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HomeMy WebLinkAboutBP & DOCS - 02-00080 - Valley Wide CoopBuilding Inspector THIS PERMIT MUST BE PROMINENTLY DISPLAYED AT THE BUILDING SITE THE BUILDING MAY NOT BE OCCUPIED OR USEDWITHOUT FIRST OBTAINING A CERTIFICATE OF OCCUPANCY . CITY OF REXBURG 1)(JILI 0 : NAME: Vedk�\.1 IrfJick Cr) PERMIT# R -1 2 — -C c- FOR THE CONSTRUCTION OF: C-a ( .( JOB ADDRESS: /I 7 S w, ,11t&t GENERAL CONTRACTOR: _ _ N . 5 4 ,;L This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the City of Rexburg. It is specifically understood that this Permit does not allow any Variance to the regulations of the City of Rexburg Building 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 /)-- // -c 2-- NOTICE 1) A complete set of approved drawings along with permit must be kept on the premises during constriction. 2) The permit will become null and void in the event of any deviation from the accepted drawings. 3) No foundation, structural, electrical, nor plumbing work shall be concealed without approval. No work shall be done on any part of the building beyond the point indicated in each successive Inspection without approval.. No structural framework of any part of the building or any underground work shall be covered or concealed without approval. INSPECTION RECORD BUILDING lst Layout 2nd Footing 3rd Foundation 4th Truss 5th Framing 6th Drywall 7th Sidewalk 8th Final 9th Occupancy ELECTRICAL 1st Groundwork 2nd Rough -in 3rd Final PLUMBING 1st Trench 2nd Service Connection 3rd Rough -in 4th Heat Cable 5th Final DATE APPROVED For Inspections Call 359 -3020 24 Hour Notice A CERTIFICATE OF OCCUPANCY CAN NOT BE ISSUED PRIOR TO FINAL ELECTRICAL & PLUMBING INSPECTIONS. • • • BUILDING PERMIT APPLICATION REXBURG, ID DATE iz 3)- (12 —NO. R (t)- - o,2. THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER V BUILDER /, STRUCTURE: ANEW ❑ RESIDENCE XCOMM. FOOTINGS .CONCRETE ❑ MASONRY ❑ OTHER JOB ADDRESS / (7 5 ARCHITECT ❑ REMODEL ❑ ADDITION ❑ EDUCATIONAL ❑ GOVT ❑ RELIGIOUS ❑ FOUNDATION CONCRETE ❑ MASONRY ❑ OTHER BASEMENT ❑ PARTIAL ❑ FULL NO FLOORS ❑ WOOD `,6[CONCRETE ❑ OTHER EXT. WALLS ja' WOOD ❑ MASONRY ❑ CONCRETE ❑ VENEER MMETAL ❑ STUCCO INT. WALLS CEILING ROOF WOOD ❑ WOOD ❑ MASONRY ❑ DRYWALL ❑ CONCRETE ❑ PLASTER ❑ DRYWALL ❑ TILE ❑ PLASTER ACOUSTIC ❑ TILE firOPEN ❑ BUILT UP. ❑ WOOD SH. ❑ COMP. SH. ❑ TILE ❑ ROLL ROOF. METAL HEAT ,r24-.GAS ❑ OIL ❑ COAL ❑ FIREPLACE ❑ ELECTRIC This permit is issued subject to the regulations contained in the Uniform Building Code and Zoning Regulations of Rexburg, and it is hereby agreed that the work to be done as shown in the plans and specifications will be completed in accordance with the regulations pertaining and applicable thereto: The issuance of the permit does not waive restrictive covenants. REMARKS: VALUE FEE PAID BUILDING INSPECTOR DEPARTMENT OF BUILDING & ZONING / l 0 W Alai ❑ REPAIR L FENCE ❑ PATIO APPLICANT DA SS DATE DDRE /� / WHITE —Owner's Copy CANARY — Building Department's Copy PINK -AS ssor's GOLDENROD-Inspector ENROD- Inspector PHONE 35-6 — S'(, X -.)) RENEWAL ❑ FIRE DAMAGE ❑ CARPORT ❑ GARAGE ❑ AWNING INSULATED XI 1 'CEILING ❑❑ FLOORS PERIMETER APPLICATION FOR BUILDING PERMIT CITY OF REXBURG, IDAHO Date of Application /e////6 Z Permit No. Z `-/ Z Z OWNER Name 1 Site Address / /!.J Ifa / & l Mailing Address / 0 l /t� ea,lf /vla r City /State /Zip e4C6 yt/ 1 r etk 34 4 T e l e p h o n e / F a x / M o b i l e C ° ) 3 S - 5 ,Kee ) � Name ` y ) `P.�/ �t LLGt /1( 0,;(.4 J LC-C- f o r-�f�` 4.{A.11- Ma iling Address 56_ 3 5 11 ) City /State /Zip ( c O 2704 Telephone/Fax/Mobile (?.."27-6) 5 5 c( - /$6 / (ZQ 8) 3 r? --o 7 C 0 (c PROJECT INFORMATION DEPARTMENT APPROVAL Property Zone: 13.1) Is existing use compatible with zoning, (screening parking, etc) When was this building last occupied Circle One Circle One Basemen New House Lot Square Footage Architect/ Engineer Firm - , P . Name Subdivision `Wf Circle One Residentialeommercial Educational Government Remodel Other Addition/Remodel to House Finished / Unfinished Lot Width Square Feet `70'f Garage Square Feet pt,a21- l Number of Stories / Height of Building Z 5 ' What will structure be used for: Will there be an apartment? Total Estimated Cost Signature of Applicant * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Code Zone Building Type Q Signature of Inspector Issued by Home Home Business Apartmeft. Commercial Are you in a flood plain i CITY OF REXBURG MAY 2 2 2003 PAID CASH $ CHECK$ Lot Block (New Commercial Commercial Remodel Other: None/ Patio/ Carport/ Awning N/A If so, how many units Plan Check Fees ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** uilding Permit Fees Plumbing Permit Fees Digging Permit Fees Water & Sewer Fees Front Footage Fee TOTAL $ Other Vq-di 2 s ci 415 7-2- q15. 5 = 2 ,514( 1 �� 2 6 s /. _ Rough Plumbing CITY OF REXBURG , DEC 12 2002 ' f , PAID CASH $ Rough Plumbing Septic Tank Fixtures ' f , Water Piping Complete Sewer Bath Tubs Urinal Showers Sink Trap Laundry Trays Water Heater Wash Basin Other Toilet Slop Sinks Kitchen Sinks Floor Drain Drinking Fountains Lawn Sprinklers Water Softeners Dish Washing Mach. Clothes Washer CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT OWNER FEES Name Address Address Tel. Lot Blk. Add. PLUMBER Name + / 1 f 1 , NATURE OF INSTALLATION Use DESCRIPTION OF WORK Plumbing Permit $ Sewer Inspection $ Inspection of Pipe $ Inspection of Fixtures $ w Rough Plumbing Sewer Other Finish Plumbing TOTAL $ /F.?. Received: Date By INSPECTOR'S RECORD N INSP. NAME x »Yc vz t? Cry e= nwC_R Cnn =rata : & /W 'ia : , /V4 Roof Ling I nst:latio:i =ywall Painting: Floor Ccv =TinQS Plumbing: ( / ?c Seating; Electrical : ( /a L 'L 7- z - 12 ss as: -d+rv/ ta_ ? ? rri tl1 Ca;1 jnQ Jai_s W/4 SUJrO ?nrjOR L TST PN` er./YNt/tCeit ,(f1�U SPECIAL CONSTRUCTION MANUFACTURER OR SUPPLIER) A1/A REXBURG MADISON COUNTY FIRE DEPARTMENT P.O. Box 280 26 North Center Rexburg, Idaho 83440 (208) 359 -3010 1997 Uniform Fire Code Plan Date: 11 -04 -02 Plan Review Review Date: 12 -02 -02 Building Name: VALLEY WIDE COOP Building Address: WEST HIGHWAY 33 AND 2000 WEST Stories: ONE Type of Construction: II -N O Classification: M, B, S-1, S -2 Existing Floor Area: New Construction Floor Area: APPROXIMATELY 17,000 SQUARE FEET /BUILDING 1).Required Fire Flow (Appendix III -A): 2750 GPM /TWO HOURS Comments: NONE 2).Water Supply (Article 9, Section 903) Required: YES Fire Hydrant Location: THREE PROPOSED HYDRANTS Fire Hydrant Flows: UNKNOWN Other Approved Water Source: NONE Water Supply Acceptable: YES, SEE COMMENTS Fire Hydrant Location Acceptable: NO, SEE COMMENTS Water Supply Comments: FIRE HYDRANTS FLOWS TO BE VERIFIED BY AN ENGINEER PRIOR TO CONSTRUCTION AND SUBMITTED TO FIRE DEPARTMENT FOR APPROVAL. FIRE HYDRANT IN SOUTHWEST CORNER NEEDS TO BE MOVED, DRAWINGS SHOW A PROPANE TANK BLOCKING ACCESS. 3.)Fire Apparatus Access Roads (Article 9 Section 902) Required: YES Acceptable: Width: YES Length: YES Surface: YES Turning Radius: YES Grade: YES Clearance: YES Turn Arounds: YES Complete Road Acceptable: YES 4).Access Roads and Water Supply, Including Fire Hydrants Are Required To Be Installed And Made Serviceable Prior To And During Time Of Construction (Article 9 Section 901.3): YES Comments: IF NOT INSTALLED PRIOR TO CONSTRUCTION A STOP WORK ORDER WILL BE ISSUED. 5),Installation Of Portable Fire Extinguisher (Article 10 Section 1002) Required: YES Location Acceptable: NOT SHOWN Type Provided Acceptable: NOT SHOWN Comments: MINIMUM OF ONE 2A10BC EXTINGUISHER REQUIRED WITHIN TRAVEL DISTANCES IN EACH AREA 6).Automatic Fire Extinguishing Systems: (Article 10 Section 1003 Required: NO Type Of System Being Installed: Sprinkler System Monitoring Required (Article 10 Section 1003.3) Required: NO Comments: 8).Fire Alarm Systems (Article 10 Section 1007)Required: NO Type Of System Required: Manual: Automatic: Both: Type Of System Being Provided: Manual: Automatic: Both: Components Of System Shown: Smoke Detectors: Heat Detectors: Manual Pull Station: Sounding Devices: Visual Devices: Door Holders: NO Duct Detectors: NO Fire Alarm System Acceptable: N/A 10).Other Corrections That Are Required By Special Occupancy Or Conditions /Comments: Plans As Submitted Are Acceptable: NO Plans Checked By: CHRIS HUSKINSON Date: 12 -02 -02 Please furnish comments back to the plan reviewer in the following manner: Written Comments: X New Plans: X ADDRESS: CITY OF REXBURG REQUEST TO EXAMINE /COPY PUBLIC RECORDS DATE OF REQUEST: / 3 i 6 '5 NAME OF REQUESTING PARTY: These records specifically pertain to myself. ❑ I wish to merely examine these records. I wish copies of these records. City Attorney a.44;al TELEPHONE NUMBER: 4 Y97 FAX NUMBER: hereby request, pursuant to Idaho Cod ection 9 -338, to e 'ne and/or copy the following public records: Lx / X -, � C I acknowledge by my signature that the records sought by this request will not be used for a mailing list or telephone list as set forth in Idaho Code Section 9 -348. Please allow us ten working days to complete your request. This request has been reviewed by city attorney on the day of , 2003. Said request is hereby: ❑ Approved ❑ Denied uilding Permit Valuation Fees ty of Rexburg (208)359 -3020 2 North Center Street exburg, Idaho 83440 alue of Construction: inished Sq Footage nfinished Sq Footage arage Square Footage onstruction Value Factor ate Chart: echanical Valuation lumbinq Permit ate Chart: Residential & Non Commercial umber of Fixtures prinkler Fee: ate Per Fixture ase Fee ate Chart: Commercial ost of Plumbing: ate Chart: ater & Sewer Permit ater Line Size Total Meter Parts eter Box $70.00 ing & Lid $32.00 urb Stop $27.00 etter $53.00 ookup Fees igging Permit Fees inimum & All Homes inimum & All Homes ts (# of Students) ts (# of Students) pts (Family Housing) pts (Family Housing) later Front Footage ewer Front Footage otal Water & Sewer Permit Fees Building Permit Number = $776,509 17,000 0 0 87% Begin 0 501 2,001 25,001 50,001 100,001 500,001 1,000,001 1 $13,3451 191 Inches 1'A8� • 'ZS I 0.75 1.00 $270.00 $425.00 $369.00 $18.00 $8.00 $30.00 I $12,850! Begin 0 20,001 100,001 200,001 $1,100.00 Owner: Building Name: Address: Date: Const. Type A 9 SgFt Cost = 0 SgFt Cost = 0 1SgFt Cost = Total Square Foot Cost = End Base 500 23.50 2,000 23.50 25,000 69.25 50,000 391.75 100,000 643.75 500,000 993.75 1,000,000 3233.75 99,999,999 5608.75 End 20,000 100,000 200,000 99,999,999 Meter Parts** $125.00 $182.00 $195.00 $182.00 2.00 $1,327.79 $49.62 3.00 $1,868.00 $39.54 4.00 $2,618.50 Water Rate Sewer Rate Students $575.00 $437.50 $235.00 $832.00 6 6 1 Valley Wide Coop Commercial - Dave Holtom West Main 12/11/2002 Number 01 Base Plus Per 30.00 3.0% 1 630.00 2.0% 1 2230.00 1.0% 1 3230.00 0.5% 1 Total Plumbing Permit Fee: Total Water Meter and Parts: Residential Number of Bldgs DEC 12 2002 OF REX -!}Z- /2 or $0.00 Apartments $0.00 Commercial $0.00 Parking $0.00 Plus Per 0.00 100 3.05 100 14.00 1000 10.10 1000 7.00 1000 5.60 1000 4.75 1000 3.65 1000 Total Building Permit Fee: Plan Check Fee: Fixture Fee: Sprinkler Fee: Base Fee: Total Plumbing Permit Fee: 0 f 0 0 0 U Units 0 0 0 0 0 0 0 0 Construction Type Residential Basement Apartments Garage Commercial $0.00 $763_ ,164.00 $0.00 $776,509.00 Fees 0.00 0.00 0.00 0.00 0.00 0.00 4,547.16 0.00 $4,547.16 $454.72 x $37- o6 25- 346.20 Cost Sq Ft OD l 00 E O "0 .00 60 152.00 0.00 30.00 $182.00 01- 322.14 Fees 415.50 0.00 0.00 0.00 $415.50 01- 322.14 01- 322.11 01- 322.17 $0.00 3 CZ $0.00 $0.00 $0.00 $0.00 $0.00 34-346.30r $0.00 35- 347.30 $0.00 34- 346.30 $0.00 35- 347.30 $0.00 34- 346.30 $0.00 35- 347.30 Per Acre $0.00 34- 346.42 Per Acre $0.00 35- 347.42 $377.00 Tot • I All Fees: i $5,976.38 12/3/2002 Scott Spaulding Design Intelligence 3685 E Hwy. 33 Rexburg, Idaho 83440 Dear Scott, STATE OF IDAHO www.ci.rexburg.id.us P.O. Box 280 12 North Center Street Rexburg, Idaho 83440 Phone (208) 359 -3020 Fax (208) 359 -3022 e -mail rexburg@ci.rexburg.id.us I have reviewed the Valley Wide Coop drawings that you have provided me and have identified the following discrepancies: 1. The ADA Standards for Accessible Design require 5 handicapped spaces be provided for a parking lot with 102 parking spaces. Parking lots with only 100 spaces are only required to have 4 handicapped spaces. One of the handicapped spaces is required to be a van accessible space with a 9' wide aisle adjacent to it. 2. The right -of -way for 2000 West is shown out in the street. The right of way must be located somewhere between the parking lot and the sidewalk. This should have been cleared up with John Millar prior to site plan approval by the P &Z. 3. Get with John Millar the City of Rexburg Public Facilities Coordinator for a Development Agreement. 4. Include street improvement details for the work to be performed on 2000 West and Main streets. Include sections showing granular borrow, crushed aggregate and plant -mix. Also include any geo- textile fabrics as per development agreement. 5. Provide access approach details that identify 6" thick concrete with #4 rebar at 18" o.c. in both directions_ 6. Please identify a handicapped ramp at the corner of 200 West and Main Street. 7. Please identify trash facilities on the site plan. 8. The men's restroom could function better if the stall were moved to the front like the women's bathroom. This way there would be a 5' circle at the stall and a wider space in front of the sinks. 9. Construction Type IIN does not allow combustible studs in exterior walls. Section 1 on page A5 identifies wood studs. Please change to metal or another non - combustible materiaL 10. Section 5 on page A5 must show 5/8" Type X gypsum on both sides of wall. All gypsum panels should be 5/8" Type X throughout entire building (including bathroom). 11. Dampers are required in ducts when they penetrate an area separation wall as per the 1997 Uniform Building Code (UBC) Section 713.10 and 713.11. Please show dampers in these areas. Including the refrigeration equipment room. 12. Please identify a one hour door at the refrigeration equipment room as per the UBC Section 2802. 13. Identify a one hour wall assembly between the mezzanine and the sales area of the store. 14. The canopy details for the pump island are designed using a 70 mph wind speed and a snow load of 30 lb /ft. Please provide new details designed with the correct loads. 