1.10 39 40 41 4 43 0 2) 2.50 3.35 4.18 1.10 1. 10 40 42 43 44 45 0 0 2. 50 -3.35 4. .1 10 41 4-3 a^ 4 E 47 0 0 2. 50 = 3 4.18 1. 1!,I 1.10 `3 � =1 4^ 4 21 4 `i 0 0 22. u - 3 .'35 4 .1- 1. i� 1♦ 1 ' .. l 4 i 4 8 49 °:0 51 0 0 2 50 3.35 4.18 1.10 1.10 44 50 51 52 5 :1 0 0 3. 5:0 -3.35 4. 18 1. i'-1 1. 10 45 5 53 54 55 20 0 7 - 1 . 50 3.35 43 18 1.10 1. 10 46 54 55 5i6 57 21 0 2.00 -3.35 2 .90 1.10 1.10 47 56 57 59 60 0 21 3'. 17 3. 35 3.9-9 1. i0 1.10 46 1. 71 1 = 72 4 `c1.00 7.33 7. 3:1 6.4'9 113.00 419 3 3 4 5, 6 7 0. 0E11 4.75 4. "'5 6. 49 118. 00 5 0 5 6 7 8 9 10 0. 210 3.74 3. 74 6.49 118.00 5 1 a 9 1 21 11 12 i t 0 . 12 3. 3:5 3.35 E,. 49 116.00 52 70 71 71 E.7 68 69 0.00 7.33 7.33 6.49 118.00 .1 67 0 69 64 65 Era 0.00 7.00 ''.00 6. 49 113.00 5 4 64 65 61 62 63 2).00 3.74 3.74 6.49 118.00 55 ell E.2 Es3 58 59 60 0. 00 3.35 3. 35 6.4-9 118.00 Loads and Deflections Load Case 1 Load Case 2 Loads Deflect Loads Deflect Degree Xips inches Kips Inches o Or' Of Or or Freedom In -H Radians In -H Radians 1 0. 210 - 0. 2x0 0.00 0.01 2 0.00 -0.00 0. 00 0.01 3 0.00 -0. 221 0. 48 1. 0_; 4 0.00 - 2).211 0.00 0.200 5 2 1. 00 0. rc` 0 0. 00 `.21. 0 i 0.00 -0.15 21. 5 V.) 1. -A -,' 7 0.00 -0.212 0.210 0.01 8 2).00 0.01 0.00 0.00 9 0.00 0.07 0.00 1.59 10 0. 00 - 0. 112 0. 2-121 0. 101 11 0. 00 0.01 0.00 - 0 12 0.00 0.40 0.27 1.54 13 -1.13 -0.03 0. 34 211 01 1 4 0. Vc10 0. 0E. < 1 . 0 0 I. 511 15 -3.15 -0. _O 0.9`: 0.'06 16 0. (210 0. 4 LA 0. 00 1. 53 17 0,00 -0. 0. 00 %1. 11 18 21. 00 0. 07 0. 100 1 . U0 19 -4.28 - 0. d_i 1.28, 0. 13 0. 0i2f -1. 1 i'0. 210 10. 4 N 0, 00 0 27 -4. 50 7 4 1. •35 0. 39 7 11 3 0. 00 V3. Ji il) . 00 i. 55 0. flao 1. 88 I'D. DO 0. 43 30 0.100 0. 113 0. foo 1.58 -4. .f0 L. 9 i. 13 5 3. 45 42). 010 '7j 7 1) 10. 00 - x...05 0. 00 -7 0. 4' 0. 0 0. 24 0. 00 1. 35 -A. 50 7� j �7 1. 12 10. 48 ,26 0. 00 0. 24 Z. 00 1. 5E, 0 . . 0 0 - n - 7 :36 10. 0 0 �o 39 0.0o - 0. 47 40 0.00 0.:30 I'D. 00 1. 55 41 -4. 50 -1.139 0.1138 0.46 4 i 0.00 0.13 0.00 1.58 43 0. 0 - 1..3;3 . 13. 00 0. 44- 44 0.00 0. , �5 0.100 1. 54 45 -4.50 -1.74 0.83 f7.41 46 0.00 0. 14 0.00 1.59 47 0.00 0. (DO 0.37 48 0. 010 0.39 10.00 1.53 49 -4.50 -1.34 0.88 +0.3' 50 0.00 0.11 0.00 1. 1:5 0 51 -0. 00 - 1. 0 10. Izo 10. 52 0.00 0.41 0.00 1. 512 5:3 - 4. '.2 8 0. 3 0. 20 5 54 0. 00 fb. I'D 1- 3 0.00 1 . _b L 55 0.00 -70. 0.00 0. 1:_3 56 0.00 0. 42' 0.00 1.5' 57 -3.15 -0.30 0.62 0.07 58 0.00 -0.01 0.00 59 to. 00 0.0 0. 58 1. o 0 .01 0.00 -0.01 0. 0.00 6, 0.00 0. 4'2 0. 00 _ 1 . 52 63 I.D. loo -0.03 0.00 10.101 64 0.00 -0.00 0.100 ID. 00 D 0.00 io. 3 1.10 1.36 0.00 0. 2 13.00 0. 010 67 0.00 0.00 0.00 0. 0 68 0.00 0.48 1 . 