15. The foundation calculations have been made for a 2B seismic zone. This is going to present a problem given that the foundation has already been built. Please make new calculations and provide them to me as well as any changes that must be implemented due to the error. 16. The Engineering calculation summary document that you have provided identifies various floor joists constructed in the mezzanine floor that are listed as "insufficient due to load ". Please explain what you are doing about this discrepancy. 17. Special inspections are required by code for this structure. Please indicate what inspections will be provided and who will be performing the inspections. 18. The Fire Department has reviewed the plans. I have attached a copy of there report to the back of this document. Please provide the necessary information they have requested. Please return two sets of revised plans. Let me know if I can be of any further assistance. If you have any questions, please give me a call at 359 -3020 ext. 324. Sincerely, Val Christensen Building Official cc John Millar Chris Huskinson I 7� ) / if!. ,- 9 - /9 - oz 6.13 Conditional Use Permits. B. Standards Applicable to Conditional Use Permits. (4) Not create a nuisance or safety hazard for neighboring properties in terms of excessive noise or vibration, improperly directed glare or heat, electrical interference, odors, dust or air pollutants, solid waste generation and storage, hazardous materials or waste, excessive traffic generation, or interference with pedestrian traffic. Mary Haley seconded the moti n, all voted aye, DaVawn Beattie abstained, no one else opposed. The motion carried S O 0 WA as rK-s Site Plan Review - Valley Wide COOP - 1200 West Highway 33 - Scott Spaulding (3 98) cott Spaulding - Representing Design Intelligence discussed the proposal for a new office and G") retail convenience store. The proposed building is 17,500 square feet and will contain a 7a 2.5 convenience store in the Southeast corner. The Northeast corner will be a farm store New Business: o The development will cover approximately 6 acres of the 25 acres in the parcel. There will be 70 parking spaces. Scott discussed the site plan and the need to install a right and 1 7 1 a left turn lane off the highway 33. Water and sewer connections were discussed. The City is requesting the storm water connection be located to the West of US Highway 20. The location is not going to be developed as a truck stop. There will be underground tanks for retail distribution. The entrances are 40 feet wide with a 30 foot turning radius. Landscaping will be 27 feet on the perimeter and 10 feet across the bottom of the site plan. Snow storage will be located on the bottom of the site plan. The South and East portion of the site will remain agricultural. There is a 10 foot utility easement around the exterior of the development. There is no landscaping next to the building. The loading dock will be below ground level. Discussion on the entryway widths, lighting off the building, pump canopies, and parking stall locations. The facility will be open until 10:00 p.m. Trees and sidewalk location were / reviewed. Stephen Zollinger - The Ordinance controlling setbacks will require the location of the sidewalk to be away from the curb. Kurt Hibbert - The Staff has reviewed the proposal. There is adequate parking at the location. There have been neighborhood meetings to review the project. Sewer and water will be at the site for the April 2003 opening of the store. Discussion on the planned carwash at the site. i6N i,Rtld The handicap entrances were reviewed on the site plan. .. Sint 0A e>/ 3 1. ze5� L d sC I0 Steve McGary made a motion to approve the site plan for Valley Wide COOP with the following conditions: 1) Parking spaces need to be 10 feet wide. fin! + -� — 2) The storm drainage for the site be connected to the City sewer syst S em on e North side. 1 N M 3) The Highway 33 truck turning radius on the Northwest corner entrance to the property. 4) A buffered landscape area with 1 1 /2 inch caliper trees every 50 feet. 5) A boulevard style sidewalk set back 7 feet for a landscape strip. .4 6) Obtain a development agreement from the City for Sewer and Water connections. 7) Street lighting be installed on the Northwest corner intersection and lighted entry ways approved by the State Highway Depai t 8) Subject to City Staff approvals. Ted Whyte seconded the motion, all voted aye, none opposed. The motion carried. � ? 7 , , Site Plan Review - Continental Park phase 11- 5 West & 7 South - Troy Karchner Kurt Rowland- Forsgren Associates- Phase I has been approved and is in the building process. Phase 11 site plan was reviewed with discussions on parking, storm connections, and Fire Department access. Adjoining properties were reviewed for the change in character of the neighborhoods. Zoning for the properties in the area were discussed. Kurt Hibbert - Displayed a map of the area on the overhead screen. The Commissioners discussed the properties in the area and the impact this development will have on adjoining properties. Kurt Hibbert - Reviewed Staff approvals of the Site Plan. The health and safety issues were enhanced on this proposal compared to the first proposal. The Fire Department did not have any objections to this site plan. Discussion on lighting at the entrances, and green space with trees. Jordan Dyer made a motion to approve the site plan for Continental Park phase 11 with the following conditions: 1) Entrance way lighting 2) Keep as many trees as possible 3) 6 foot buffer fence Mike Ricks seconded the motion, all voted aye, none opposed. The motion carried. NEW BUSINESS Kurt Hibbert - Reviewed addressing for the Impact Zone residences and road names Fourteenth South will be called Pole Line Road. There are 465 addresses in the Impact Zone that will need to be changed. Kurt commented that the address list is being reviewed with Sugar City and with Madison County. Several road names were reviewed. Kurt talked about the bike path that will be re- constructed on 7 South. DesT ntelli ll g ence, LLC Structural Engineering 3685 W Hwy 33 Rexburg, Idaho 83440 Date: March 10, 2003 To: Val Christensen Rexburg City Plan Reviewer Subject: Dear Mr. Christensen, Attached please find the bolt inspection report from Strata and the firewall sheet rock detail from the metal building contractor. Please call me if you have any questions. Respectfully, Scott A Spaulding, P.E. Design Intelligence, 1 Call: (208) 359 -1461 FAX: (208) 359 -0740 Project: Project No: IK Date: - °O _ Day of Week: T``tc On-Site Personnel: - S L C . Equipment: Nitf\A < : : )( S 1 ' ' )JS.rkCh Work In Progress: Comments: I 11 A ,'1C\ u,--). `71 Q 0 J( /5YN i is>n l -jam i r 1 G r il Th1 -,� CO _ki. 0ci L c), Q 1 Q _ 'ip b u . g ca_ _ Sk Li? `-___ 0-:-,(7 G T1 , J1 CDC 9t11_, 1_, J. ) }I% # 3 �y, S, c� 6 1L' . �! . �. 1 1. ,. �. 1 Sk0C- to c— - 4 ; ,� - � — R, i��� t %I7 L ex) C53... .1 , - �� ��i; _1 To Be Resolved: ` (�� ""wk-" �1"t Strata RepresentativeM ,I PIS 1 Signature. Page of S T a 1 a GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING Co B S E RVAT 1 ON RE PORT 02/27/2003 12:40 2083567356 FAX COVER SHEET Tri -Steel Construction 975 South 12 West Rexburg, ID 83440 208 -356 -6486 Fax 208- 356 -7356 Send to: Design Intelligence Attention: Scott Office location: Rexburg, Idaho Fax number: 208- 359 -0740 D Urstut Il Total pages, including cover: 3 Comments: Dustin Palmer TRI -STEEL CONST. From: Dustin Palmer Date: February 27, 2003 Office location: Rexburg, ID Phone number: 208- 356 -6486 Reply ASAP Ii Please comment 0 Please review 0 For your ieformatioo Scott, Here is a simple detail of what we think they need at the city. We would recommend not pushing the firewall more than 2" into the roof insulation_ Dean has already talked with Morgan about this subject. Call if you have any questions. Thanks. PAGE 01 Detail Area Blanket Insulation Roof Sheeting FIREWALL no more than 2" pressed Into roof Insulation *DO NOT BREAK VAPOR BARRIER* Comment #1 An additional handicapped parking space has been added to the north east corner of the building. See attached revised site plan and parking plans. Comment #2 The site plan calls out the centerline of 2000 W and notes that it has a 60' ROW. The ROW line is located at the back of the sidewalk. Comment #3 Comment #4 We have had an initial meeting with John Millar regarding the Development Agreement. A draft of that agreement is to be ready for our review on 12/20/2002. Comment #5 Access Approach detail added and roadway sections for 2000 W will be added after the Development agreement is finalized. Will be shown on new sheet C8. Comment #6 Handicapped corner ramp noted on revised Site plan and Parking plan. Comment #7 Trash facilities are located on the South end of the development in the landscape strip. See site plan. Comment #8 Thanks for the suggestion. We will incorporate. Comment #9 Construction Type shall be changed to Type V -N justified as follows: Allowable area for the occupancies is 8000 sf (UBC Table 5 -B). Section 505.1.3 allows a 100% increase. M occupancy = 10500 sf, B = 2166 sf and S -2 = 4334 sf. per section 504.3 Mixed Occupancies we get 10500 /16000 +2166/16000 +4334/24000 = 0.97 which is less than 1.0. Comment #10 All sheet rock changed to 5/8" Type X Design Des , intelligence, LLC Structural Engineering 3685 W Hwy 33 Rexburg, Idaho 83440 Date: December 9, 2002 To: Val Christensen Plan Reviewer City of Rexburg Subject: Valley Wide Coop Dear Mr. Christensen, 1 Call: (208) 359 -1461 FAX: (208) 359 -0740 Comment #11 Fire damper requirements noted on revised drawing M1. Freezer room is self contained. There will be no penetrations from HVAC ducting into the freezer room. Comment #12 Comment Retracted Comment #13 Comment Incorporated — See Sheet A4 — Mezzanine Plan. The roof of the Mezzanine is already a one hour ceiling Comment #14 Canopy vendor has been contacted. Corrected calculations and drawings are being prepared. Comment #15 The foundation calculations are based on the loads provided by the steel building vendor. I have included his letter of certification that shows that the building was designed for Seismic Zone 3, Wind of 80 mph and Snow of 35 psf. I have corrected the affected calculation cover sheets and included them herein. Comment #16 A review of the Design Controls block of the calculations shows that the failure is a deflection failure. On the 20 ft span [(2) plies] the deflection is L/368 which is still acceptable (L/360 being the common design standard). The 16 ft span shows a live load deflection of L/370. Comment #17 Special Inspections for this structure are limited to a High Strength Bolt Tightening. This test is to be performed by Strata, Inc. and will be coordinated by the metal building contractor. Fire Department Comment — Fire Hydrant behind Propane Propane moved. — See Site Plan. Fire Department Comment — Fire Extinguishers Fire Extinguishers (2A10BC) shown on revised Floor plan. Fire Department Comment — Fire Hydrants must be operational during construction City will not have water available until late Spring 2003. Please call me if you have any questions. Respectfully, Scott A Spaulding, .E. Design Intelligence, LLC 2 Sent By: DESIGN INTELLIGENCE; C1VJ GJ/ zi s 10:10b 14:3'9 / .149513 12083590740; Apr -24 -03 6:47PM; NNJT VIEW ENGINEERING Designed %y; Sco A Spaulding, P.E. Checked By: Date: —I : / Date: Date: November 26, 2002 Subject: Customer: Valley Wide Coop Design Intelligence, LLC Engineering Calculations Summary This analysis uses the Design Criteria required by the local jurisdiction and the 1997 UBC as the basis for the calculations. Materials: Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: UBC 1997 — Foundations designed for Max Brg Pressure of 1500 psf See attached calculations. Design Loads: Snow = 35 psf Seismic = Seismic Zone 2B Wind = 80 mph, Exposure C References: Uniform Building Code, 1997 Edition Summary: Footing and beam sizes are shown on the drawings. These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 VALLEY WIDE COOP REXBURG, IDAHO 11/26/2002 Page 1 Design Loads 35 80 Zone 2B Snow Load: psf Wind Load mph Seismic Snow Loads Rise Run 12 12 Reduction Use Roof Pitch 3 4 6 0.0 psf 35.0 psf Roof Pitch 0.0 psf 35.0 psf Roof Pitch 12 2.5 psf 32.5 psf Roof Pitch 7 12 3.8 psf 31.2 psf Roof Pitch 8 12 12' 12 5.1 psf 29.9 psf Roof Pitch 10 7.4 psf 27.6 psf Roof Pitch 12 9.4 psf 25.6 psf Wind Loads qs 70 mph 80 mph 90 mph P= Ce *Cq *qs *Iw 12.6 16.4 20.8 16.4 1.19 qs = psf Ce Exposure C Cq 1.3 Horizontal Iw 1 0.7 Vertical Ph = 25.4 psf Horizontal Pv = 13.7 psf Vertical Seismic Loads Ca - Zone 1 2A 2B 3 4 V = 2.5 *Ca *I *W /R 0.12 0.22 0.28 0.36 0.44 0.28 1 5.5 Ca = 1= R= V= 0.127 W Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 VALLEY WIDE COOP REXBURG, IDAHO 11/26/2002 Page 1 Type J Fb psi Fv psi E psi LVL 2600 285 1900000 GLB 2400 190 1800000 DF 1300 95 1900000 Beam 1 Window Headers Under Mezzanine Type LVL Fb psi 2600 Fv psi 285 4 E psi 1900000 Span = ft Tributary Area = 10 ft Loads Point Load = 0 Ibs 0 125 Snow psf Uniform Load = 0 Ibs /ft Live Load psf 1250 Ibs /ft Dead Load 15 psf 150 Ibs /ft Moment Live Load Moment = 2500 lb-ft = 30000 lb-in 1 Dead Load Moment = 300 lb-ft = 3600 lb-in Section Modulus Required = 12.92 in3 Section Width = 3.5 in Section Depth = 9.25 in Section Modulus Provided = 49.9 in3 OK Moment of Ineritia Provided = 230.8 in4 1 Deflection Live Load = 0.00 in. L/360 0.13 in. OK Dead Load = 0.00 in. Total = 0.00 in. L/240 0.2 in. OK Horizontal Shear fv = 130 psi OK FV = 285 psi Allowable Reaction = 2800 Ibs Use 3.5 X 9.25 LVL I Design Intelligence, LLC 3685 W Hwy 33 VALLEY WIDE COOP REXBURG, IDAHO Page 1 11/26/2002 Type Fb psi Fv psi E psi LVL 2600 285 1900000 GLB 2400 190 1800000 DF 1300 95 1900000 Beam 2 Door Headers to Support Mezzanine Floor Type LVL Fb psi 2600 Fv psi 285 5 E psi 1900000 Span = ft Tributary Area = 12 ft Loads Point Load = 0 Ibs Snow 0 psf Uniform Load = 0 lbs/ft Live Load Dead Load 125' psf 1500 Ibs /ft 15 psf 180 Ibs /ft Moment Live Load Moment = 4688 lb-ft = 56250 lb-in Dead Load Moment = 563 lb-ft = 6750 lb-in Section Modulus Required = 24.23 in3 3.5 Section Width = in Section Depth = 9.25' in Section Modulus Provided = 49.9 in3 OK Moment of Ineritia Provided = 230.8 in4 Deflection Live Load = 0.00 in. L/360 0.17 in. OK Dead Load = 0.01 in. Total = 0.01 in. L/240 0.25 in. OK Horizontal Shear fv = 195 psi OK FV = 285 psi Allowable Reaction = 4200 lbs Use 3.5 X 9.25 LVL Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 VALLEY WIDE COOP REXBURG, IDAHO Page 2 11/26/2002 Type J Fb psi Fv psi E psi LVL 2600 285 1900000 GLB 2400 190 1800000 DF 1300 95 1900000 Beam 3 Window Header - Board Room Type LVL Fb psi 2600 Fv psi 285 5.5 E psi 1900000 Span = ft Tributary Area = 8.5 ft Loads Point Load = 0 Ibs Snow 0 psf Uniform Load = 0 Ibs /ft Live Load 125 15 psf 1062.5 Ibs /ft Dead Load psf 127.5 Ibs /ft Moment Live Load Moment = 4018 lb-ft = 48210.94 lb-in Dead Load Moment = 482 lb-ft = 5785 lb-in Section Modulus Required = 20.77 in3 3.5` Section Width = in Section Depth = 9.25 in Section Modulus Provided = 49.9 in3 OK Moment of Ineritia Provided = 230.8 in4 Deflection Live Load = 0.01 in. L/360 0.18 in. OK 1 Dead Load = 0.01 in. Total = 0.01 in. L/240 0.275 in. OK Horizontal Shear fv = 152 psi OK FV = 285 psi Allowable Reaction = 3272.5 Ibs Use 3.5 X 9.25 LVL Design Intelligence, LLC 3685 W Hwy 33 VALLEY WIDE COOP REXBURG, IDAHO Page 3 11/26/2002 Type Fb psi Fv psi E psi LVL 2600 285 1900000 GLB 2400 190 1800000 DF 1300 95 1900000 Beam 4 Porch Rafter Type DF Fb psi 1300 Fv psi 95 10 E psi 1900000 Span = ft Tributary Area = 2 ft Loads Point Load = 0 Ibs Snow 35 0 15 psf Uniform Load = 70 Ibs /ft Live Load psf 0 Ibs /ft Dead Load psf 30 Ibs /ft Moment Live Load Moment = 875 lb-ft = 10500 lb-in Dead Load Moment = 375 lb-ft = 4500 lb-in Section Modulus Required = 11.54 in3 1.5 Section Width = in Section Depth = 9.25' in Section Modulus Provided = 21.4 in3 OK Moment of Ineritia Provided = 98.9 in4 Deflection Live Load = 0.08 in. L/360 0.33 in. OK r Dead Load = 0.04 in. Total = 0.12 in. U240 0.5 in. OK Horizontal Shear fv = 54 psi OK FV = 109.25 psi Allowable Reaction = 500 Ibs Use 1.5 X 9.25 DF Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 VALLEY WIDE COOP REXBURG, IDAHO Page 4 11/26/2002 Type Fb psi Fv psi E psi LVL 2600 285 1900000 GLB 2400 190 1800000 DF 1300 95 1900000 Beam 5 Porch Roof Carrier Type DF Fb psi 1300 Fv psi 95 E psi 1900000 Span = 12 ft Tributary Area = 6 ft Loads Point Load = 0 Ibs Snow 0 35 20 psf Uniform Load = 0 Ibs /ft Live Load psf 210 Ibs /ft Dead Load psf 120 Ibs /ft Moment Live Load Moment = 3780 lb-ft = 45360 lb-in Dead Load Moment = 2160 lb-ft = 25920 lb-in Section Modulus Required = 54.83 in3 Section Width Section Depth Section Modulus Provided = 66.7 in3 OK Moment of Ineritia Provided = 333.3 in4 Deflection Live Load = 0.03 in. L/360 0.40 in. OK Dead Load = 0.09 in. Total = 0.11 in. L/240 0.6 in. OK Horizontal Shear fv = 74 psi OK FV = 95 psi Allowable Reaction = 1980 Ibs Use 4 X 10 DF Design Intelligence, LLC 3685 W Hwy 33 Rexburg Idaho 83440 VALLEY WIDE COOP REXBURG, IDAHO Page 5 11/26/2002 Retaining Wall Design Allowable Stresses 2000 2500 60000 Soil Bearing psf Concrete psi @ 28 days Reinforcing Steel psi Design Factors 30 <! _..0 4 theta Friction Angle for Soil to Concrete degrees - Clean Gravel, Gravel Sand Mixtures, Coarse Sand Location of Resultant Lateral Earth Pressure 35 066; 23,4 110', 150 Wall Height (fine to medium Soil Angle of Repose degrees sand and gravel) Sliding Friction Factor (for concrete walls) Soil Friction Angle degrees theta w Soil Weight pcf Concrete Weight pcf Design Data Slope of Wall Against Soil 0 degrees alpha (from vertical) Slope of Backfill 0 degrees beta (from horizontal) Height of Soil Surcharge 0 100 5 100 ........................ 92.5 ; S 0 67 1.92 3,25 4 7 ft Top of Wall Elev. ft Fin Grade Elev. ft Bottom of Ftg Elev ft Wall Thickness (Top) in Wall Thickness (Base) in Toe Length ft Heel Length ft Footing Length ft Footing Thickness ft Stem Wall Height ft Soil Height at Edge of Heel 8 ft Compute Active Earth Pressure Factor - (Coulomb's Method) (See Foundation Design Principles and Practices p.708 Cos(theta - alpha) 0.8192 Cos(alpha) 1 Cos(theta w +alpha) 0.9198 Sin(theta w+alpha) 0.3923 Sin(theta -beta) 0.5736 Cos(alpha -beta) 1 Ka 0.327 Compute Active Earth Pressure - Horizontal Component Pa/b 1057 lb /ft Compute Active Earth Pressure - Vertical Component Va/b 451 lb /ft Compute Passive Earth Pressure Factor - Rankine's Method) Kp 3.690 Compute Passive Earth Pressure Pp Pp 114 lb/ft (Uses the footing thickness less 3" for the bearing surface) Compute Sliding Friction Weight of Stem 700 lb /ft Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Valley Wide Coop Rexburg, Idaho Page 1 11/26/2002 Weight of Footing 488 lb/ft Soil Behind the Wall 1476 lb/ft Va /b 451 lb /ft Total Vertical Load 3114 lb/ft Friction Force Available 1798 lb /ft Passive Force Available 114 lb /ft Total Horizontal Resistance 1912 lb /ft Factor of Safety Against Sliding 1.8 > 1.5 OK Check Overturning Moment Arm about Center of Overturning which is determined by Trial and Error 0 33 Range of Center of Overturning Center of Overturning - Distance From Toe towards Heel ft 0.1'Footing Length= 0.06666 ft 0.5 *Footing Length= 0.3333 ft Resisting Moments Resisting Overturning W Moment Moments Moments Ibs Arm ft lb -ft lb-ft Pa /b 3383 Va/b 451 2.92 1317 Stem (square section) 700 0.67 468.953333 Stem (battered section) 0 1.00 0 Footing Left 49.5 0.17 8 Footing Right 438 1.46 639 Soil Behind the Wall 1476 1.96 2895 Totals 3114 5321 3392 Location of Resultant Force 0.68 ft off center B /3= 1.08 OK - Resultant is within middle Third Factor of Safety Against Overturning 1.6 >1.5 OK Check Bearing Capacity B' = 1.90 ft Bearing Pressure 1640 psf Less Than 2000 psf OK Calculate Reinforcing Steel for Wall (Vertical Steell Ult Lateral Load Factor 1.7 Flexture Reduction Factor 0.9 d 5.5 in Location Height - ft Pa/b -Ibs. Mu /b - Reqd As - in sq a - in. Steel Ratio Mu cap Description Base of Stem 6 595 29119 0.2 0.47 0.002 56859 Use #4 at 12" 5 413 16851 0.2 0.47 0.002 56859 Use #4 at 12" 4 264 8628 0.2 0.47 0.002 56859 Use #4 at 12" Near Top 3 149 3640 0.2 0.47 0.002 56859 Use #4 at 12" Longitudinal Steel Minimum Steel Ratio = 0.002 As Req'd 0.192 As Provided 0.2 Use #4 at 12 in. Check Shear Key Between Stem and Top of Footing Shear Reduction Factor 0.85 Ultimate Shear 1011 Ibs /ft Key Width 3.5 in. Available Shear Capacity 3607 Ibs /ft. OK Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Valley Wide Coop Rexburg, Idaho Page 2 11/26/2002 Footing Shear Analysis Depth (d) to Reinforcing 8.5 Ult. DL Factor 1.4 Weight on Heel 1476 Ibs/ft Va /b 451 Ibs /ft Vu 2833 Ibs /ft Ult. Shear Capacity 8759 Ibs /ft OK Footing Flexure Analysis - Heel Mu /b 41398 lb-in/ft Ax Min Ratio 0.002 As min = 0.288 in sq. As 0.31 in sq d 8.5 in. a 0.73 Mu Capacity 136185 lb -in /ft OK Use #5 at 12 in OC in the top of the footing. Footing Flexure Analysis - Toe Extension Ws /b 1476 lbs/ft Stem 700 Ibs/ft Footing 388 lbs/ft Moment Arm 1.29 ft Mu /b 55628 lb-in/ft Mu Capacity 136185 lb -in /ft OK Use #5 at 12 in OC in the Bottom of the footing. Longitudinal Footing Reinforcing As Min (0.002) 0.663 As Supplied 0.8 in sq cont. Use 4 #4 - 2 top and 2 bottom Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Valley Wide Coop Rexburg, Idaho Page 3 11/26/2002 Spread Footing Design Values Allowable Soil Bearing Pressure = 1500 psf 0 002 Min Reinforcing Factor = Concrete Strength @ 28 days 2500 40000 psi Steel Reinforcing (fy) = psi Ridge Beam Support - F1 Description Vertical Moment 4000 Porch Ibs 0 ft -Ibs L = Length 2 ft B = Width 2 ft Weight 600 Ibs Thickness 1 ft V = 4600 Ibs e = MN 0.0000 Qmax = V /BL(1 +6e /L) = 1150 psf Qmin = V /BL(1 -6e /L) = 1150 psf Reinforcing for Long Direction 2 12 Use ft. Wide X in. Deep Footing Calculated Minimum Reinforcing = 0.576 in *in Rebar Size = #4 Area = 0.2 in *in Use 3 #4 9.00 in O.C. Reinforcing for Short Direction 2 12 Use ft. Wide X in. Deep Footing Calculated Minimum Reinforcing = 0.576 in in Rebar Size = #4 Area = 0.2 in *in Use 3 #4 9.00 in. O.C. Design Intelligence, LLC 3685 W Hwy 33 Rexburg. Idaho 83440 VALLEY WIDE COOP REXBURG, IDAHO Page 1 11/26/2002 1 A Weyerhaeuser Business TJ- Beam(TM) 6.02 Serial Number: 7002008118 User: 2 11/20/2002 9:21:46 AM Page 1 Engine Version: 1.2.1 SUPPORTS: 1 Stud wall 2 Stud wall DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro PROJECT INFORMATION: Valley Wide Coop LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 125.0 Live at 100 % duration, 12.0 Dead Input Bearing Width Length 3.50" 2.25" 3.50" 2.25" Maximum 1341 1341 6568 Mezzanine Floor - Above Open Office Area 11 7/8" TJI® /Pro(TM) -250, 2 plies @ 12" o/c MEMBER IS INSUFFICIENT DUE TO LOAD Vertical Reactions (Ibs) Live/Dead/Uplift/Total 1250/120/0/1370 1250/120/0/1370 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board Copyright o 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist ° ,Pro' and TJ -Pro' are trademarks of Trus Joist. Design Control Control -1330 2840 Passed (47 %) 1341 2340 Passed(57 %) 6568 8861 Passed (74 %) 0.639 0.490 Failed (L/368) 0.701 0.979 Passed (L/335) 51 30 Passed 20' Product Diagram is Conceptual. Detail Other A3: Rim Board 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 19/32 ", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32 ", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 3.21 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code NER analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIERS / BUILDER'S GUIDES for multiple ply connection. OPERATOR INFORMATION: Scott Spaudling Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Phone : 208 - 359 -1461 Fax : 208-359-0740 designintel ©msn.com 41g::]1 4 °4- AWiyerhaeuser Business TJ- Beam(TM) 6.02 Serial Number: 7002008118 User: 2 11/20/2002 9:21:47 AM Page 2 Engine Version: 12.1 Load Group: Primary Load Group 19' 7.00" Max. Vertical Reaction Total (lbs) 1370 1370 Max. Vertical Reaction Live (lbs) 1250 1250 Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 1330 -1330 Max Shear (lbs) 1341 -1341 Member Reaction (lbs) 1341 1341 Support Reaction (lbs) 1370 1370 Moment (Ft -Lbs) 6568 Live Deflection (in) 0.639 Total Deflection (in) 0.701 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 116 -116 Max Shear (lbs) 118 -118 Member Reaction (lbs) 118 118 Support Reaction (lbs) 120 120 Moment (Ft -Lbs) 575 PROJECT INFORMATION: Valley Wide Coop Copyright ® 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist',Pro' and TJ -Pro are trademarks of Trus Joist. Mezzanine Floor - Above Open Office Area 11 7/8" TJI® /Pro(TM) -250, 2 plies @ 12" o/c MEMBER IS INSUFFICIENT DUE TO LOAD OPERATOR INFORMATION: Scott Spaudling Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Phone : 208 - 359 -1461 Fax : 208-359-0740 designintel @msn.com A Weyerhaeuser Business TJ- Beam(TM) 6.02 Serial Number: 7002008118 User: 2 11/20/2002 8:48:11 AM Page 1 Engine Version: 1.2.1 SUPPORTS: 1 Stud wall 2 Stud wall DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Input Bearing Width Length 3.50" 2.25" 3.50" 2.25" PROJECT INFORMATION: Valley Wide Coop CONTROLS FOR THE APPLICATION AND LOADS LISTED Maximum 930 930 3160 Mezzanine Floor 11 7/8" TJI® /Pro(TM) -150 @ 12" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 125.0 Live at 100 % duration, 12.0 Dead Vertical Reactions (Ibs) Live /Dead /U p l i ft/Total 875/84/0/959 875/84/0/959 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board Design -919 930 3160 0.337 0.370 55 Control 1420 1085 3765 0.340 0.679 30 Copyright ° 2001 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist ',Pro' and TJ-Pro' are trademarks of Trus Joist. 14' Product Diagram is Conceptual. Detail Other A3: Rim Board 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® Control Passed (65 %) Passed (86 %) Passed (84 %) Passed (U483) Passed (U441) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 19/32 ", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32 ", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.74 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code NER analyzing the TJ Distribution product listed above. OPERATOR INFORMATION: Scott Spaudling Design Intelligence, LLC 3685 West Hwy 33 Rexburg, ldaho 83440 Phone : 208 - 359 -1461 Fax : 208-359-0740 designintel @msn.com Ta o, Mezzanine Floor TJ- Beam(TM) 6.02 Serial N u veyeth. 70 8 11 7/8" TJ I® /Pro(TM) -150 @ 12" o/c Page2 EngineVerson:12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 13' 7.00" Max. Vertical Reaction Total (lbs) 959 959 Max. Vertical Reaction Live (lbs) 875 875 Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 30 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 919 -919 Max Shear (lbs) 930 -930 Member Reaction (lbs) 930 930 Support Reaction (lbs) 959 959 Moment (Ft -Lbs) 3160 Live Deflection (in) 0.337 Total Deflection (in) 0.370 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 80 -80 Max Shear (lbs) 82 -82 Member Reaction (lbs) 82 82 Support Reaction (lbs) 84 84 Moment (Ft -Lbs) 277 PROJECT INFORMATION: Valley Wide Coop Copyright ® 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist, e -I Joist ° ,Pro"' and TJ -Pro are trademarks of Trus Joist. OPERATOR INFORMATION: Scott Spaudling Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Phone : 208 - 359 -1461 Fax : 208-359-0740 designintel @msn.com AWeverhaeuser Business TJ- Beam(TM) 6.02 Serial Number: 7002008118 User: 2 11/20/2002 8:51:49 AM Page 1 Engine Version: 1.2.1 6 13'9" LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 125.0 Live at 100 % duration, 12.0 Dead SUPPORTS: 1 Stud wall 2 Stud wall 3 Stud wall 4 Stud wall Input Width 3.50" 3.50" 3.50" 3.50" DESIGN CONTROLS: Bearing Length 2.25" 3.50" 3.50" 2.25" Maximum Shear (Ibs) 1101 Vertical Reaction (Ibs) 1906 Moment (Ft -Lbs) -2345 Live Load Defl (in) Total Load Defl (in) TJPro PROJECT INFORMATION: Valley Wide Coop Mezzanine Floor - 3 span 11 7/8" TJI® /Pro(TM) -150 @ 12" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Vertical Reactions (Ibs) Live/Dead/Uplift/Total 753/71 /0/824 1769/136/0/1906 1769/136/0/1906 753 /71/0/824 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,B3 - Bearing length is inadequate at support(s): 2, 3 Design 977 1906 -2345 0.226 0.246 56 Control 1562 1895 3765 0.339 0.677 30 Copyright ® 2001 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist'", Pro" and TJ -Pro' are trademarks of Trus Joist. 7' El Detail Other A3: Rim Board B3 B3 A3: Rim Board Control Passed (63 %) Passed (101 %) Passed (62 %) Passed (L/720) Passed (U661) Passed Overall Dimension: 34' 6" 13 "9" Product Diagram is Conceptual. 