07 + O. ;31 69 0.00 - 0.01 0.00 0.00 7:0 0.00 0.01 0.00 0. Member End Act L o - -a d Case I - DEAD - 'SNOW (A) 7'A 'A ,I e ii b p s lKlps) K -K) 34 2.71 3 32.99 26 3G, :3 :37 -2.91 3 32.23 :39 72.55 to 55. G2 it 31.98 1 2 1 4. 1 4 23 Ig.71 14 -t3.16 5 76 13 -52.51 7 -73. is - 32.7 4 49 IS 2 50 -75.78 21 -62.22 52 -41.94 53 -1 24 11.52 - 27.51 s 2:3. 24 -24.90 19.56 - 1 9. 56 30 13.94 :31 -1]. :32 3.53 :33 -3. :33 34 2.71 35 -2.71 26 @, @Q :37 -2.91 -29.59 2. 91 :39 S. 52 40 8.52 41 - 4 2 1 4. 1 4 4.3 - 1 5.76 44 19.76 45 -25.05 46 23.42 47 -27.72 A 24.22 49 24 50 24.22 51 24.22 52 24.36 53 24. 24. .2 - A.38 -1. �. 37 -@.00 -13.71 - 1.37 15.71 - -2. 59 -1.37 22.59 -29.59 8.2.4 25. 5 sl 0.00 1.87 9. 00 13.71 1.87 -13.71 26.80 3-2.30 Q WA W, aemDE- AC ris -a z Case 2 A A :Kips) 5.84 -2. 4 -15,53 5 -13.95 3 -20. 10 -15.35 45 5' 13 -11.32 4 8 -3.)8 15 5.U5 16 it. 510 5.94 IS 36 19 13.94 15.02 21 15.75 2 12.25 -7 3 24 2.49 8.61 2s -7.32 27 7.34 28 24 `4 30 -4.55 ,31 4.55 32 2. a6 33 2.86 J 4 -1.18 gs 1.13 0.e(1) :37 @.22 Ja -0.22 40 41 2.42 42 -2.41 4:3 5.51 44 -3.51 45 4.33 46 -4.25 47 5.28 48 2.53 49 -7.57 2.)6 50 -7.5 a : a< : Ft -K - -14. - 3 <Zt -K 18.66 23. 4.3 54, - 0, a0 4;ij 77 + + + 'RMAT HIM 424WM" F I M F U F' D B L -7 Y ? E C F T H E '- R I S _- M : A CT I-E CK FU R W 1 2 2 • Yi,al-CinQ Stf:_=.ss + E nett_` e L e n g t h in m a, - ) 4 jo r a :_:3 a c il a S t - -ye "?11th 1 t 3L IZ -D V i m I a o r + X3.:1 7il F - -; c A: 3,e i li - g it-, * Unbraced Length (Comp. If larige * Max- - mum M )_ nor Axis Bend I nQ M;:)meI S i a tz: _L a g in i 'o c -a I Y + hear acting in local X ' act c - o Safty (for me-nbe sizi:IQ.l 5 5 0 K S I -24 .4 - I 10 r H Fa -7 -7 a f MD C IH 7'A I I i Qj KTQ-7NCH - 3 P V) 21. 0 211 I C b (SD e: c t i o n F1.3 .D. 8 C5 + Cmy (Formula 1. !a I The web and the fiange 1:)f this member is continuously connected. + Th' 3 i — 1.3 not a Lvrbrid - -member. ... *++*+*+**+W*+++* ... ***++*+++*++*+It.++++* ... *** ... + ... * ... t** + 'SECTIOM TO BE CHECKED -. 1 :)- .......... *****+*+ +***+ SUMMARY +***+ S E C, T I ; DIN 41 0 X 2 ILIN - RA'_ : - ,21. 1 Fa -7 -7 a F t : 17. 4B3 F'-Iv 0.000 Fa _ ow 19.824 F '-I :.c allo : 30. - M , 10 = b v a I I ow 21. 0 211 . . . . . . . . . . . * _#' . . � ^ � + , � i i . 4 + - � - I �_`;F THE 7 -A�r-'U' 7 ' INF(- FAA w A 40W O;ozvmjv I- - HEC',! FER W -"��'E ' GE THE PROBLEM : AISC CODE C. , X I u I X - * Yieldinq Eifective Length in manor axle 23le ±v e i- e n g tlh c a c t - jl a Elflfective LE-ng In 'ri-nsi a Eilective i-eng F a c + r -- ' -n -, - :- I M a. I A. Z B er; d:i rl c �! J j e Un�_ -leng flancl Maximum Minor A=is Bending Mciment- Shear acting in local Y Shear acting In local IX Factor o -n e m b e r si �_ i :, g o Sa "fclf -1 32 323 -24.4 X 9 INCH - r ur u C Z; - T �i -44c, T N C '4 0 �K I AN C H 1, T p C, b ( S e c +_ I on F I - '3 i cm.x (F.Ormula I.CS-la' = 2.85 Cmv (Formula E5a - a _' 1 7- w 02"D Fby I iow 0.00-1 • The welb and the . of this member -is continuousiy connected. • This is not a Hyb:rld -nem,DE:-i'. „ * - 1 _* -W * * _* - * * .