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® None None 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® Location Lt. end Span 3 under Floor ADJACENT span loading Bearing 3 under Floor ADJACENT span loading Bearing 3 under Floor ADJACENT span loading MID Span 1 under Floor ALTERNATE span loading MID Span 3 under Floor ALTERNATE span loading Span 1 OPERATOR INFORMATION: Scott Spaudling Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Phone : 208 - 359 -1461 Fax : 208-359-0740 designintel @msn.com - Deflection Criteria: STANDARD(LL:U480,TL:L/240). - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 19/32 ", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32 ", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.74 T43,4 Mezzanine Floor - 3 span TJ- Beam(TM) 6.02 Serial Number: 0z Business 11 7/8" TJI® /Pro(TM) -150 @ 12" o/c User: 2 n 8:51:50 AM Page e 2 Engine Version: 1.2.1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code NER analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Valley Wide Coop Copyright ® 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist ° ,Pro ° and TJ-Pro' are trademarks of Trus Joist. OPERATOR INFORMATION: Scott Spaudling Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Phone : 208 - 359 -1461 Fax : 208-359-0740 designintel @msn.com C W IA1,4 ber: ilf Mezzanine Floor - 3 span TJ- Beam(TM) 6.02 Ser al mm 7 0 Business 11 7 TJ I® /Pro(TM) -150 @ 12" o/c User: 3 11gineVers8:51:50 .2.1 AM Page e 3 Engine Version: 1. THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 13' 6.50 A 7' 0.00 A 13 6.50 Max. Vertical Reaction Total (lbs) 824 1906 1906 824 Max. Vertical Reaction Live (lbs) 753 1769 1769 753 Selected Bearing Length (in) 2.25(W) 3.50(W) 3.50(W) 2.25(W) Max. Unbraced Length (in) 32 32 32 32 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 768 -955 415 -415 955 -768 Max Shear (lbs) 779 -1076 480 -480 1076 -779 Member Reaction (lbs) 779 1556 1556 779 Support Reaction (lbs) 807 1556 1556 807 Moment (Ft -Lbs) 2214 -2013 -1174 -2013 2214 Live Deflection (in) 0.211 -0.057 0.211 Total Deflection (in) 0.231 -0.063 0.231 ALTERNATE span loading on odd # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 784 -940 36 -36 940 -784 Max Shear (lbs) 795 -1060 42 -42 1060 -795 Member Reaction (lbs) 795 1102 1102 795 Support Reaction (lbs) 824 1102 1102 824 Moment (Ft -Lbs) 2309 -1790 -1717 -1790 2309 Live Deflection (in) 0.226 -0.080 0.226 Total Deflection (in) 0.246 -0.085 0.246 ALTERNATE span loading on even # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 51 -99 415 -415 99 -51 Max Shear (lbs) 52 -111 480 -480 111 -52 Member Reaction (lbs) 52 590 590 52 Support Reaction (lbs) 54 590 590 54 Moment (Ft -Lbs) 112 -399 440 -399 112 Live Deflection (in) -0.016 0.023 -0.016 Total Deflection (in) 0.007 0.017 0.007 ADJACENT span loading over support # 2, LDF = 1.00, Dead + Floor Design Shear (lbs) 743 -977 710 -121 76 -75 Max Shear (lbs) 754 -1101 805 -154 86 -76 Member Reaction (lbs) 754 1906 240 76 Support Reaction (lbs) 783 1906 240 79 Moment (Ft -Lbs) 2077 -2345 19 -68 242 Live Deflection (in) 0.190 -0.027 0.008 Total Deflection (in) 0.210 -0.031 0.027 PROJECT INFORMATION: Valley Wide Coop Copyright ° 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist'",Pro' and TJ -Pro' are trademarks of Trus Joist. OPERATOR INFORMATION: Scott Spaudling Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Phone : 208 - 359 -1461 Fax : 208-359-0740 designintel @msn.com t)�j� / �/ j r Mezzanine Floor - 3 span TJ- Beam(TM) 6.02 Serial Number: 70020 8; 8 11 7/8" TJ I® /P ro(TM) -150 @ 12" o/c User: t n28:n:12AM Page e 4 Engine Version: 1..2.1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 3, LDF = 1.00, Dead + Floor Design Shear (lbs) 75 -76 121 -710 977 -743 Max Shear (lbs) 76 -86 154 -805 1101 -754 Member Reaction (lbs) 76 240 1906 754 Support Reaction (lbs) 79 240 1906 783 Moment (Ft -Lbs) 242 -68 19 -2345 2077 Live Deflection (in) 0.008 -0.027 0.190 Total Deflection (in) 0.027 -0.031 0.210 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 67 -84 36 -36 84 -67 Max Shear (lbs) 68 -94 42 -42 94 -68 Member Reaction (lbs) 68 136 136 68 Support Reaction (lbs) 71 136 136 71 Moment (Ft -Lbs) PROJECT INFORMATION: Valley Wide Coop Copyright ° 2001 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist',Pro' and TJ -Pro" are trademarks of Trus Joist. 194 -176 -103 -176 194 OPERATOR INFORMATION: Scott Spaudling Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Phone : 208 - 359 -1461 Fax : 208-359-0740 designintel @msn.com In SUPPORTS: AWeverhaeuser Business TJ- Beam(TM) 6.02 Serial Number: 7002008118 User: 2 11/20/2002 9:09:58 AM Page 1 Engine Version: 1.2.1 LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 125.0 Live at 100 % duration, 12.0 Dead Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 2.25" 1000 / 96 / 0 / 1096 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 1000 / 96 / 0 / 1096 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1067 -1056 1420 Passed (74 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1067 1067 1170 Passed (91 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 4159 4159 4430 Passed (94 %) MID Span 1 under Floor loading Live Load Defl (in) 0.505 0.390 Failed (L/370) MID Span 1 under Floor loading Total Load Defl (in) 0.553 0.779 Passed (U338) MID Span 1 under Floor loading TJPro 51 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 19/32 ", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32 ", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.87 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code NER analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Valley Wide Coop Copyright ° 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist", Pro" and TJ -Pro" are trademarks of Trus Joist. Mezzanine Floor - Above Board Meeting Room 11 7/8" TJI® /Pro(TM) -250 @ 12" o/c MEMBER IS INSUFFICIENT DUE TO LOAD 16' El Product Diagram is Conceptual. OPERATOR INFORMATION: Scott Spaudling Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Phone : 208 - 359 -1461 Fax : 208-359-0740 designintel @msn.com AW yerhaeuser Business TJ- Beam(TM) 6.02 Serial Number: 7002008118 User: 2 11/20/2002 9:09:58 AM Page 2 Engine Version: 1.2.1 Load Group: Primary Load Group 15' 7.00" Max. Vertical Reaction Total (lbs) 1096 1096 Max. Vertical Reaction Live (lbs) 1000 1000 Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 1056 -1056 Max Shear (lbs) 1067 -1067 Member Reaction (lbs) 1067 1067 Support Reaction (lbs) 1096 1096 Moment (Ft -Lbs) 4159 Live Deflection (in) 0.505 Total Deflection (in) 0.553 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 92 -92 Max Shear (lbs) 94 -94 Member Reaction (lbs) 94 94 Support Reaction (lbs) 96 96 Moment (Ft -Lbs) 364 PROJECT INFORMATION: Valley Wide Coop Copyright ® 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist'",Pro'" and TJ -Pro' are trademarks of Trus Joist. Mezzanine Floor - Above Board Meeting Room 11 7/8" TJI® /Pro(TM) -250 @ 12" o/c MEMBER IS INSUFFICIENT DUE TO LOAD OPERATOR INFORMATION: Scott Spaudling Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Phone : 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Designed y: cott Spauldin: '.E. Checked By: Date. t .-__A ; /,0 / Z (a Z Date: Date: December 9, 2002 Subject: Valley Wide Coop, Rexburg, Idaho Customer: Valley Wide Coop Design Intelligence, LLC Engineering Calculations Summary This analysis uses the Design Criteria required by the local jurisdiction and the 1997 UBC as the basis for the calculations. Materials: Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: UBC 1997 — Foundations designed for Max Brg Pressure of 1500 psf See attached calculations. Design Loads: Snow = 35 psf Seismic = Seismic Zone 3 Wind = 80 mph, Exposure C References: Uniform Building Code, 1997 Edition Summary: Footing and beam sizes are shown on the drawings. These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Designed :y: Scott A Spaulding, P.E. Checked By: Date:��I 4. ■ /, / Z Date: Design Intelligence, LLC Engineering Calculations Summary Date: December 9, 2002 Subject: Valley Wide Coop, Rexburg, Idaho — Steel Building Foundations Customer: Valley Wide Coop This analysis uses the Design Criteria required by the local jurisdiction and the 1997 UBC as the basis for the calculations. Materials: Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: UBC 1997 — Foundations designed for Max Brg Pressure of 2000 psf See attached calculations. Design Loads: Snow = 35 psf Seismic = Seismic Zone 3 Wind = 80 mph, Exposure C These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. References: Uniform Building Code, 1997 Edition Summary: Attached calculations describe the footing sizes and reinforcing noted on the project drawings. Designed By Scott A Spaulding, P.E. Checked By: Date • 30% / ZiQ to L— Date: Design Intelligence, LLC Engineering Calculations Summary Date: December 9, 2002 Subject: Valley Wide Coop Retaining Wall, Rexburg, Idaho Customer: Valley Wide Coop This analysis uses the Design Criteria required by the local jurisdiction and the 1997 UBC as the basis for the calculations. Materials: Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: UBC 1997 — Foundations designed for Max Brg Pressure of 2000 psf See attached calculations. Design Loads: Snow = 35 psf Seismic = Seismic Zone 3 Wind = 80 mph, Exposure C /2/q/0 These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. References: Uniform Building Code, 1997 Edition Summary: Attached calculations indicate the wall as detailed in the project drawings is adequately sized for the applied loads. Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Design Loads Snow Load: Wind Load Seismic Snow Loads Roof Pitch Roof Pitch Roof Pitch Roof Pitch Roof Pitch Roof Pitch Roof Pitch Wind Loads Seismic Loads Rise Run Reduction 3 12 0.0 psf 4 12 0.0 psf 6 12 2.5 psf 7 12 3.8 psf 8 12 5.1 psf 1 0 12 7.4 psf 1 2 12 9.4 psf P= Ce *Cq * *Iw qs = 16.4 psf Ph = Zone 3 25.4 13.7 V = 2.5 *Ca *I *W /R 0.164 35 psf 80, mph psf psf W VALLEY WIDE COOP 12/9/2002 REXBURG, IDAHO 70 mph Ce Cq 12.6 Horizontal Vertical 1 0.12 Ca = 0.36 I = Page 1 Use 35.0 35.0 32.5 31.2 29.9 27.6 25.6 qs 80 mph 16.4 2A 1.19 1 .3 Horizontal 0.7 Vertical 0.22 psf psf psf psf psf psf psf 90 mph 20.8 Exposure C Ca - Zone 2B 0.28 3 0.36 4 = 5 0.44 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Design Loads Snow Load: Wind Load Seismic Roof Pitch Roof Pitch Roof Pitch Wind Loads Seismic Loads P= Ce *Cq *qs *Iw qs = Ph = 8 V= 35 Zone 3 Run 12 12 12 12 12 25.4 13.7 0.164 psf 80 mph 6.4 psf 2.5 *Ca *I *W /R Reduction psf psf = 0.36 W VALLEY WIDE COOP 12/9/2002 REXBURG, IDAHO 0.0 0.0 2.5 3.8 5.1 10 12 7.4 Roof Pitch 1 12 9.4 psf psf psf psf psf psf psf 70 mph 12.6 Horizontal Vertical 1 0.12 Page 1 Use 35.0 35.0 32.5 31.2 29.9 27.6 25.6 qs 80 mph 16.4 2A 0.22 psf psf psf psf psf psf psf 90 mph 20.8 Ce 1.19 Exposure C Cq 1.3' Horizontal 0.7 Vertical Ca - Zone 2B 0.28 3 0.36 4 0.44 5.5 Snow Loads Rise Roof Pitch 3 Roof Pitch 4 Roof Pitch 6 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Design Loads Snow Load: Wind Load Seismic Roof Pitch Roof Pitch Roof Pitch Wind Loads Seismic Loads P= Ce *Cq *qs *Iw qs = Ph = 8 V= 35 Zone 3 Run 12 12 12 12 12 25.4 13.7 0.164 psf 80 mph 6.4 psf 2.5 *Ca *I *W /R Reduction psf psf = 0.36 W VALLEY WIDE COOP 12/9/2002 REXBURG, IDAHO 0.0 0.0 2.5 3.8 5.1 10 12 7.4 Roof Pitch 1 12 9.4 psf psf psf psf psf psf psf 70 mph 12.6 Horizontal Vertical 1 0.12 Page 1 Use 35.0 35.0 32.5 31.2 29.9 27.6 25.6 qs 80 mph 16.4 2A 0.22 psf psf psf psf psf psf psf 90 mph 20.8 Ce 1.19 Exposure C Cq 1.3' Horizontal 0.7 Vertical Ca - Zone 2B 0.28 3 0.36 4 0.44 5.5 11/18/2002 09:22 2083567356 TRI -STEEL CONSTRUCTION 1412 SOUTH 2000 WEST REXBURG ID 83440 JOB NO: 5- 204905 BUILDING SIZE: MS1 100' X 170' X 14' xrngs T_? i . f S:,te;+R8- sm. 1t•teIsetat ... Gentlemen: This is to certify that the above referenced building and its component parts have been designed and fabricated by Metallic Building Co, an AISC Certified Manufacturer, at its AISC certified facility. It has been designed in accordance with the order documents, in general accordance with the ninth edition of the AISC "Manual of Steel Construction" and the 1986 Edition (with 1989 amendments) of the AISI "Cold Formed Steel Design Manual" and with good engineering practice for the following loede. All welding is per the appropriate American Welding Society (AWS) code. Governing Code for applicat'.on of design loads: 08C 1997 IMP FACTORS,; WIND:. 1.0 SNOW: 1.0 SEISMIC: 1.0 )EAD LOAD...weight of metal bldg. structure only as supplied by Metallic Building Co 20 PSF COLLATERAL LOAD 5 PSF WIND LOAD 80 MPH EXP C SEISMIC ZONE LIVE LOAD This Letter parts as furn foundation, m Sin Masterson, P.E. vdce Presi,dient metallic building company yyC 11/01/02 4.L1 t).1b TRI -STEEL CONST. PAGE 02 Lei - 3 - s solely to the steel building and its component lding Co and specifically excludes any ntract work. METALLIC ccrporoto offices: 7301 FRIRVIEW • HOUSTON, TEXAS 77041 • (713) 466 -7788 (800) 777.9378 moiling oddness: P.O. 80X 40338 • HOUSTON, TEXAS 77240 -0338 • FAX (713) 466 -3194 12/10/2002 09:21 14357349519 Revised Structural Calculations 24'x108' FUELING CANOPY Canopy Supplied by: Kustom Kanopies, Inc. 2765 Midland Dr. Ogden, UT. 84401 Structural Design by: MOUNTAIN VIEW ENGINEERING, INC. VALLEY WIDE CO -OP AUTO CANOPY Rexburg, Idaho 345 North Main Brigham City Utah 84302 #20813 MNT VIEW ENGINEERING PAGE 02 o.` O LC 1.0 2002 8 pages of Calculations 12/10/2002 09:21 14357349519 MOUNTAIN VIEW ENGINEERING, INC. 344 North Main Brigham City Utah 84a02 Phone (435) 794 -9700 FAX (435) 794 -9519 Building Descr: 24'x108' FUELING CANOPY Location: Rexburg, Idaho DESIGN CRITERIA: Dead Load 10 psf Snow Load 35 psf Live Load 20 psf CODE: 1997 UBC Wind Speed (mph) 80 mph Seismic Zone 3 CANOPY SPECIFICATIONS: MNT VIEW ENGINEERING PAGE 03 Page: V• Job: #20813 Kustom Kanopies, Inc. Date: 12/09/02 Subject: VALLEY WIDE CO -OP AUTO CANOPY By: JDK CANOPY DESIGN Exposure C Importance Factor 1 Length 108 ft Total Height of Canopy 20 ft Width 24 ft Number of Column Rows 2 Fascia Height 4 ft Number of Columns /Row 4 Canopy Clear Height 16 ft 12/10/2002 09:21 14357349519 MOUNTAIN VIEW ENGINEERING, INC. 346 North Main Branham City Utah 84302 Phone (435) 734 -9700 Fax (435) 734 -9519 Building Descr: 24'x108' FUELING CANOPY Location: Rexburg, Idaho CONTINUOUS PURLIN LAYOUT Purlin Spacing = Edge Distance Each Side = Left Cantilever = 2 Bay(s) @ Right Cantilever = w (DL) = w (LL) _ From Page 4 - Use LATERAL WIND Ce = Cq = qs = 1w = Pw = Total Base Shear (V) SEISMIC Ca = R= W= ULT Total Base Shear (V) = ASD Total Base Shear (V) = ULT Lateral Load Ea. Column = ASD Lateral Load Ea. Column = Distance From Base = FOOTINGS (per UBC 1806.8.2.2) 1500 psf 13.44 kip Allowable Soil Pressure = Max. Vertical Column Load = Square Footing Length = Width = Req. Depth (see page 8) = Actual Depth = q actual = q (allowable) = 8 ft 4 ft 2 ft 20 ft 2 ft 0.08 klf 0.28 klf W 12x22 MNT VIEW ENGINEERING PAGE 04 Page: /2- Job: #20819 Kustom Kanopies, Inc. Date: 12/09/02 Subject: VALLEY WIDE CO -OP AUTO CANOPY By: JDK 1.13 1.3 16.4 psf 1 24.1 psf 10.42 kip 0.36 2.2 48.6 kip 19.88 kip 14.2 kip 2.49 kip 1.78 kip 17.5 ft 4 ft 4 ft 4.9 ft 5.75 ft 1703 psf 2925 psf CONTINUOUS BEAM LAYOUT Left Cantilever = 6 ft 3 Bay(s) @ 28 ft Right Cantilever = 6 ft Maximum Tributary Width = 28 ft Pi (DL) = 2.17 kip P1 (LL) = 6.5 kip From Page 7, Use W10122 COLUMN Column Specification: 16" Dia. i 1/4 PIPE F = 46 ksi Length = 17.5 ft Moment at Base = 31.07 kip -ft S (required) = 13.51 in3 S (actual) = 48 in3 Unity Check (by inspection) « 1.33 OK ANCHOR BOLTS (AISC A - 36) No. Bolts per Connection = 4 Diameter = 1.25 in Mean Anchor Bolt Spacing = 16 in Seismic ULT Connection Force = ULT Overturning Moment = ULT Tension (each bolt) = ULT Shear (each bolt) = ULT Tension (allowable) _ ULT Shear (allowable) = Unity Check = Wind Connection Force = Overturning Moment = Tension (each bolt) = Shear (each bolt) _ Tension (allowable) = Shear (allowable) = Unity Check = 4.97 kip 87.0 lip -ft 32.6 kip 1.24 kip 39.78 kip 20.57 kip 0.89 OK 1.78 kip 31.07 kip -ft 11.65 kip 0.44 kip 31.20 kip 16.13 kip 0.41 OK 12/10/2002 09:21 14357349519 MOUNTAIN VIEW ENGINEERING, INC. 345 N. Main St., Brigham City, Utah 84302 Phone (435) 734 -9700 Fax (435) 734 -9519 / 12' - 0' 9' -4' 9' -4' 9 9' -4' 9' -4' 9' -4' / P 1PR t PB APR P PB PR PR P IP R P ,PB CC P cc IPB / IP A I PR cc 2' -0' 'PR P 4PB 9'-4* 2 • 1P f R P I 4 A P8 1PB a P 3x3xX6 ANGLE BOLTED TO TOP FLANGE OF EACH PURUN WITH (2) 3/4 A -307 BOLTS (TYP EACH END OF CANOPY) Page 3 Job REXBURG, ID #4392 Date 12/10/02 Subject B RL 108' -0' PURUN SPUCE TYP (6) PLACES PER DETAIL 4 SHEET 2 -2 MNT VIEW ENGINEERING PAGE 05 KEY PURUN/BEAM CONNECTION PER DETAIL 7 SHEET 2 -2 B = 10x22 BEAM P ■ 12x22 PURUN C = 16'0 PIPE COLUMN P8 ■ 1)!rxi)4 GA. PURUN BRACE LO 12/10/2002 09:21 14357349519 MOUNTAIN VIEW ENGINEERING 345 North Main, Suite A Brigham City, Utah 84302 Ph (436)734 -9700 Fax (435) 734 -9519 Rev' 91 WO3 Multi-Span Steel Beam UeeC KWABON76, Ver 5. 3, 22JUn -1999. WIn92 lo) 19534° ENERCUIC 40 Description Purlin A General Information Fy - Yield Stress 50.00 ksi Spans Considered Continuous Over Supports Span Information Description Span Steel Section End Fixity Unbraced Length Loads Live Load Used Thls Span 7 Dead Load kfft Live Load k/ft Results ft fb : Actual Fb : Allowable ft Murex @ Cntr k -ft 18.84 0.00 iX= ft 10.23 0.00 Max © Left End k -ft 0.00 -25.92 Max © Right End k -ft -25.92 0.00 psi 12,272.1 12,272.1 psi 14,808.0 33 000.0 Bending OK Bonding OK N : Actual psi 1,773.7 1,349.7 Fv : Allowable psi 20,000.0 OK Sneer OK Reactions & Deflections Shear @ Left k Shear @ Right Reactions... DL @ Left k LL @ Left k Total @ Left k DL 0 Right k LL < ?• Right k Total a Right k Max. Deflection In 0X ft Span /Deflection Ratio C*- _ LA , 6 ‹ . T . , : , 1 tJ G, loft open right cantilever 26.00 12.00 W12x22 W12x22 Pin -Pin Pin -Free 9.33 1.33 Yes 0.080 0.280 3,68 4.32 5.68 0.00 0.82_g 2.86 7.78 3.68 10.00 2.22 0.00 7.78 0.00 10.00 0.00 •0.408 -0.177 11.44 12.00 784.2 1,627.4 It4Ci.0--ArrY1 el 1 Pi -7 5 ' 61 I 1-2. 1. Load Duration Factor Yea 0.080 0.280 MNT VIEW ENGINEERING PAGE 06 Title : KK #4392/ Rexburg, ID. Job # 20813 _ 1 Dsgnr: JDK Date: 3:49PM, 9 DEC 02 Description : VALLEY WIDE CO -OP AUTO CANOPY Scope : Structural Design of Fuel Canopy 1.00 bAkustom kano.les o. den ut \20813 valle Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 12/10/2002 09:21 14357349519 MOUNTAIN VIEW ENGINEERING 346 North Main, Suite A Brigham City, Utah 84302 Ph (436)734 -9700 Fax (436) 734 -9519 Rov: 610203 uaor; KW -0602470. Vat 6.1.3, 22- Jun -1999, WIn32 (c) 1963 -96 ENeACALC Description Purlin B L General Information Span Information Description Span Steel Section End Fixity Unbraced Length Loads Fy - Yield Stress 50.00 ksl Spans Considered Continuous Over Supports Results tb : Actual Fb : Allowable fv : Actual Fv : Allowable ft ft Live Load Used This Span Dead Load k/ft Live Load k/ft Point #1 DL k LL k X ft Mmax ® Cntr k -ft it X = ft Max Left End k -ft Max ® Right End k -ft psi psi pal psi left open right span 26.00 2.00 W12x22 W12x22 Pln - Pin Pln - Fred 9.33 9.33 26.51 12.13 0.00 -8.08 12,553.4 14,808.0 Bending OK 1,559.3 20,000.0 Sheer OK MNT VIEW ENGINEERING PAGE 07 Multi -Span Steel Beam 0.00 2.00 -8.08 0.00 3,825.6 14,808.0 Bonding OK 1,374.7 20,000.0 Shear OK Title : KK #43921 Rexburg, ID. Job # 20813 5 Dagnr: JDK Date: 3:51PM, 9 DEC 02 Description : VALLEY WIDE CO -OP AUTO CANOPY Scope : Structural Design of Fuel Canopy b: \kust0m ken0•ies 0•den ut. \20813 v8110 Calculations are designed to RISC 9th Edition ASD and 1997 UBC Requirements Load Duration Factor 1.00 Yes Yes 0.080 0.080 0.280 0.280 0.820 y� p rv 2.860 2.000 Reactions & Deflections Shear Left k Shear @ Right k Reactions... DL 0 Left k LL Left k Total a Left k DL Q Right k LL Q Right k Total Q Right k Max. Deflection in @X= ft Span /Deflection Ratio 4.37 4.40 4.99 3.68 0.9711 2.09 3.4d 7.30 4,37 9.39 2.09 0.00 7.30 0.00 9.39 0.00 -0.688 0.144 12.85 2.00 453.3 332.9 12/10/2002 09:21 14357349519 MOUNTAIN VIEW ENGINEERING 346 North Main, Suite A Brigham City, Utah 84302 Ph (436)734 -9700 Fax (435) 734 -9519 Rev: Si 0201 User. KW- 00247G, Ver 5.1.3, 23-Jue -1698, W1■32 (a1 19e344 ENERC►LC Description Span Information Description Span Steel Section End Fixity Unbraced Length Loads Purlin C General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy - Yield Stress 50.00 kel Load Duration Factor 1.00 Spans Considered Continuous Over Supports ft memesemmmeesor Live Load Used This Span ?Yes Dead Load k/ft Live Load k/ft Point #1 DL k LL k *X ft Results L Reactlons & Deflections Shear( Left k Sheer 4) Right k Reactions... DL @ Left k LL Left k Total ep Left k DL a Right k LL 4 Right k Total @ Right k Max. Deflection In 0X. ft Span /Deflection Ratio left cantilever center span right cantilever 12.00 28.00 2.00 W12x22 W12x22 W12x22 Free -Pin Pin -Pin PM-Free 1.33 9.33 9.33 0.080 0.280 Multi -Span Steel Beam Yes Yes 0.080 0.280 Mmax fil Cntr k -ft 0.00 18.07 0.00 ©X= ft 0.00 15.88 2.00 Max © Left End k -ft 0.00 -25.92 -9.46 Max Right End k -ft -25.92 -9.46 0.00 fb : Actual psi 12,272.1 12,272.1 4,478.9 Fb : Allowable psi 33,000.0 14,808.0 14,808.0 Bending OK Bending OK Bending OK Iv : Actual psi 1,349.7 1,758.4 1,590.3 Fv : Allowable psi 20,000.0 20,000.0 20,000.0 Sheer OK Sheer OK Sheer OK 0.00 5.83 5.09 4. 4.45 4.37 0.00 2.21 2.12 0.00 7.74 7.42 0.00 9.95 9.54 2.21 2.12 0.00 7.74 7.42 0.00 9.95 9.54 0.00 -0.155 •0,442 0.086 0.00 15.12 2.00 1,861.3 759.8 555.7 MNT VIEW ENGINEERING PAGE 08 Title : KK #4392/ Rexburg, ID. Job # 20813 Dsgnr: JDK Date: 3:52PM, 9 DEC 02 Description : VALLEY WIDE CO -OP AUTO CANOPY Scope : Structural Design of Fuel Canopy 0.080 0.280 0.970 Fes° ' 3.400 2.000 b: \kuetom kanopiee ogden cat .) \208 valte 12/10/2002 09:21 14357349519 MOUNTAIN VIEW ENGINEERING 346 North Main, Suite A Brigham City, Utah 84302 Ph (435)734 -9700 Fax (436) 734 -9519 Rev: 510302 user. KW 0902470, V. 5.1.3. 53.un -1999. Ntn32 (a) 1993.99 ENERCALC Description Beam General Information Steel Section : W10X22 Center Span Left Cant. Right Cant Lu : Unbraced Length LPoint Loads i Dead Load Live Load Short Term Location Summary #1 2.220 7.780 -2.000 Using: W10X22 section, Span • 12. End Fixity = Pinned- Pinned, Lu = 8. Moment fb : Bending Stress fb!Fb Shear fv : Shear Stress fvlFv Force & Stress Summary Max. M + Max. M - Max. M Left Max. M © Right Sheartt Left Shear © Right Center Defl. Left Cant Defl Right Cant Deft ...Query Defl Reaction © Left Reaction 1 Rt Maximum 25.32 k -ft 10.00 k 10.00k 0.000 ft Fa calc'd per 1.5-2, K•Ur> Cc 12.00 ft 6.00 ft 6.00 ft 8.00 ft #2 2.220 7.780 DL Only 2.17 -4.44 -4.44 -4.44 Steel Beam Design Avaresemswrommassemesersisr Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Pinned - Plnned LL & ST Act Together #3 2.220 7.780 6.000 14,000 MNT VIEW ENGINEERING Scope : Structural Design of Fuel Canopy #4 OOft, Fy = 50.0ks1, Left Cant. = 6.00ft, Right Cant. = 6.00ft OOft, LOF = 1.000 Actual Allowable 25.320 k -ft. 51.688 k -ft 13.093 ksI 26.729 ksi 0.490 :1 10.000 k 48.816 k 4.097 ksi 20.000 ksi 0.205 : 1 2.22 2.22 0.000 Title : KK #4392/ Rexburg, ID. Job # 20813 - 1 Dagnr: JDK Date: 3:54PM, 9 DEC 02 Description : VALLEY WIDE CO -OP AUTO CANOPY b: uwstom keno.ies o•den ut. \20613 vei F 50.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi #5 #6 #7 Beam OK Static Load Case Governs Stress Max. Deflection Length /DL Defl Length /(DL +LL Defl) « -- These columns are Dead + Live Load placed as noted - -» LL LL +ST (24 Cants CD Cants LL LL +ST a Center A Center 25.32 -4.44 -4.44 -4.44 0.000 0.000 k -ft -20.00 k-ft -20.00 k -20.00 k -ft 5.00 10.00 k 5.00 10.00 k 0.141 In 0.003 -0.141 -0.141 0.141 0.141 in 0.3551n -0.032 0.176 0.176 -0.355 -0.355 in 0.384 in -0.032 0.187 0.187 -0.364 -0,364 In 0.000 0.000 in 16.30 3.33 7.22 7.22 11.11 11.11 k 18.30 3.33 7.22 7.22 11.11 11.11 k PAGE 0 9 k k ft 0.364 in 4,450.9: 1 395.9 : 1 12/10/2002 09:21 14357349519 MOUNTAIN VIEW ENGINEERING 346 North Main, Suite A Brigham City, Utah 84302 Ph (436)734 -9700 Fax (436) 734 -9519 1 Rov: 610302 user: K•o6o2e ?e, ver 5.1.3, 92•JUn.1 096, 1Mn32 (t;) 196399 ENERCALC Description Embedment Depth General Information Allow Passive Max Passive Load duration factor Pole Is Rectangular Width Restrained LID Surface Summary Momenta @ Surface... Point toad Distributed load With Surface Restraint... Req'd Depth Pressure a Base... Actual Allowable Surface Restraint Force 150.00 pcf 1,500.00 P 1.330 48.000 in 31,150.00 ft-8 0.00 4.900 ft 977.58 pef 977.58 psi 8,935.34 Ibs MNT VIEW ENGINEERING PAGE 10 Pole Embedment in Soil Title : KK #4392/ Rexburg, ID. Job # 20813 Dsgnr: JDK Date: 3:56PM, 9 DEC 02 Description : VALLEY WIDE CO -OP AUTO CANOPY Scope : Structural Deelgn of Fuel Canopy Applled Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral b: \kustom ksno•ies o. ut.120813 voile 1,780.00 Ibs 17.500 ft 0.00 ft/ft 3.000 ft 0.000 ft 31,150.00 ft-# 1,780.00 lips 12/10/2002 09:25 14357349519 Revised Structural Calculations 24'x44' FUELING CANOPY Canopy Supplied by: Kustom Kanopies, Inc. 2765 Midland Dr. Ogden, UT. 84401 Structural Design by: MOUNTAIN VIEW ENGINEERING, I.NC. 345 North Main Brigham City Utah 84302 #20812 MNT VIEW ENGINEERING PAGE 02 VALLEY WIDE CO -OP DIESEL CANOPY Rexburg, Idaho DEC 10 2002 7 pages of Calculations 12/10/2002 09:25 14357349519 MOUNTAIN VIEW ENGINEERING, INC. 345 North Main Brigham City Utah 84302 Phona (435) 734-9700 Fax (435) 734 -9519 Building Descr: 24'x44' FUELING CANOPY Location: Rexburg, Idaho DESIGN CRITERIA: Dead Load 10 psf Snow Load 35 psf Live Load 20 psf CODE: 1997 UBC Wind Speed (mph) 80 mph Seismic Zone 3 CANOPY SPECIFICATIONS: MNT VIEW ENGINEERING PAGE 03 Page: 1 Job: #20812 Kustom Kanopies, Inc. Date: 12/09/02 Subj VALLEY WIDE CO -OP DIESEL CANOPY By: JDK CANOPY DESIGN Exposure C Importance Factor 1 Length 44 ft Total Height of Canopy 20 ft Width 24 ft Number of Column Rows 1 Fascia Height 4 ft Number of Columns /Row 3 Canopy Clear Height 16 ft 12/10/2002 09:25 14357349519 MOUNTAIN VIEW ENGINEERING, INC. 345 North Main Brigham City Utah 04302 Phone (435) 734 -9700 Fax (435) 734.9019 Building Descr: 24'x44' FUELING CANOPY Location: Rexburg, Idaho CONTINUOUS PURLIN LAYOUT Purlin Spacing = Edge Distance Each Side = Left Cantilever = 2 B ay(s) @ Right Cantilever = w(DL)= w(LL)= From Page 4, Use LATERAL ULT Lateral Load Ea. Column = ASD Lateral Load Ea. Column = Distance From Base = Allowable Soil Pressure = Max. Vertical Column Load = Square Footing Length = Width = Req. Depth (see page 7) = Actual Depth q actual = q (allowable) = 8 ft 4 ft 2 ft 20 ft 2 ft 0.08 klf 0.28 klf W10x17 MriM Ce = 1.13 Cg = 1.3 qs = 16.4 psf Iv/ = 1 Pw = 24.1 psf Total Base Shear (V) = 4.25 kip SEI$ IC Ca = 0.36 R = 2.2 W = 19.8 kip ULT Total Base Shear (V) = 8.1 kip ASD Total Base Shear (V) = 5.786 kip 2.70 1.93 17.33 Job: Subject: kip kip ft FOOTINGS (per UBC 1806.8.2.2) 1500 psf 19.2 kip 4 ft 4 ft 5.018 ft 5.75 ft 2063 psf 2925 psf MNT VIEW ENGINEERING Page: #20812 Kustom Kanopies, Inc. Date: VALLEY WIDE CO-OP DIESEL CANOPY By: CONTINUOUS BEAM Left Cantilever = Right Cantilever = Maximum Tributary Width = P1 (DL) = P1 (LL) = P2 (DL) = P2 (LL) = P3 (DL) = P3 (LL) From Page 5 &6 Use COLUMN Column Specification: 16" Dia. x 1/4 PIPE Fy = 46 ksi Length = 17.33 ft Moment at Base - 33.43 kip -ft S (required) = 14.53 in3 S (actual) = 48 in3 Unity Check (by inspection) « 1.33 OK ANCHOR BOLTS (AISC A -36) No. Bolts per Connection = 4 Diameter = 1.25 in Mean Anchor Bolt Spacing = 16 in Seismic ULT Connection Force = ULT Overturning Moment = ULT Tension (each bolt) = ULT Shear (each bolt) _ ULT Tension (allowable) = ULT Shear (allowable) _ Unity Check = Wind Connection Force = Overturning Moment = Tension (each bolt) Shear (each bolt) _ Tension (allowable) = Shear (allowable) _ Unity Check = PAGE 04 2 12/09/02 JDK LAYOUT 12 ft 12 ft 20 ft 1.98 kip 6.92 kip 1.984 kip 5.943 kip 1.798 kip 5.386 kip W16X26 5.40 kip 93.6 kip -ft 35.1 kip 1.35 kip 39.78 kip 20.57 kip 0.95 OK 1.93 kip 33.43 kip -ft 12.54 kip 0.48 kip 31.20 kip 16.13 kip 0.44 OK 12/10/2002 09:25 14357349519 MOUNTAIN VIEW ENGINEERING, INC. 345 N. Main St., Brigham City, Utah 84302 Phone (435) 734 -9700 Fax (435) 734 -9519 24' -0' MNT VIEW ENGINEERING PAGE 05 Page 3 Job REXBURG, IDAHO #4392 Date 12/10/02 Subject By RL b I 0 N b O O ` 4' -0' 4' -0' t 1 f Ee 0- d a C O 8 m or 0. 