* * - l * * V * * * 4W * -!p 4t -t 4t 'It -®---- - SECTION TO BE CHECKED k :@2 4* 41t —4— SUMMARY 4 SECTION = WIOX22 TN";22A'__:TTlC!N FORMULA RATIO : 0.6619 Fa 1 2.9 2 5 Fb y 2@a Fa - a 1. 1 ow 21,59£ E5a - a _' 1 7- w 02"D Fby I iow 0.00-1 + + + + d d d d d+ + d o- d ++ + 0 o M E e 1 - u. n lb f e - n e:r s 4 Ej -1 1_ i -4 -1- S i 4 4 um E; cad a E. C- "fl t 4 T .Ho 1 er B M em �F F rIF F -4 F f ', Ft 1 9. 0o Q) D 0 9 -,C 0 1 2) 0 f2l 0 -'8, 29 33 -0 LD 2! 'L) 21 D. OC 4 0 4 1 2 2) ' D 7)0 9. 210, 3 - 7 9 CD 7 1 4 4. 7 - .00 4. 1 2 32 19 0 2) C 1 00 CA() 2. 2. 62 D 0 -9. 0. 00 9. 00 2 32 9. ID 0 0. 0 0 2. ='-) 2 14 0 2 -4 C=: 1 10. 2) 0 f; 3 ~ 4 4'D it :21 - D. D cl 211 -I)o 9 -J it 4— 4= 48 43 0 21 A. 1 f-4 2)0 4. 1 7, 7 1 1 2 14 15 2) 4. 3 b 5.x)5 1.10 -7) -4. f 3. 3 E, iy 15 - 7 1 2� 9 IV) 0 4. 5 -3. 36 2" 21 0 4. Sri 3. 36 1 0 21 .1 C11 0 0 4. 0 - 3cl 2 -4 25 f 5. 28 -1 0 zi 4. 5 0 io 1) 4. -j (3 7-4 4 9 to Q) E, '3 21 0. 2)01 9 49 4 5 D 0 21 -1 2 4 9 1.18. 00 42 4 Load CaSe Load C 2 EE, CD A I 'D 2 2 4 0. 21 D Ol 30 3 5 '7 D 0 Zi 0 - .3 0. 0 . 3 0 co 0. 0 0 3 00 1 1 -4 0. 0 C 5G, 900 4-4 7,� 5 Cl) -0. 214 2). %2) C I 0 . DO 1 5 21. 0 0 4 f '7 5. 0 0 1.75 D 1 . 5L 0. 4 — 13 0. 0 cl 1 0. 21 1. 5 4 8 2 21. = 9 D. 00 E 21. 0 i . 52 1 4) J Q .3—' 24 0. 00 4°: 0. 010 1 . _0 2 5 -5.00 3. 1 . 50 V) 3 J. Ocl 1 4 2 0 44 0.8-4 29 -s. 210 3. 1=, 0. 7 E. 3o 1 2/10 JO 4 = 5 00 Cl 00 1 5 7 1 3 4 3 -Fj - 0 =8 5 v) J. g 11) 72. 34 0.22 2 3S 2.22 Y) L 0. g0 2. 00 0. '0 t .) e. e 2.2 e I e 17 EA :3 I N 132. 2 3 I 17 7 12.4E 3 5. 5 7, 1g -26,15 - 56.5 1 - 1£ 3 - 102. - is 46 1'7 la Cs.aG -20.32 22 5.52 25 19.55 23 -22.50 3 /-5 3 - C . 4 1 -4 zi 1 -4. 'D Si 2, 7- i 3. 7 4. 34 23 '71 , S 50 4 4) -13 1 6 9 3 i '7 4 14� I —.1-1ARY F 7 H E' I I R AT 4 'o + + r + + + * + * + + f + + + + + + r r + + -- 3`- + + + + + + + + + + + # + + + + + + + + + + + -F r + + +*,I-** 'SumjikRy +*+*+ r %I V 1 y a I w I : i el - - — - 0 -A �X IM U M AL X + f L nc- ax -�jlu,n Be rid Ol K p I -a L 's- 0. 