12' -0' 30' RADIUS (TlP EACH CORNER) KEY PURLIN/BEAM CONNECTION PER DETAIL 7 SHEET 2 -2 8 = W16x26 BEAM P = W10x17 PURUN C = 16'0 PIPE COLUMN P8 = 1}4'x1}' x18 GA. PURUN BRACE 12/10/2002 09:25 14357349519 MOUNTAIN VIEW ENGINEERING 345 North Main, Suite A Brigham City, Utah 84302 Ph (435)734 -9700 Fax (435) 734 -9619 Rev; 610363 uses Kvv. 666 Wr 5.1.a, 7•J,,n.tQ99. W1n92 (c) 1063-69 eNemcAU: Description Purlin General Information S an Information Description Span Steel Section End Fixity Unbraced Length fl [Loads Live Load Used This Span 7 Dead Load k/ft Live Load k/ft Results fb : Actual Fb : Allowable tv : Actual Fv : Allowable 1 Reactions & Deflections Shear (I.0 Left k Sheer © Right k Reactions... DL @Left k LL @ Left k Total el Left k DL re Right k LL t Right k Total c Right k Max. Deflection in §X= ft Span /Deflection Ratio fl Fy • Yield Stress 50.00 ksi Spans Considered Continuous Over Supports ft 13M L. 0,p. -D I Nv 6, vi cI Yz-ik re) g Pl 2 Multi -Span Steel Beam MNT VIEW ENGINEERING Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Load Duration Factor loft cantilever sett 9pen right open right cantilever 2.00 20.00 20.00 2.00 W10X17 W1ox17 W10X17 W10x1Y Free - Pin Pln -Pin Pin -Pln Mn -Free 1.33 10.00 10.00 1.33 Yes 0.080 0.280 Yes 0.080 0.280 Mmax © Cntr k -ft 0.00 9.81 9.81 X r, ft 0.00 7.60 12.40 Max § Left End k -ft 0.00 -0.72 -17.64 Max ID Right End k -ft -0.72 -17.64 -0.72 psi 533.3 13,085.2 13,065.2 psi 33,000.0 13,089.0 13,089.0 Banding OK Bending OK Bending OK psi 296.7 1,832.3 1,832.3 psi 20,000.0 20,000.0 20,000.0 Shear OK Shear OK Shear OK Yes Yee 0.080 0.080 0.280 0.280 0.00 2.00 -0.72 0.00 533.3 33,000.0 Bending OK 296.7 20,000.0 Shear OK 0.00 2.75 4.45 0.72 0.72 4.45 2.75 0.00 0.00 0.77 1.98 _• p 0.77 0.00 2.70 6.92 t 2.70 0.00 3.47 8.89 3.47 0.77 1.98 0.77 0.00 2.70 6.92 2.70 0.00 3.47 8.89 3.47 0.00 0.082 -0.220 -0.220 0.082 0.00 8.53 11.47 2.00 584.0 1,093.1 1,093 :1 584.0 I Title : KK #4392/ Rexburg, Idaho Job # 20812 k Dsgnr: JDK Date: 3:11 PM. 9 DEC 02 Description : VALLEY WIDE CO.OP DIESEL FUEL CANOPY Scope : Structural Design of Steel Fueling Canopy 1.00 UN 3A LIkt•J(O SL_ 11/ PAGE 06 b:\kuatom keno es ol den ut. \20812 vane I Fs I K pL- �.33K LL 1 aS p l• 3-4 IL 3-L. 9 ls S.73 k I ' L / Z 7 7 k 12/10/2002 09:25 14357349519 -4 MOUNTAIN VIEW ENGINEERING 345 North Main, Suite A Brigham City, Utah 84302 Ph (435)734 -9700 Fax (435) 734 -9519 F Rcv: 51e00Z We, KW - 000247e, Vor 6.1.3.27 -Jun -1099. WIn32 (1) 196418 ENERCALC Description Point Loads Summary Max. M + Max. M - Max. M Left Max. M a Right Shear 0 Left Shear a Right Center Defl. Left Cant Defl Right Cant Deft ...Query Defl a Beam General Information Steel Section : W16X26 Center Span Left Cant. Right Cant Lu • Unbraced Length #1 #2 # Dead Load 1.980 Live Load 8.920 Short Term Location 8.000 Using: W16X26 section, Span = 12.00ft, Fy 50.Oksl End Fixity = Fixed -Free, Lu a 8.75ft, LDF = 1.000 Actual Allowable Moment 71.200 k -ft 75.437 k -ft fb : Bending Stress 22.268 kel 23.594 kel fb ! Fb 0.944: 1 Shear fv : Shear Street fv / Fv Force & Stress Summary imum 71.20 k -ft -0.526 In 0.000In 0.000 in 0.000 ft Reaction 0 Left 8.90 Reaction ( Rt Fa calc'd per 1.5 -2, K'Ur > Cc 12.00 ft 0.00 ft 0.00 ft 8.75 ft 8.900 k 2.269 ksl 0.113 : 1 DL Only -15.84 8.90 k 1.98 k -0.117 0.000 0.000 0.000 Steel Beam Design Fixed -Free LL & ST Act Together -71.20 8.90 -0.526 0.000 0.000 0.000 MNT VIEW ENGINEERING #4 78.450 k 1.98 8.90 8.90 Tltia : KK #4392/ Rexburg, Idaho Job # 20812 Dagnr: JOK Date: 3.18PM, 9 DEC 02 Description : VALLEY WIDE CO -OP DIESEL FUEL CANOPY Scope : Structural Design of Steel Fueling Canopy Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 20.000 ksl -0.528 0.000 0.000 0.000 #5 Fy Load Duration Factor Elastic Modulus b: \kuatom kanopies o.dan ut. 12oet2 vat's #6 Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) « -- These columns are Dead + Live Load placed as noted - -» LL LL +ST LL LL +ST d Center ID Center C& Cants el Cents 0.000 0.000 0.000 0.000 50.00 ksi 1,00 29,000.0 ksi #7 k k k ft k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k PAGE 07 -0.526 In 2,460.1: 1 547.3 : 1 12/10/2002 09:25 14357349519 • MOUNTAIN VIEW ENGINEERING 346 North Main, Suite A Brigham City, Utah 84302 Ph (435)734 -9700 Fax (495) 734 -9519 Rev: 510402 User: KW- 0002170, Ver 5.1.3, 22•Jun -1099, W4n32 (o 03.00 ENERCALC Description Beam 2 General Information Steel Section : W16X26 Center Span Left Cant. Right Cant Lu : Unbraced Length Point Loads #1 #2 Dead Load 1,810 1.840 Live Load 6.330 5.730 Short Term Location 1. 500 8.000 f Summary Using: W16X28 section, Span it 12.00ft, Fy = 50.0ksi End Fixity = Fixed -Free, Lu = 8.75ft, LDF = 1.000 Actual Allowable Moment 71.170 k -ft 75.437 k -ft fb : Bending Stress 22.259 ksi 23.594 kel fb / Fb 0.943: 1 Shear 15.510 k 78.450 k fV : Shear Stress 3.954 ksi 20.000 ksi fv / Fv 0.198:1 [Force & Stress Summary Center Dell. Left Cant Deft Right Cant Defl ...Query Deft g -0.457 In 0.000 in 0.000 in 0.000 ft Reaction Left 15.51 Reaction c Rt Fa calc'd per 1.5 -2, K"Ur> Cc 12.00 It 0.00 ft 0.00 ft 8.75 ft Flied -Free LL 8 ST Act Together 3 #4 MNT VIEW ENGINEERING Scope : Steel Beam Design Structural Design of Steel Fueling Canopy Fy 50.00ksi Load Duration Factor 1.00 Elastic Modulus 29.000.0 ksi #5 #8 *7 k k ft Max. Deflection Length /DL Defl Length /(DL +LL Defl) « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Oniv ja.gilfte.L .A Center CD Cants el Cants Max. M + 71.17 k -ft k -ft Max. M - -15.83 -71.17 k -ft Max. Left k -ft Max. M Right k -ft Shear g Left 16.51 k 3.45 15.51 k Shear Cp Right k k -0.102 -0.457 -0,457 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.45 15.51 15.51 0.000 0.000 0.000 0.000 in 0.000 In 0.000 in 0.000 0.000 in PAGE 08 Title : KK #4392/ Rexburg, Idaho Job # 20812 C Dsgnr: JDK Date: 3:18PM, 9 DEC 02 Description : VALLEY WIDE CO.OP DIESEL FUEL CANOPY bakustom kano.i o• den ul. \20t12 valle Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Beam OK Static Load Case Governs Stress -0.457 in 2,834.7: 1 630.8 : 1 k k 12/10/2002 09:25 14357349519 MOUNTAIN VIEW ENGINEERING 346 North Main, Suite A Brigham City, Utah 84302 Ph (435)734 -9700 Fax (435) 734 -9519 Rev: 610302 uea,: 1(W- 0602476. Ver 3.1.3, 22JUn -1669, W032 Cc) 1663 -66 ENERCALC Description Embedment Depth IGeneral Information Allow Passive Max Passive Load duration factor Pole is Rectangular Width Restrained @ Surface Summary 1 Moments el Surface... Point load Distributed load With Surface Restraint... Req'd Depth Pressure @I Base... Actual Allowable Surface Restraint Force 150.00 pcf 1,500,00 Psf 1.330 48.000 in Pole Embedment in Soil 33,452.69 fl-# 0.00 6.018 R 1,001.10 psf 1,001.10 psf 9,433.76 Ibs MNT VIEW ENGINEERING Title : KK #43921 Rexburg, Idaho Job # 20812 / Dsgnr: JDK Date: 3:19PM, 9 DEC 02 Description : VALLEY WIDE CO -OP DIESEL FUEL CANOPY Scope : Structural Design of Steel Fueling Canopy Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral b:\kustom keno•ies o•den ut. \20812 velle 1,930.00 Ibs 17,333 ft 0.00 #/ft 3.000 ft 0.000 ft 33,452.69 ft-# 1,930.00 Ibs PAGE 0 9 t Design Intelligence, LLC Engineering Calculations Summary Date: October 30, 2002 Subject: Valley Wide Coop Retaining Wall, Rexburg, Idaho Customer: Xalley Wide Coop , This analysis uses the Design Criteria required by the local jurisdiction and the 1997 UBC as the basis for the calculations. Materials: Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: UBC 1997 — Foundations designed for Max Brg Pressure of 2000 psf See attached calculations. Design Loads: Snow = 35 psf Seismic = Seismic Zone 2B Wind = 80 mph, Exposure C References: These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Uniform Building Code, 1997 Edition Summary: Attached calculations indicate the wall as detailed in the project drawings is adequately sized for the applied loads. Designed By: Sco�jt A Spaulding, P.E. Date: Checked By: Date: Retaining Wall Design Allowable Stresses ':2000 2500 00000 Soil Bearing psf Concrete psi @ 28 days Reinforcing Steel psi Design Factors 30 0 theta Friction Angle for Soil to Concrete degrees - Clean Gravel, Gravel Sand Mixtures, Coarse Sand Location of Resultant Lateral Earth Pressure 35 =:0.66; 231 110 > 150; Wall Height (fine to medium Soil Angle of Repose degrees sand and gravel) Sliding Friction Factor (for concrete walls) Soil Friction Angle degrees theta w Soil Weight Weight pcf Design Data Slope of Wall Against Soil 0 degrees alpha (from vertical) Slope of Backfill 0 degrees beta (from horizontal) Height of Soil Surcharge 0 1005 100 92;5 8 8 0,67 1.92 ........................ 3;25 :;....I_ 7 ft Top of Wall Elev. Grade Elev. ft Bottom of Ftg Elev ft Wall Thickness (Top) in Wall Thickness (Base) in Toe Length ft Heel Length ft Footing Length ft Footing Thickness ft Stem Wall Height ft Soil Height at Edge of Heel 8 ft Compute Active Earth Pressure Factor - (Coulomb's Method) (See Foundation Design Principles and Practices p.708 Cos(theta - alpha) 0.8192 Cos(alpha) 1 Cos(theta w +alpha) 0.9198 Sin (theta w +alpha) 0.3923 Sin(theta -beta) 0.5736 Cos(alpha -beta) 1 Ka 0.327 Compute Active Earth Pressure - Horizontal Component Pa/b 1057 lb /ft Compute Active Earth Pressure - Vertical Component Va/b 451 lb /ft Compute Passive Earth Pressure Factor - Rankine's Method) Kp 3.690 Compute Passive Earth Pressure Pp Pp 114 lb /ft (Uses the footing thickness less 3" for the bearing surface) Compute Sliding Friction Weight of Stem 700 lb /ft * DesignNtelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Valley Wide Coop Rexburg, Idaho 10/30/2002 Page 1 Weight of Footing 488 lb /ft Soil Behind the Wall 1476 lb /ft Va /b 451 lb/ft Total Vertical Load 3114 lb/ft Friction Force Available 1798 lb /ft Passive Force Available 114 lb /ft Total Horizontal Resistance 1912 lb /ft Factor of Safety Against Sliding 1.8 > 1.5 OK Check Overturning Moment Arm about Center of Overturning which is determined by Trial and Error 0:33 Range of Center of Overturning Center of Overturning - Distance From Toe towards Heel ft 0.1 *Footing Length= 0.06666 ft 0.5 *Footing Length= 0.3333 ft Resisting Moments Resisting Overturning Weight Moment Moments Moments lbs Arm ft lb -ft lb -ft Pa/b 3383 Va/b 451 2.92 1317 Stem (square section) 700 0.67 468.953333 Stem (battered section) 0 1.00 0 Footing Left 49.5 0.17 8 Footing Right 438 1.46 639 Soil Behind the Wall 1476 1.96 2895 Totals 3114 5321 3392 Location of Resultant Force 0.68 ft off center B /3= 1.08 OK - Resultant is within middle Third Factor of Safety Against Overturning 1.6 >1.5 OK Check Bearing Capacity B' = 1.90 ft Bearing Pressure 1640 psf Less Than 2000 psf OK Calculate Reinforcing Steel for Wall (Vertical Steel) UIt Lateral Load Factor 1.7 Flexture Reduction Factor 0.9 d 5.5 in Location Height - ft Pa/b -lbs. Mu /b - Reqd As - in sq a - in. Steel Ratio Mu cap Description Base of Stem 6 595 29119 0.2 0.47 0.002 56859 Use #4 at 12" 5 413 16851 0.2 0.47 0.002 56859 Use #4 at 12" 4 264 8628 0.2 0.47 0.002 56859 Use #4 at 12" Near Top 3 149 3640 0.2 0.47 0.002 56859 Use #4 at 12" Longitudinal Steel Minimum Steel Ratio = 0.002 As Req'd 0.192 As Provided 0.2 Use #4 at 12 in. Check Shear Key Between Stem and Top of Footing Shear Reduction Factor 0.85 Ultimate Shear 1011 lbs/ft Key Width 3.5 in. Available Shear Capacity 3607 lbs/ft. OK • Design Intelligence, LLC 3685 West Hwy 33 Rexburg, ldaho 83440 Valley Wide Coop Rexburg, ldaho Page 2 10/30/2002 Footing Shear Analysis Depth (d) to Reinforcing 8.5 Ult. DL Factor 1.4 Weight on Heel 1476 Ibs /ft Va/b 451 Ibs /ft Vu 2833 Ibs /ft Ult. Shear Capacity 8759 Ibs /ft OK Footing Flexure Analysis - Heel Mu /b 41398 lb -in /ft Ax Min Ratio 0.002 As min = 0.288 in sq. As 0.31 in sq d 8.5 in. a 0.73 Mu Capacity 136185 lb-in/ft OK Use #5 at 12 in OC in the top of the footing. Footing Flexure Analysis - Toe Extension Ws /b 1476 Ibs /ft Stem 700 lbs/ft Footing 388 Ibs /ft Moment Arm 1.29 ft Mu /b 55628 lb-in/ft Mu Capacity 136185 lb -in /ft OK Use #5 at 12 in OC in the Bottom of the footing. Longitudinal Footing Reinforcing As Min (0.002) 0.663 As Supplied 0.8 in sq cont. Use 4 #4 - 2 top and 2 bottom Design intelligence, LLC 3685 West Hwy 33 Rexburg, ldaho 83440 Valley Wide Coop Rexburg, Idaho 10/30/2002 Page 3 Designed B : cott A Spaulding, P.E. Checked By. Date: j 2 Date: Design Intelligence, LLC Engineering Calculations Summary Date: October 30, 2002 Subject: Valley Wide Coop, Rexburg, Idaho — Steel Building Foundations Customer: Valley Wide Coop This analysis uses the Design Criteria required by the local jurisdiction and the 1997 UBC as the basis for the calculations. Materials: Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: UBC 1997 — Foundations designed for Max Brg Pressure of 2000 psf See attached calculations. Design Loads: Snow = 35 psf Seismic = Seismic Zone 2B Wind = 80 mph, Exposure C These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. References: Uniform Building Code, 1997 Edition Summary: Attached calculations describe the footing sizes and reinforcing noted on the project drawings. Spread Footing Analysis Footing Description FRAME LINE "K -2" LL ( F 3 Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 45.80 Results Footing Dimensions X Dir. Y Dir. Z Dir. 6.50 ft. 6.50 ft. 12.00 in. Maximum Bearing Pressure = 1,455.00 psf Minimum Bearing Pressure = 1,455.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 77.86 kips Ultimate Shear Load Vu = 72.22 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 77.86 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.75 ft. Ultimate Moment = 35.76 kip -ft Rn = 75.47 psi Maximum Reinforcing Allowed = 9.38 in. sqrd. Actual Reinforcing Required = 1.09 in. sqrd. Minimum Reinforcing Required = 1.40 in. sqrd. Ultimate Moment Capacity = 55.62 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "K -2" UPLIFT ( Q- F 3 Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. Results 0.00 0.00 -13.50 Footing Dimensions X Dir. 6.50 ft. 6.50 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. 12.00 in. 52.00 psf 52.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 22.95 kips Ultimate Shear Load Vu = 21.29 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 22.95 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.75 ft. Ultimate Moment = 1.28 kip -ft Rn = 2.70 psi Maximum Reinforcing Allowed = 9.38 in. sqrd. Actual Reinforcing Required = 0.04 in. sqrd. Minimum Reinforcing Required = 1.40 in. sqrd. Ultimate Moment Capacity = 56.82 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "K -3,4" UPLIFT CC F4-) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 -11.40 Results Footing Dimensions X Dir. Y Dir. Z Dir. 6.00 ft. 6.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = 12.00 in. 55.00 psf 55.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , F= 60,000 psi Check Shear Ultimate Load Pu = 19.38 kips Ultimate Shear Load Vu = 17.73 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 19.38 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.50 ft. Ultimate Moment = 1.03 kip -ft Rn = 2.36 psi Maximum Reinforcing Allowed = 8.66 in. sqrd. Actual Reinforcing Required = 0.03 M. sqrd. Minimum Reinforcing Required = 1.30 in. sqrd. Ultimate Moment Capacity = 52.45 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "K -3,4" LL (4 Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results Y Dir. Z Dir. 0.00 0.00 36.70 Footing Dimensions X Dir. Y Dir. Z Dir. 6.00 ft. 6.00 ft. 12.00 in. Maximum Bearing Pressure = 1,391.00 psf Minimum Bearing Pressure = 1,391.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 62.39 kips Ultimate Shear Load Vu = 57.08 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load= 214.20 kips Ultimate Load Pu = 62.39 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.50 ft. Ultimate Moment = 26.08 kip -ft Rn = 59.63 psi Maximum Reinforcing Allowed = 8.66 in. sqrd. Actual Reinforcing Required = 0.79 in. sqrd. Minimum Reinforcing Required = 1.30 in. sqrd. Ultimate Moment Capacity = 51.58 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "K -5 -7" LL F Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 28.80 Footing Dimensions X Dir. 5.50 ft. 5.50 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. Y Dir. Z Dir. 12.00 in. 1,324.00 psf 1,324.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 48.96 kips Ultimate Shear Load Vu = 44.00 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 48.96 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.25 ft. Ultimate Moment = 18.43 kip -ft Rn = 45.97 psi Maximum Reinforcing Allowed = 7.94 in. sqrd. Actual Reinforcing Required = 0.56 in. sqrd. Minimum Reinforcing Required = 1.19 in. sqrd. Ultimate Moment Capacity = 47.47 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "K -5 -7" UPLIFT CC F s', Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 -10.30 Results Footing Dimensions X Dir. 5.50 ft. 5.50 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. 12.00 in. 32.00 psf 32.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 17.51 kips Ultimate Shear Load Vu = 15.74 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 17.51 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.25 ft. Ultimate Moment = 0.45 kip -ft Rn = 1.11 psi Maximum Reinforcing Allowed = 7.94 M. sqrd. Actual Reinforcing Required = 0.01 in. sqrd. Minimum Reinforcing Required = 1.19 in. sqrd. Ultimate Moment Capacity = 48.10 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "K -8" LL CC_ Fet) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 M. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. Results 0.00 0.00 34.10 Footing Dimensions X Dir. Y Dir. Z Dir. 6.00 ft. 6.00 ft. 12.00 in. Maximum Bearing Pressure = 1,319.00 psf Minimum Bearing Pressure = 1,319.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 57.97 kips Ultimate Shear Load Vu = 53.04 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 57.97 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.50 ft. Ultimate Moment = 24.73 kip -ft Rn = 56.54 psi Maximum Reinforcing Allowed = 8.66 in. sqrd. Actual Reinforcing Required = 0.75 in. sqrd. Minimum Reinforcing Required = 1.30 in. sqrd. Ultimate Moment Capacity = 51.63 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "K -8" UPLIFT Elevations Top of Pedestal Bottom of Footing Pedestal Dimenstions X Dir 12.00 in. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. 0.00 Results Footing Dimensions X Dir. 6.00 ft. Y Dir. 12.00 in. Y Dir. 0.00 Y Dir. 6.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = 100.00 ft. 97.00 ft. Z Dir. 2.00 ft. Z Dir. -12.20 Z Dir. 12.00 in. 33.00 psf 33.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = Ultimate Shear Load Vu = Ultimate Shear Capacity Vc = Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = Compute Required Reinforcing Distance to Face of Pedestal = Ultimate Moment = Rn= Maximum Reinforcing Allowed = Actual Reinforcing Required = Minimum Reinforcing Required = Ultimate Moment Capacity = 20.74 kips 18.98 kips 128.52 kips OK 20.74 kips OK 2.50 ft. 0.62 kip -ft 1.41 psi 8.66 in. sqrd. 0.02 in. sqrd. 1.30 in. sqrd. 52.47 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "F 5 -7" LL (CF I O Elevations Top of Pedestal 100.00 ft. Bottom of Footing 99.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 0.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 47.50 Footing Dimensions X Dir. 8.50 ft. 8.50 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. Y Dir. Z Dir. 12.00 in. 807.00 psf 807.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , F= 60,000 psi Check Shear Ultimate Load Pu = 80.75 kips Ultimate Shear Load Vu = 77.33 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 80.75 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 3.75 ft. Ultimate Moment = 48.23 kip -ft Rn = 77.84 psi Maximum Reinforcing Allowed = 12.27 in. sqrd. Actual Reinforcing Required = 1.47 in. sqrd. Minimum Reinforcing Required = 1.84 in. sqrd. Ultimate Moment Capacity = 72.68 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "F 5 -7" UPLIFT ( L c ) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 99.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 M. 0.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 -9.90 Footing Dimensions X Dir. 8.50 ft. 8.50 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. Y Dir. Z Dir. 12.00 in. 12.00 psf 12.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 16.83 kips Ultimate Shear Load Vu = 16.12 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 16.83 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 3.75 ft. Ultimate Moment = 0.72 kip -ft Rn = 1.16 psi Maximum Reinforcing Allowed = 12.27 in. sqrd. Actual Reinforcing Required = 0.02 in. sqrd. Minimum Reinforcing Required = 1.84 M. sqrd. Ultimate Moment Capacity = 74.33 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "F 8" LL (e F t Elevations Top of Pedestal 100.00 ft. Bottom of Footing 99.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 0.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 56.10 Footing Dimensions X Dir. Y Dir. Z Dir. Y Dir. Z Dir. 7.50 ft. 7.50 ft. 12.00 in. Maximum Bearing Pressure = 1,147.00 psf Minimum Bearing Pressure = 1,147.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 95.37 kips Ultimate Shear Load Vu = 90.18 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 95.37 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 3.25 ft. Ultimate Moment = 45.43 kip -ft Rn = 83.09 psi Maximum Reinforcing Allowed = 10.82 in. sqrd. Actual Reinforcing Required = 1.38 in. sqrd. Minimum Reinforcing Required = 1.62 in. sqrd. Ultimate Moment Capacity = 64.03 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "F 8" UPLIFT C_CF t (� Elevations Top of Pedestal 100.00 ft. Bottom of Footing 99.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 0.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 -5.90 Footing Dimensions X Dir. 7.50 ft. 7.50 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. Y Dir. Z Dir. 12.00 in. 45.00 psf 45.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 10.03 kips Ultimate Shear Load Vu = 9.48 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 10.03 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 3.25 ft. Ultimate Moment = 1.78 kip -ft Rn = 3.26 psi Maximum Reinforcing Allowed = 10.82 in. sqrd. Actual Reinforcing Required = 0.05 in. sqrd. Minimum Reinforcing Required = 1.62 M. sqrd. Ultimate Moment Capacity = 65.55 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "A -2" LL ( F Z, Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 M. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 24.60 Results Footing Dimensions X Dir. Y Dir. Z Dir. 4.00 ft. 4.00 ft. 12.00 in. Maximum Bearing Pressure = 1,912.00 psf Minimum Bearing Pressure = 1,912.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 41.82 kips Ultimate Shear Load Vu = 33.82 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 41.82 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.50 ft. Ultimate Moment = 8.60 kip -ft Rn = 29.51 psi Maximum Reinforcing Allowed = 5.77 in. sqrd. Actual Reinforcing Required = 0.26 in. sqrd. Minimum Reinforcing Required = 0.86 in. sqrd. Ultimate Moment Capacity = 34.69 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "A -2" UPLIFT (C E Z Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 M. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 -4.80 Footing Dimensions X Dir. 4.00 ft. 4.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. Y Dir. Z Dir. 12.00 M. 75.00 psf 75.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 8.16 kips Ultimate Shear Load Vu = 6.60 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 8.16 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.50 ft. Ultimate Moment = 0.34 kip -ft Rn = 1.16 psi Maximum Reinforcing Allowed = 5.77 M. sqrd. Actual Reinforcing Required = 0.01 in. sqrd. Minimum Reinforcing Required = 0.86 M. sqrd. Ultimate Moment Capacity = 34.98 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "A -3,4" LL (C F.62 J Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results Y Dir. Z Dir. 0.00 0.00 19.30 Footing Dimensions X Dir. Y Dir. Z Dir. 3.50 ft. 3.50 ft. 12.00 in. Maximum Bearing Pressure = 1,952.00 psf Minimum Bearing Pressure = 1,952.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 32.81 kips Ultimate Shear Load Vu = 24.61 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 32.81 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.25 ft. Ultimate Moment = 5.34 kip -ft Rn = 20.92 psi Maximum Reinforcing Allowed = 5.05 in. sqrd. Actual Reinforcing Required = 0.16 in. sqrd. Minimum Reinforcing Required = 0.76 in. sqrd. Ultimate Moment Capacity = 30.43 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "A -3,4" UPLIFT (CF( Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 -3.70 Results Footing Dimensions X Dir. Y Dir. Z Dir. 3.50 ft. 3.50 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = 12.00 in. 74.00 psf 74.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 6.29 kips Ultimate Shear Load Vu = 4.72 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 6.29 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.25 ft. Ultimate Moment = 0.20 kip -ft Rn = 0.79 psi Maximum Reinforcing Allowed = 5.05 in. sqrd. Actual Reinforcing Required = 0.01 in. sqrd. Minimum Reinforcing Required = 0.76 M. sqrd. Ultimate Moment Capacity = 30.61 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "A -5 -7" LL ( C F 7 Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 28.90 Results Footing Dimensions X Dir. Y Dir. Z Dir. 4.50 ft. 4.50 ft. 12.00 in. Maximum Bearing Pressure = 1,801.00 psf Minimum Bearing Pressure = 1,801.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 49.13 kips Ultimate Shear Load Vu = 41.70 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 49.13 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.75 ft. Ultimate Moment = 12.41 kip -ft Rn = 37.83 psi Maximum Reinforcing Allowed = 6.49 in. sqrd. Actual Reinforcing Required = 0.38 in. sqrd. Minimum Reinforcing Required = 0.97 in. sqrd. Ultimate Moment Capacity = 38.93 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "A -5 -7" UPLIFT ( F 7) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results Y Dir. Z Dir. 0.00 0.00 -4.90 Footing Dimensions X Dir. Y Dir. Z Dir. 4.50 ft. 4.50 ft. 12.00 in. Maximum Bearing Pressure = 131.00 psf Minimum Bearing Pressure = 131.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , F= 60,000 psi Check Shear Ultimate Load Pu = 8.33 kips Ultimate Shear Load Vu = 7.07 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 8.33 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.75 ft. Ultimate Moment = 0.90 kip -ft Rn = 2.75 psi Maximum Reinforcing Allowed = 6.49 in. sqrd. Actual Reinforcing Required = 0.03 in. sqrd. Minimum Reinforcing Required = 0.97 in. sqrd. Ultimate Moment Capacity = 39.33 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "A -8" LL C C F r) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 34.50 Footing Dimensions X Dir. 5.00 ft. 5.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. Y Dir. Z Dir. 12.00 in. 1,753.00 psf 1,753.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 58.65 kips Ultimate Shear Load Vu = 51.47 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 58.65 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.00 ft. Ultimate Moment = 17.53 kip -ft Rn = 48.09 psi Maximum Reinforcing Allowed = 7.22 in. sqrd. Actual Reinforcing Required = 0.53 M. sqrd. Minimum Reinforcing Required = 1.08 in. sqrd. Ultimate Moment Capacity = 43.13 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE "A -8" UPLIFT Cc F $J Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 -5.90 Results Footing Dimensions X Dir. Y Dir. Z Dir. 5.00 ft. 5.00 ft. 12.00 in. Maximum Bearing Pressure = 137.00 psf Minimum Bearing Pressure = 137.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 10.03 kips Ultimate Shear Load Vu = 8.80 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 10.03 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.00 ft. Ultimate Moment = 1.37 kip -ft Rn = 3.76 psi Maximum Reinforcing Allowed = 7.22 in. sqrd. Actual Reinforcing Required = 0.04 in. sqrd. Minimum Reinforcing Required = 1.08 in. sqrd. Ultimate Moment Capacity = 43.69 kip -ft OK Spread Footing Analysis Footing Description EAST ENDWALL "A" LL C CF C ? ) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. Results 0.00 0.00 4.80 Footing Dimensions X Dir. Y Dir. Z Dir. 3.00 ft. 3.00 ft. 12.00 in. Maximum Bearing Pressure = 912.00 psf Minimum Bearing Pressure = 912.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 8.16 kips Ultimate Shear Load Vu = 5.38 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 8.16 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.00 ft. Ultimate Moment = 1.37 kip -ft Rn = 6.26 psi Maximum Reinforcing Allowed = 4.33 in. sqrd. Actual Reinforcing Required = 0.04 in. sqrd. Minimum Reinforcing Required = 0.65 in. sqrd. Ultimate Moment Capacity = 26.20 kip -ft OK Spread Footing Analysis Footing Description EAST ENDWALL "A" UPLIFT (c r 9 ) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 -2.70 Results Footing Dimensions X Dir. Y Dir. Z Dir. 3.00 ft. 3.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = 12.00 M. 78.00 psf 78.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = Ultimate Shear Load Vu = Ultimate Shear Capacity Vc = Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 4.59 kips OK Compute Required Reinforcing Distance to Face of Pedestal = Ultimate Moment = Rn= Maximum Reinforcing Allowed = Actual Reinforcing Required = Minimum Reinforcing Required = Ultimate Moment Capacity = 4.59 kips 3.03 kips 128.52 kips OK 1.00 ft. 0.12 kip -ft 0.53 psi 4.33 M. sqrd. 0.00 in. sqrd. 0.65 in. sqrd. 26.24 kip -ft OK Spread Footing Analysis Footing Description EAST ENDWALL "B" LL y) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 Results Footing Dimensions X Dir. 5.00 ft. 5.