35 rn t-4 1 S Ile M JD e f 1:3 _01 t nl!, ;- '13 _ :::o r. n �c s 710 t a 17 1, - ,1 - Il + + r + + + * + * + + f + + + + + + r r + + -- 3`- + + + + + + + + + + + # + + + + + + + + + + + -F r + + +*,I-** 'SumjikRy +*+*+ r %I V 1 y a I w I : i el - - — - 0 0 13 . . . . . . . . . . . . + - * . # f . + F' E A u_ TBG e Le g t In + c a Z-1 + t? Si + m c wen E c zi -1 1 -1 _''1S c, - t E- d D I i .. S E C C is N E H z C -P I . * * . f + + . . f f ,#,* . i IJ I ci w I 'D 0- 'D 1 0 Q! F y Revised Foundation Calculations 54'/72'x126' Metal Building MVE #40021 THRIFTY AUTO SALES FOUNDATION Rexburg, Idaho Foundation Design by: MOUNTAIN VIEW ENGINEERING, INC. 345 North Main Brigham City Utah 84302 5 pages of Calculations FEB 0 2 2004 MOUNTAIN VIEW ENGINEERING, INC. 345 North Main Brigham City Utah 84302 Phone (435) 734 -9700 Fax (435) 734 -9519 Job: _ Subject: Building Descr: 54'/72'x126' Metal Building Location: Rexburg, Idaho FOUNDATION DESIGN Page: 1 Date: 02/02/04 By: CRH DESIGN CRITERIA: Roof Snow Load 40 psf Roof Dead Load 8 psf Code: 2000 IBC Wind Speed 90 mph Sos 0.529 SD1 0.261 Site Class D Other Loads: Soil Bearing 1500 psf (assumed) Frost Depth 36 inches Concrete and Reinforcement: Exposure C Importance Factor 1 Seismic Design Category D Concrete Strength 3000 P.S.I. (5 bag min.) for Foundations 3500 P.S.I. (6 bag min.) for Slabs 2500 P.S.I. Used for design, no special inspection required. MV E #40021 THRIFTY A UTO SALES FOUNDATION Rebar - ASTM A615 grade 60 V 345 MOUNTAIN VIEW ENGINEERING, INC Job: North Main Brigham City Utah 84302 Subject: Phone (435) 734 -9700 Fax (435) 734 -9519 Building Descr: 54'/72'x126' Metal Building Location: Rexburg, Idaho P DIL = 21.1 kips FH = 5.0 kips (assumed) Uplift = 6.8 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 3.75 ft Horizontal Force Use hairpin rebars to resist horizontal force. As req'd = 0.10 in2 L req'd = 3.2 ft- reinforced slab (6 x6- 10/10 min) L req'd = 5 ft - unreinforced slab Uplift Design uplift= 4.76 kips Slab Thickness = 4 inches Depth to top of Ftg. = 24 inches Steel Line to CL Footing = 4 inches 1= 27 inches M = 242 in -kips As talc = 0.44 in 2 As min = 1.05 in 2 As Req = 1.05 in Use 4.5 ft x 14 inch deep footing reinforced with (5) #5 bars each way. q = 1042 psf OK Use # 4 Weight of Footing and Soil = Weight of Concrete Slab = Total = hairpin w/ 6 foot legs. 7.59 kips 1.37 kips 8.96 kips Factor of Safety = 1.88 > 1.5 OK Sidewall Footings (Lines 2 & 7 / Grids A & E, Lines 3 & 6 / Grid E) Pp +t_ = 23.3 kips I = 27 inches M - �� - 268 in -kips FH = 5.0 kips (assumed) A cis = 0.49 in A n = 1.05 in Uplift = 8.2 kips A - in A s Req'd - 1.05 Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 3.94 ft Horizontal Force Use hairpin rebars to resist horizontal force. As req'd = 0.10 in2 L req'd = 3.2 ft- reinforced slab (6 x6 - 10/10 min) L req'd = 5 ft - unreinforced slab Uplift Design uplift = 5.74 kips Slab Thickness = 4 inches Depth to top of Ftg. = 24 inches Steel Line to CL Footing = 4 inches MVE #40021 THRIFTY AUTO S ALES FOUNDATION Page: 2 Date: 02/02/04 By: CRH Sidewall Footings (Lines 4 & 5 / Grid G) Use 4.5 ft x 14 inch deep footing reinforced with (5) #5 bars each way. q = 1152 psf OK Use # 4 Weight of Footing and Soil = Weight of Concrete Slab = Total = hairpin w/ 6 foot legs. 7.59 kips 1.37 kips 8.96 kips Factor of Safety = 1.56 > 1.5 OK MOUNTAIN VIEW . \�J� ENGINEERING, INC Job: 345 North Main Brigham City Utah 84302 Subject. Phone (435) 734 -9700 Fax (435) 734 -9519 Building Descr: 54'/72'x126' Metal Building Location: Rexburg, Idaho PD +L = 18.1 kips F = 5.0 kips (assumed) Uplift = 4.1 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 3.47 ft Horizontal Force Use hairpin rebars to resist horizontal force. As req'd = 0.10 in2 L req'd = 3.2 ft- reinforced slab (6 x6- 10/10 min) L req'd = 5 ft - unreinforced slab Uplift Design uplift= 2.87 kips Slab Thickness = 4 inches Depth to top of Ftg. = 24 inches Steel Line to CL Footing = 4 inches Use 4.0 ft x 12 inch deep footing reinforced with (4) #4 bars each way. q = 1131 psf OK Use # 4 hairpin w/ 6 foot legs. Weight of Footing and Soil = 5.60 kips Weight of Concrete Slab = 1.27 kips Total = 6.87 kips Factor of Safety = 2.39 > 1.5 OK Sidewall Footings (Lines 3 & 6 /Grid A) PD +L = 28.7 kips = 30 inches M - �c - 366 in -kips FH = 5.0 kips (assumed) Asoaic = 0.81 in A - in s min - 1.00 Uplift = 8.2 kips 2 As Req'd = 1.00 in Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 4.37 ft Horizontal Force Use hairpin rebars to resist horizontal force. As req'd = 0.10 in2 L req'd = 3.2 ft- reinforced slab (6 x6 - 10/10 min) L req'd = 5 ft - unreinforced slab Uplift Design uplift = 5.74 kips Slab Thickness = 4 inches Depth to top of Ftg. = 24 inches Steel Line to CL Footing = 4 inches Sidewall Footings (Lines 4 & 5 / Grid A) Page: 3 Date: 02/02/04 _ By: CRH f= 24 inches M„ = 185 in -kips As caic = 0.41 in A min = 0.80 in As Re = 0.80 in2 MVE #40021 THRIFTY A UTO SALES FOUNDATION Use 5.0 ft x 12 inch deep footing reinforced with (5) #5 bars each wa . q = 1148 psf OK Use # 4 hairpin w/ 6 foot legs. Weight of Footing and Soil = 8.75 kips Weight of Concrete Slab = 1.47 kips Total = 10.21 kips Factor of Safety = 1.78 > 1.5 OK V 345 MOUNTAIN VIEW ENGINEERING, INC. Job: North Main Brigham City Utah 84302 Subject: Phone (435) 734 -9700 Fax (435) 734 -9519 Building Descr: 54'/72'x126' Metal Building Location: Rexburg, Idaho PD +L = 7.8 kips FH = 5.0 kips (assumed) Uplift = 2.8 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 2.28 ft Horizontal Force Use hairpin rebars to resist horizontal force. As req'd = 0.10 in2 L req'd = 3.2 ft - reinforced slab (6 x 6 - 10/10 min) L req'd = 5 ft - unreinforced slab Uplift Design uplift= 1.96 kips Slab Thickness = 4 inches Depth to top of Ftg. = 24 inches Steel Line to CL Footing = 4 inches PD +L = 3.9 kips Uplift = 1.4 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 1.61 ft go Page: 4 Date: 02/02/04 By: CRH Endwall Footings- Interior (Lines 1 & 8 / Grids B & D) I = 15 inches Muc = 50 in -kips A .1. = 0.11 in A min = 0.50 in As Req'd = 0.50 in 2 MVE #40021 THRIFTY AUTO SALES FOUNDATION Use 2.5 ft x 12 inch deep footing reinforced with (3) #4 bars each way. q = 1248 psf OK Use # 4 Weight of Footing and Soil = Weight of Concrete Slab = Total = hairpin w/ 4 foot legs. 2.19 kips 0.97 kips 3.15 kips Factor of Safety = 1.61 > 1.5 OK Endwall Footings- Corner (Lines 1 & 8 / Grids A & E) I = 12 inches M„ = 20 in -kips As.,. = 0.04 in A min = 0.40 in As Req'd = 0.40 in 2 Design uplift= 0.98 kips Slab Thickness = 4 inches Depth to top of Ftg. = 24 inches (EW) Steel Line to CL Footing = 4 inches (SW) Steel Line to CL Footing = 4 inches Use 2.0 ft x 12 inch deep footing reinforced with (3) #4 bars each way. q = 975 psf OK Weight of Footing and Soil = 1.40 kips Weight of Concrete Slab = 0.56 kips Total = 1.96 kips Factor of Safety = 2.00 > 1.5 OK MOUNTAIN VIEW ENGINEERING, INC Job: ► 345 North Main Brigham City Utah 84302 Subject: Phone (435) 734 -9700 Fax (435) 734 -9519 Building Descr: 54'/72'x126' Metal Building Location: Rexburg, Idaho Corner Footings (Lines 3, 3.5, 5.5, & 6 / Grids F & G) Po +� = 2.5 kips I = 7.998 inches FH = 0.0 kips A _ A s talc — 0.03 in Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 1.29 ft Muc = 8.5 in -kips As min = 0.17 in As Req = 0.17 in Use 1.333 ft. x 8 inch deep cont. footing reinforced with (2) #4 bars continuous. q = 1407 psf OK Interior Footings (Approx. Lines 3 & 4 / Approx. Grid B) Pp +i- = 16.8 kips 1 = 21 As caic = 0.33 Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 3.35 ft Po +L = 33.7 kips Uplift = 10.8 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 4.74 ft Uplift Design uplift= 7.56 kips Slab Thickness = 4 inches inches M" = 150 in -kips in As min = 0.70 in A Re = 0.70 in Use 3.5 ft x 12 inch deep footing reinforced with (4) #4 bars each way. q = 1371 psf OK Interior Footings (Lines 4 & 5 / Grid C) I = 33 inches M„ = 473 in -kips As caic = 0.73 in A min = 1.47 in A Re = 1.47 in 2 Use 5.5 ft x 16 inch deep footing reinforced with (6) #5 bars each way. q = 1114 psf OK Weight of Footing and Soil = 7.06 kips Weight of Concrete Slab = 4.51 kips 11.57 kips MV E #40021 THRIFTY A UTO SALES FOUNDATION Page: 5 Date: 02/02/04 By: CRH Factor of Safety = 1.53 > 1.5 OK 83/31/2804 16:29 2085293578 t ` STEEL SYSTEMS PAGE 01/0l IKLO y � '