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = 0.00 12.80 Y Dir. Z Dir. 12.00 in. 885.00 psf 885.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 21.76 kips Ultimate Shear Load Vu = 19.09 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 21.76 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.00 ft. Ultimate Moment = 8.85 kip -ft Rn = 24.28 psi Maximum Reinforcing Allowed = 7.22 in. sqrd. Actual Reinforcing Required = 0.27 in. sqrd. Minimum Reinforcing Required = 1.08 in. sqrd. Ultimate Moment Capacity = 43.43 kip -ft OK Spread Footing Analysis Footing Description EAST ENDWALL "B" UPLIFT ( Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 -7.40 Results Footing Dimensions X Dir. 5.00 ft. 5.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. 12.00 in. 77.00 psf 77.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 12.58 kips Ultimate Shear Load Vu = 11.04 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 12.58 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.00 ft. Ultimate Moment = 0.77 kip -ft Rn = 2.11 psi Maximum Reinforcing Allowed = 7.22 in. sqrd. Actual Reinforcing Required = 0.02 in. sqrd. Minimum Reinforcing Required = 1.08 in. sqrd. Ultimate Moment Capacity = 43.71 kip -ft OK Spread Footing Analysis Footing Description EAST ENDWALL "E" LL (C F g) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. Results 0.00 0.00 13.50 Footing Dimensions X Dir. 5.00 ft. 5.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. 12.00 M. 913.00 psf 913.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 22.95 kips Ultimate Shear Load Vu = 20.14 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 22.95 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.00 ft. Ultimate Moment = 9.13 kip -ft Rn = 25.05 psi Maximum Reinforcing Allowed = 7.22 in. sqrd. Actual Reinforcing Required = 0.28 M. sqrd. Minimum Reinforcing Required = 1.08 in. sqrd. Ultimate Moment Capacity = 43.42 kip -ft OK Spread Footing Analysis Footing Description EAST ENDWALL "E" UPLIFT C 0 r= g) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results Y Dir. Z Dir. 0.00 0.00 -7.70 Footing Dimensions X Dir. Y Dir. Z Dir. 5.00 ft. 5.00 ft. 12.00 in. Maximum Bearing Pressure = 65.00 psf Minimum Bearing Pressure = 65.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 13.09 kips Ultimate Shear Load Vu = 11.49 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 13.09 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.00 ft. Ultimate Moment = 0.65 kip -ft Rn = 1.78 psi Maximum Reinforcing Allowed = 7.22 in. sqrd. Actual Reinforcing Required = 0.02 in. sqrd. Minimum Reinforcing Required = 1.08 in. sqrd. Ultimate Moment Capacity = 43.72 kip -ft OK Spread Footing Analysis Footing Description EAST ENDWALL "G" LL ( (" F �t J Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 11.00 FootinE Dimensions X Dir. 4.50 ft. 4.50 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. Y Dir. Z Dir. 12.00 M. 917.00 psf 917.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 18.70 kips Ultimate Shear Load Vu = 15.87 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 18.70 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.75 ft. Ultimate Moment = 6.32 kip -ft Rn = 19.26 psi Maximum Reinforcing Allowed = 6.49 in. sqrd. Actual Reinforcing Required = 0.19 in. sqrd. Minimum Reinforcing Required = 0.97 M. sqrd. Ultimate Moment Capacity = 39.15 kip -ft OK Spread Footing Analysis Footing Description EAST ENDWALL "G" UPLIFT (e F -i 1 Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results Y Dir. Z Dir. 0.00 0.00 -6.30 Footing Dimensions X Dir. Y Dir. Z Dir. 4.50 ft. 4.50 ft. 12.00 in. Maximum Bearing Pressure = 62.00 psf Minimum Bearing Pressure = 62.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 10.71 kips Ultimate Shear Load Vu = 9.09 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 10.71 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.75 ft. Ultimate Moment = 0.43 kip -ft Rn = 1.30 psi Maximum Reinforcing Allowed = 6.49 in. sqrd. Actual Reinforcing Required = 0.01 in. sqrd. Minimum Reinforcing Required = 0.97 M. sqrd. Ultimate Moment Capacity = 39.35 kip -ft OK Spread Footing Analysis Footing Description EAST ENDWALL "J" LL Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 12.80 Footing Dimensions X Dir. 5.00 ft. 5.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. Y Dir. Z Dir. 12.00 in. 885.00 psf 885.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 21.76 kips Ultimate Shear Load Vu = 19.09 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 21.76 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.00 ft. Ultimate Moment = 8.85 kip -ft Rn = 24.28 psi Maximum Reinforcing Allowed = 7.22 M. sqrd. Actual Reinforcing Required = 0.27 in. sqrd. Minimum Reinforcing Required = 1.08 in. sqrd. Ultimate Moment Capacity = 43.43 kip -ft OK Spread Footing Analysis Footing Description EAST ENDWALL "J" UPLIFT C e F Y� Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 -7.40 Footing Dimensions X Dir. 5.00 ft. 5.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. Y Dir. Z Dir. 12.00 in. 77.00 psf 77.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 12.58 kips Ultimate Shear Load Vu = 11.04 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 12.58 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.00 ft. Ultimate Moment = 0.77 kip -ft Rn = 2.11 psi Maximum Reinforcing Allowed = 7.22 in. sqrd. Actual Reinforcing Required = 0.02 in. sqrd. Minimum Reinforcing Required = 1.08 M. sqrd. Ultimate Moment Capacity = 43.71 kip -ft OK Spread Footing Analysis Footing Description EAST ENDWALL "K" LL (C F () Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 Footing Dimensions X Dir. Y Dir. Z Dir. 6.30 Y Dir. Z Dir. 3.50 ft. 3.50 ft. 12.00 in. Maximum Bearing Pressure = 890.00 psf Minimum Bearing Pressure = 890.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 10.71 kips Ultimate Shear Load Vu = 8.03 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 10.71 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.25 ft. Ultimate Moment = 2.43 kip -ft Rn = 9.54 psi Maximum Reinforcing Allowed = 5.05 in. sqrd. Actual Reinforcing Required = 0.07 M. sqrd. Minimum Reinforcing Required = 0.76 in. sqrd. Ultimate Moment Capacity = 30.53 kip -ft OK Spread Footing Analysis Footing Description EAST ENDWALL "K" UPLIFT (C'FC) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 -3.60 Results Footing Dimensions X Dir. Y Dir. Z Dir. 3.50 ft. 3.50 ft. 12.00 in. Maximum Bearing Pressure = 82.00 psf Minimum Bearing Pressure = 82.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 6.12 kips Ultimate Shear Load Vu = 4.59 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 6.12 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.25 ft. Ultimate Moment = 0.22 kip -ft Rn = 0.88 psi Maximum Reinforcing Allowed = 5.05 in. sqrd. Actual Reinforcing Required = 0.01 M. sqrd. Minimum Reinforcing Required = 0.76 in. sqrd. Ultimate Moment Capacity = 30.61 kip -ft OK Spread Footing Analysis Footing Description WEST ENDWALL "A & K" LL ( F2) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 8.00 Results Footing Dimensions X Dir. Y Dir. Z Dir. 4.00 ft. 4.00 ft. 12.00 M. Maximum Bearing Pressure = 875.00 psf Minimum Bearing Pressure = 875.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 13.60 kips Ultimate Shear Load Vu = 11.00 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 13.60 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.50 ft. Ultimate Moment = 3.94 kip -ft Rn = 13.50 psi Maximum Reinforcing Allowed = 5.77 in. sqrd. Actual Reinforcing Required = 0.12 in. sqrd. Minimum Reinforcing Required = 0.86 in. sqrd. Ultimate Moment Capacity = 34.85 kip -ft OK Spread Footing Analysis Footing Description Concrete Strength = 2500 psi after 28 days WEST ENDWALL "A & K" UPLIFT (C Fe_ � Reinforcing Steel = Grade 60 , Fy= 60,000 psi Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 -4.60 Footing Dimensions X Dir. 4.00 ft. 4.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. Y Dir. Z Dir. 12.00 in. 87.00 psf 87.00 psf Check Shear Ultimate Load Pu = 7.82 kips Ultimate Shear Load Vu = 6.32 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 7.82 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.50 ft. Ultimate Moment = 0.39 kip -ft Rn = 1.34 psi Maximum Reinforcing Allowed = 5.77 in. sqrd. Actual Reinforcing Required = 0.01 in. sqrd. Minimum Reinforcing Required = 0.86 in. sqrd. Ultimate Moment Capacity = 34.98 kip -ft OK Spread Footing Analysis Footing Description WEST ENDWALL "C & H" LL r Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results 0.00 0.00 17.30 Footing Dimensions X Dir. 5.50 ft. 5.50 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. Y Dir. Z Dir. 12.00 in. 944.00 psf 944.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 29.41 kips Ultimate Shear Load Vu = 26.43 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 29.41 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.25 ft. Ultimate Moment = 13.14 kip -ft Rn = 32.78 psi Maximum Reinforcing Allowed = 7.94 in. sqrd. Actual Reinforcing Required = 0.40 in. sqrd. Minimum Reinforcing Required = 1.19 M. sqrd. Ultimate Moment Capacity = 47.66 kip -ft OK Spread Footing Analysis Footing Description Concrete Strength = 2500 psi after 28 days WEST ENDWALL "C & H " UPLIFT ( Reinforcing Steel = Grade 60 , Fy= 60,000 psi Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 Results Footing Dimensions X Dir. 0.00 -10.00 Y Dir. Z Dir. 5.50 ft. 5.50 ft. 12.00 in. Maximum Bearing Pressure = 42.00 psf Minimum Bearing Pressure = 42.00 psf Check Shear Ultimate Load Pu = 17.00 kips Ultimate Shear Load Vu = 15.28 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 17.00 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.25 ft. Ultimate Moment = 0.58 kip -ft Rn = 1.46 psi Maximum Reinforcing Allowed = 7.94 in. sqrd. Actual Reinforcing Required = 0.02 in. sqrd. Minimum Reinforcing Required = 1.19 in. sqrd. Ultimate Moment Capacity = 48.09 kip -ft OK Spread Footing Analysis Footing Description WEST ENDWALL "F" UPLIFT Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 -8.60 Results Footing Dimensions X Dir. Y Dir. Z Dir. 5.50 ft. 5.50 ft. 12.00 M. Maximum Bearing Pressure = 88.00 psf Minimum Bearing Pressure = 88.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 14.62 kips Ultimate Shear Load Vu = 13.14 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 14.62 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.25 ft. Ultimate Moment = 1.23 kip -ft Rn = 3.06 psi Maximum Reinforcing Allowed = 7.94 M. sqrd. Actual Reinforcing Required = 0.04 in. sqrd. Minimum Reinforcing Required = 1.19 in. sqrd. Ultimate Moment Capacity = 48.07 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE D2 LL ( C F tZ--) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 99.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 0.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Results Y Dir. Z Dir. 0.00 0.00 52.80 Footing Dimensions X Dir. Y Dir. Z Dir. 9.00 ft. 9.00 ft. 12.00 in. Maximum Bearing Pressure = 801.00 psf Minimum Bearing Pressure = 801.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 89.76 kips Ultimate Shear Load Vu = 86.37 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 89.76 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 4.00 ft. Ultimate Moment = 57.67 kip -ft Rn = 87.90 psi Maximum Reinforcing Allowed = 12.99 in. sqrd. Actual Reinforcing Required = 1.76 in. sqrd. Minimum Reinforcing Required = 1.94 in. sqrd. Ultimate Moment Capacity = 76.72 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE D2 UPLIFT ( r - t Z� Elevations Top of Pedestal 100.00 ft. Bottom of Footing 99.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 M. 12.00 in. 0.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. 0.00 0.00 -10.80 Results Footing Dimensions X Dir. 9.00 ft. 9.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Y Dir. Z Dir. 12.00 M. 16.00 psf 16.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 18.36 kips Ultimate Shear Load Vu = 17.67 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 18.36 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 4.00 ft. Ultimate Moment = 1.15 kip -ft Rn = 1.76 psi Maximum Reinforcing Allowed = 12.99 in. sqrd. Actual Reinforcing Required = 0.04 in. sqrd. Minimum Reinforcing Required = 1.94 M. sqrd. Ultimate Moment Capacity = 78.69 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE D3 LL Elevations Top of Pedestal 100.00 ft. Bottom of Footing 99.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 0.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. 0.00 Results Footing Dimensions X Dir. Y Dir. Z Dir. 0.00 43.00 Y Dir. Z Dir. 9.00 ft. 9.00 ft. 12.00 in. Maximum Bearing Pressure = 680.00 psf Minimum Bearing Pressure = 680.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = 73.10 kips Ultimate Shear Load Vu = 70.34 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 73.10 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 4.00 ft. Ultimate Moment = 48.96 kip -ft Rn = 74.62 psi Maximum Reinforcing Allowed = 12.99 in. sqrd. Actual Reinforcing Required = 1.49 in. sqrd. Minimum Reinforcing Required = 1.94 in. sqrd. Ultimate Moment Capacity = 77.03 kip -ft OK Spread Footing Analysis Footing Description FRAME LINE D3 UPLIFT ( c i= ( Z.-) Elevations Top of Pedestal 100.00 ft. Bottom of Footing 99.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 0.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 2,000.00 psf Loads - Kips X Dir. Y Dir. Z Dir. Results 0.00 0.00 -8.60 Footing Dimensions X Dir. Y Dir. 9.00 ft. 9.00 ft. Maximum Bearing Pressure = Minimum Bearing Pressure = Z Dir. 12.00 in. 43.00 psf 43.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel = Grade 60 , Fy= 60,000 psi Check Shear Ultimate Load Pu = Ultimate Shear Load Vu = Ultimate Shear Capacity Vc = Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 14.62 kips OK Compute Required Reinforcing Distance to Face of Pedestal = Ultimate Moment = Rn= Maximum Reinforcing Allowed = Actual Reinforcing Required = Minimum Reinforcing Required = Ultimate Moment Capacity = 14.62 kips 14.07 kips 128.52 kips OK 4.00 ft. 3.10 kip -ft 4.72 psi 12.99 in. sqrd. 0.09 in. sqrd. 1.94 in. sqrd. 78.62 kip -ft OK